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Truss
■1 1■ ■1`` 1■ ■II� 1■_ ■1 WE m1■ ■1� 1■ ■1 1■ ■1 1■ ■I 1■_ 911 Total Truss Quantity = 73 1-1 LT — AP' ROVE � '.r THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. REFER ro PACK FOR COtINEC710N. 1' I� r-r TYPICAL 7' SETBA CORNERSET LABEL AND SPACING SHINGLE RO 6 �A HEEL4-3/ _-- PLUMB C f— Reviewed for rod® ComplianCe UdUniversal Engine ft Sciences Nam MULTI -PLY GIRDER C13NNECTMPL ALL PLIES SHALL. BE FASfM TOfETHFER IDDLTS, NAILS, AND OR SCREWS) PRIM TO INSTALATI N AND BEFORE ANY LOADS ARE APPLIM PER THE SUPPLIED ENGINEERING SHEETS. NDTEr M NOT CUT IR ALTER TRUSSES WITHOUT CONSENT RF THIS IIFRICE, BACK CHARGES VILL NOT BE ACCEPTED VrFHMT PRD:IR WRITTEN APPROVAL BY OUR SERVICE DEPARTMENT AT CARPENTER WNTRACTOIS ff AIERICA. HNC. 877-M-9/87 MTE. ALL BEARING WALLS MUST BE ADEQUATELY DESIGNED ro CARRY THE LOADS IPOSED BY THE TRUSS OR TRUSSES, AND MIST BE nFLE LAAND IN SER BEFORE THE TRUSSES ARE SET IN ORDER TO AVOID REPAIRS Labeled End Mark F General Notes 1) w oar dtad 6raav, not trtaee� tnd tlot d� f Iw. n. mp a va vondb� vanl.a —d b a Dltitd�d v..l tttd� w. 2) n:b1m" to be S'vpm HUM uim clam v 9) Al bow tpriq b 24 0G wh. atlrrnl� 4) Etr Tnm1 m Mab Yu6Wb BC9-81 ncammdrtnae m mm X-train dad be placid a! a mmdmn vain 1W O.C. groom the vm, to be tvmbd dt a mmtmaa of 2(r bAwn each nfr m BC9-BIB a§Mbad b" ROOF LOADING SCHEDULE TC B LL 20 PSF I PSF BCCDDL = 10 PSF TOTAL = 37 PSF DURATION 1.25 % WIND SPD/TYPE— 160 ENCLOSED BLDG EXPOSURE = C USAGE= RESIDENTIAL CAT II NAND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON-- 9.2 PSF DESIGN CRITERIA FBC 2017 TPI 2014 Truss member design & connector plates are desrgned for ASCE 7-10 and "'- forces f om both cc onmts and claddings and main wind force misting systems. • These busses have been reviewed m carry an additiova110p psfnonconcurrent bottom chord live load. FLOOR LOADING SCHEDU TCLL = PSF TCDL = PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE AM REACTIONS AND UPLIFTS AM BROWN ON ENGMEER[NG WALL KEY ® 0 DESMPTION UNIT. DATE m tmt tav a trrt mma� m Wymmv •m 13P dRM m ttrmm Vrtn Hama tar rwQM ttra W m mm trMt Ui mr im ml m I[V Vl1O a m m R6 6V. m tetra tmmt ar Da— tm to tv mwn .a crro tt9mtawaemotm m w rrroa rraV. tawum ua � r. \ I I l CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. K W. WINTER HAVEN FLORIDA 33880 PHDNFi N800) 959-8806 FAXr ME) .11Z88 BUILDER D.R. HORrON Sl'ATEIIDE PROJECTCRTD;RS9IDE MODEL 1672/ARTA/4EAB CCA PROJ/MODEL/ALT 7A5/ 167EC/ ALT DESC OTC 3317 TRINITY CDR LOT 75 BLOCK DESIGNER \ I I l CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. K W. WINTER HAVEN FLORIDA 33880 PHDNFi N800) 959-8806 FAXr ME) .11Z88 BUILDER D.R. HORrON Sl'ATEIIDE PROJECTCRTD;RS9IDE MODEL 1672/ARTA/4EAB CCA PROJ/MODEL/ALT 7A5/ 167EC/ ALT DESC OTC 3317 TRINITY CDR LOT 75 BLOCK DESIGNER PAGE RFS 1 TE 3 17 �,p29 NN333978L SCALE 14 "=1' Builder: Project: Model/Building: Lot Alt: ENGINEERING PACK AGE D.R. HORTON/STATEWIDE 'A5/320 CREEKS IDE 67EC Lot:E��� Block: E=�.._= Unit: Address: 3317 TRINITY CIRCLE ............... _ _. _......... .... "....... ................................... ........................................... JobNumber: IV333978 ._................................................................................................................... Revision Date: New Load #: CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 E01 Reviewed for C0" f:omRNeaxe Universal EnyiY sawmm mi March 13,20.19 W Bob. Michaelis Ca*ntbrLdritrabtots of Am6riba, Inc.. 39.00 AVenue, G Northwest, Winter_ Haven,: FIL33.860-62011 ALRIN , E M aw COMPM"f 'Re: A ve insiallationsJor a single ply carried truss with a width less than h hanger dt tprnab y C..., twidth, and Wood bl sig.n.load- .load -value for fact.-. r unt6d.'h9ngbr'.att picking io:achipyo foil do v ftd.. c1chrribrit 'onA:one ply SUPOOrtiho girder (Reference detail WA37-02).. Dear Bob., Fora single Ply carried truss *with avidth less than 'the' hanger width -you can in;5tqll:a prefabricated iack sbab.truss, for wood:.filler.1516 qKkog-The chord sizep,:chO rd..grpoes, and:Alpib*0,06nil6�c't'or-plat6(s) to. be the. same as the single ply . earned t Thb'p 1.r.O§s. W&5bridatdd jack ``scab truss have a.. minimum .length of 4&'and Will have .a,minimum pitch. of 5/12. The single. ply;carried truss shall have: ..j reaction of f . 3,500*orlless. Attach prefabnei.ated,jack..:sc.ab,truss�.Mtti:,�vo (2) rows ofDA28N3.0""GUn NailgatZ G.C. per -rows staggered V'.(;See.FlgJure_A bdld*).- P16"as6,fiefee.t*b-the Simpson 8trong�Tlecatalog *(,'C. 2QIA, page.2,16.i. Flgpre.3*fo.r more information; Figure 'I For.a single- ply "g',irderAhat requireswood blocking t6,adhi6V6-fLIll design load valu& for. face -mounted hangArg. attach onewood block ck face of .1h me size: and ql� to the ba e �jpgle::pjy gi.rderwjth tho-sa dfade-as the' bottom chord ,'of the single -ply girder.. The. wood block length to be. 'such that the wood .blocking -extends to each adJ'qc_ent'-pan'oI points :(W6b�l and bottom chord intersections)., Ai#ach wood block. with '.tWo.-:(2):rowq.qf 0.-i28;1'� x&Y'd-un Nails at . E" (M per:row, OW staggered 3.0" :applied to the 6760. forumD.rive 8tifite 3*05, Orlando, �ndo, PL. 32$21.- (0 7 . 90.22-,8685 QO) 521-9 mWmalpineitw.com fY ALP.1N.E singleply :p e -gird r fbce. with an additional (20) 0 UWx3V Gun ,Nails �:qteach pane . I point applied to the, wood. blo&fade (See Figur,01;Z b6jow). Please refer to the Sih1ps6h.SttohgMe:C'*ata Og 1 .9, C-C201 page 2161 Figure. 1 for more inf6miation. . . ........ . ............ . .... . ..... .... . ... ....... ... .... . .. 7, The appliciakiloh of prefabricated j'a'ck* scab truss for W6od filler blbdkihj or wood .bI blocking to. achieve full, 0 �. I : .. achieve . clesign load value for face=mo.urite'd hangers must be approved by the: hardware manufacturen All edge: and end distances, and . to.1bling for of all hall connections must. be. sufficienttoprevent splitting of Wood. If I can be of any further assistance. or if y6p have any questio0s, please -give me atal . 1. I ? -C" / i2* - William K Kr[CK - F1.1- Chief Eng.66er Alpine ' -an ITW Company p'any* Engineering QepajtmOn't Orlando-, FL 6750 170r'utb- DfiVe. Suite�'306:0'dan'&_FL 32821 w (800)1.621-9790 - (863) 422-8695 ALPINE IAN7WCOM.PMY Aohl 261:2019 Mr. Bob Michaelis Carpenter Contractors of America, Inc. 300 Avenue . . . w Qi Northwest Winter Haven, FL 33880-6201 Dear Bob. R&' Str6nobabk 6Hd,9Ihq..6ri tb6ftrU96e$. I -understand there. is some concern over our t6cdmmendati6ris fdrstroribb-af6k bridging'6h,. roof trusses.. Sfron b4ckbrid bridging for roof trusses is t requirement of,ANSkTP 2014, nor is i a re dirementofthe. 9 .9 rip, prpq4!rp.m.. 0 -.,. t . t. q Building Component -Safety: InWmation- But strongback. bridging; on roof trusses is recommended. by -Carpphtet Contractors. of. America' Strbnigbabk bridging s&V6s, the. following two: functions: I One, bridging aligns the;boft om chords �after they are set;so they are uniform along the ceiling line and he'lp s, 'm*fith'*c�d.ilihg'serv.ic.e"a"bil' Ity Two; bridging reduces relative diafle.ctioh:6fadja'ce'ht:trU'ss'es.! Strogbackbnidgi"ng''.doe s-iiot..'-OrbVi3ht-orre.ducia.ov6tallihdiViddAld0flecti6h,-esiodciallg;A'nyebbftrUssi§s- _$irong1paick- bridging in roof. trusses does not serve as teMpJ6ra_ry_'..br* permanent bracing.and is not, intended to . distribute. of share design loads. between tweeh trusses. Cqnsequently, ., -Op dosigo. loads have -been accounted-for;With this detail and contintioUs-..-§trohgback'btid'girid- sh6ul I d hot.bd:atta*c'hdd between:common and . ciirder trusses: The use vf strongback bridging :'shall not Interfere with other- de sign considerations as specifidd.4y- the Engirie r, - , ofkecord 6'rik"e' Building Designer. The outer ends of 'the -stroribback bridging shall be, attached to a wall or another secure end. restraint, or .as sppcified'.by the Engineer of RedoM 6r.thd Buildind.136sijh6r. Strongback- bfidging'shall: be a% minimum of M.nominal lumber o ' hented with, the depth. vortical.. Attach wifh f6d :common nails (O'.162NI.5") nails at. each intersecting' 'member.. When extending the- stedngbatk bridging overlap: by'. of a minhm" u trusses. The Iocatio he:sti�ongbacik budging may.b.6. specified '.'by:t.he..*Tru'§-'d Madufktur'et. Engineer of Record, Or Building D&§i0he'r., Pledsd refer to SCSI 4Strongbacking Provisions": or to. Alpine, :4 detail for more info :STRPF�.B.R1Q1We .,. - rmpffion.The' graphic: shown (Fidure_I)jsfb( 'hericiii.utiraiivopurpose only, 6760 Forum Ddve:guite 805" QrlMdo, FL.3282I - (800) 521-9790.- (863)422-8685. www:Oioeitvv Com; ALPINE If Lcah bd of a WilliaM.H. Kndk- O.:F. Chief'E- .ngineer Alpine an ITW. company Engineering "M tne -Oflanda, FL 328221 676.0 Forum -Dive gab..WS, Grlanido,'FL 3282'1 - (800). 521-9790*- (863).422-8686 STRONGRACK BRIDGING RECOMMENDATIONS lo-All scab! -�on blocks 9,ha(lI.becx mfhimum._9X4- BUTT.STRONGBACK "sress gro BRIDGING T13GETHER t1,4mber. bw.-AIll. strongback bridgi ng and bracing -sindt :be :a. minlinum 2x6 'stressgraded, r dgo. turibO),.' . 40 No -The p'urp.ose of strondback :.bridding, Is. -to. .NO.TEi Details and 2..'arli? the :p ATTACH STR VEB W/ :(3) (0.148?x3')- (6 '10ii C13k .(4)1 ( DP . ..1j" I loc(.RDX/P -develop load sharing between indlvidUbL( trusses,: Raw 4T� jj!�T W�R . . resulting In an overall. n --th- i StW f, ness:o'Pthe. f(oor. systeK, . 2x . 6 MEEM pngback as.,., :shib'whi In WING T DETAIL d O�talls., 'is recommended a.-.t 10' "0' O.C. Cmax> Old' attachrieht Method$ o.-The terms- 'birld'*Ing' and "brd.Clh ` are sometimes me S TO mistakenly' used' Anterchange;ably. -.aic�lhgfl Is �an HE3N---__, (2) ... . - Uremen of n" fL' 'DR fmpbt�tant' structural rieq t OL y .. floor 10 4. D e. , 4. U . 'r STRONdElAck BRIDGING ATUML AN MCOMPANY liti;-d7a h.UUMI n-1 13723 RlwDrive S411a200. MRryfarld HQ19btsjM0 GW3 A1 ar wv Y. 5S. Uri, e v, eo tr r-USS, U4-SIQrl rqWIng (TDD) for the: racing tequWOm 'ent s f.or each Indl Idual truss component,'Bridging;' partic:Ularly* '1strongbqdk.'*b ' PKI - rec6mm'L-hdat a -.system to help .jqn, f or truss:.system Abrationi. In: addition:. to: --diding..'In -the d1strIbutlion of pblht lbads i3ertwe6ri adjacent T rongback bridging_ serves' -truss, st to reduce ACK BRIDGING 'bounce' or res:10.u.91. vibration. •!r.esjAt1ng: From mPY!ng point .1qqds,-:such ms footsteps. me riquIred 1 00-M Cvdr OF TineThe performance of -all floor -systems -are IV24 enhanced by. the. Iristallit.xt1oh of sirbiigback cp'rm at W,= brjc1qIn* and *thei^6fckreA" strongly recommended s 0 by Alpine, -----r7l-- For —acldl;tFon�a-l-Inf4.ormatio'n regq.rdlhg strongbqi* 1t I bridging, refer to BCS1 (Building Component. I Safety Informatlon). 4ATIVE.S kw= ra - A *'7 FSF 'M brid. M for. c, i -Td: No 1) L, P9F Appi S�t 't. •_ .� 11c M PSF- v rU. ULL PSIF - &TAF: D. -PSF ............ ohi 100 r N*TAA O-PUE2 -761:UPP'a'� ti. MOSPAL: AW-TIM MATERIAL- [AXImUR Rov Dej '01 ' ' . I c V, A,r- 0 VIM AST 2-'TRUSSIS .ROT." SZE -APPRQPR!f0-t' ORS, -PLATe8 ANa.: DATA NPT."SKONA .14SIALL' 1,1At 0 TID. -RF Ira.. T. -MATI� ATA 2.8. psftt qycr .1 ..A.O.DR* Al il-10 MUT.K. ta . . . . . . . . . . . . . . . . . :41 ' t 2- XA ..X. 4 0 --R E-S-': 4 -4 OR il''I T uss . EN -OV, 'S•CALE'. NONS'.1. T. M, Q5, IR115.., j nyrJ UP-1 pipm. e IL '.-: : ;' .' � � � n��.,.,..,i,'R'"'�'4Lx� � r, <,,..,•s e; • :•., J,,• :;,,•. •,•�n�,', �.,�,�;,;y,� � �� ,��..�. �, � i� ;':,,Vhh'�4,�,;,h� iti c�yy:Ji Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member. This design Is valid only for single ply trusses with 2x4 or 2x6 broken members, No more than one break per chord panel and no more than two breaks per truss are allowed, Contact the truss manufacturer for any repairs that do not comply with this detail, (B) = Damaged area, 12' max length of damaged section (L) = Minimum malting distance on each side of damaged area (B) (S) = Two 2x4 or, two 2x6 side members, same size, grade, and species as damaged member, Applyy one scab per face, Minimum side member lengths)_ (2)(L) + (B) Scab member length (S) must be within the broken panel, Nall Into 2x4 members using two (2) rows at 4' o,c., rows staggered, Nall Into 2x6 members using three (35 rows at 4' o,c., rows staggered. Nall using 10d box or gun nails (0,12810', min) Into each side member. The maximum permitted lumber grade for •use with this detail Is limlted to Visual grade #1 and MSR grade 1650f. This repair detail may be used for broken connector plate at mld-paneL splices, This repair detail may not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tie -In toads. Member- Repair Detall Load Duration = 0% Member forces may be Increased for Duration of Load Maximum Member Axial Force . Member) Size L SPF-C HF DF-L SYP Web Only I 2x4 12' 620# 635# 730# B00# Web Only 2x4 18' 975# 1055# 1295# 14150 Web or Chord 2x4 24 975# 1055# 1495# 1745# Web or Chord 2x6 1465# 1585# 2245# 2620# Web or Chord 2x4 3 1910# 1960# 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36, 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord Web or Cord 2x4 2x6 42 2975# 3045# 3505# 3835# 43950 4500# 5225# 5725# Web or Chord 2x4 3460# 3540# 4070# 4445# Web or Cord 2x6 5165# 5280# 6095# 6660# Mlninu" L Distance B L L L e Typlcol L + O + O + O + 0 L i O + O + O + O + )th6hun L jUstancr D Stagger L Back Face Ad Box (0.128' x 3', min> Nails, j ro = Front Face 2x6 Member - Double Row Stang ered Nail Spacing Detail L Dlatnhxe srVARN1NW+. READ NO FDLLDV ALL NDTEt n1 THIS DFUVINUI REF MEMBER REPAIR rWWMTANTss FURNISH THIS DRAVDIG TD ALL MITRACTDRS INCLUDING TK INSTALLERS, Trusses require axtrene cart h Pabelcatlnm handiha, ship pkw Inrtall4n and hrnelnp Refm to and j DATE 10/01/14 follow the latest edilon of 7CSI OuAdhg Cmpo,rnt Safety 1In//.motion, 5y TP1 and SBCN for safety 8=111eas prior to perfordnr those functions. installers stall peovlde temporaryy �braeha per ]CS1, r Unless noted othervhs, top chord Mall have properly attacMd struetvml shoo', p and bottom Chord DRWG REPCHRD1014 At i.00 ti stall have n properly nttacllyd NOId eell1n�pp., Locations shorn for permanent lateral restwht op robs stall have brappe�k�p hsiaUed per SCSI reetkne )S. 17 or 710. as applleatlle. Aoaly platys to each Face Refer to c°MnavinpstliOA 2 f 0orritnd red " at the .Taint DetaAs, w ess noted o rrlse, p poei4lans, Alphe, a division of ITV ZOO Components Drovp Inc, shoo ghat b responsible fore deviation from AN iTSAf COMPANY tl,tr droving, any failure to bNld the truss h confo'ronce vita ANS�/TPI 1, r far Fand�D, ahlppho, ' hstallatWn 1.•hroolnP of o,r cot: A seol'm thbi d'owing x Bever pa Vathg iWs drosF,g, hdkntes acceptance of penPeasand ' sr,Ow rk,&raxpa shiny solely 1x 1M 4slon shown Ths adtnhCty .nd us. or this arar4,p �� 137rr Lekehonl Ddvs fr wy _--_"'_ e Is tlw rnpa+sEMky of VW WW4 DN4ner per ANSIMI 1 SIC'e. ' 338EsA1.0CRY, MaiDdya For non Infornntlon see IN ,Joh•s general notes ppaCr and these rob sites, SPACING 24,0' MAX ALPINO wrael Itr,eanl TPL vrr,tptrt,orgl SBCM rvw.rbelndustryergl )CO rrdccsafe,arg r Lumber Size acid G'ra-de.-.MlnjumumRequirp-mi5nis. i*k-id- �& trnrhfns� Pid gr . -Al , . - ba :b.r ttar 9-D F or' vz& Pur1rnr tT 'Sla. , *.� .sj4Cpt*1 ldd4,- 240J.A.F#4'"', . 2PQM� I 29wldt� t ..CRAY.- QqLtAR8FAM..EVERY TWRCL PAIR�OF RAFTERS BOARD mi) I I 1/2 !�G-.MAX SPA-CING 4W. -T- 01 Vaktqy ,YP(CAL In -cua . .1� 4 ej . ja rAlj'U6"j4s-thfdUgl . V . b . hog . thfft . fh t 6'. p . urM With a Irlra .)CP . yZet tffe'dr�:cfr(& pr.OV fig Shjd(h(nqmw= ev.-, - - i I I ;4elAho .. iriilae-m: " iltiariid 4y. the:htilrd hg .4 �panS(7is�nce:bplvreen'heelS)::dOL•0'•`•.or tens Maximum th"Tfrobi helght; 3;0.feet -AS L4�, : ��'mph,.Enclased, Cat)[,, 14P , . ... . 1, . moWa-7-10, 1-80 MR QrAM4��Tu ices plb- -to P.Co Prect �Tn D)OA9.1"bs, Lw"*. ;;W64 thee., =,. 4=y LO - I' I L� A =41! 11,4."! a' ka e. Pw WW. � -.thd. b4tuk, N Imm""NXI. --Yfhture , ptpFr' a, =C y•f6r� of" Avm The. ;=;"* =61 P. � JN G.&BRAORAv G. il.PET.�f Ax4:4L M(Na G. TRU 6 TJIU8i5- UN13ER VALLEY -FRAMING VALI F-Y RAFTER -.OR RIDGE 7T, - C82 +-CrjpPlab,41-071dr,30 psf�Twa* rLd -20* pof (.Tq) mex, Spa w%ta'rtknd from thet vdifleys br-sloopers to 'iryillw . ark,f,n . Vn` are 8N.: VALLE-) j. isd,tdi--i de'diredly 7- 416dtoi- :.,. i. - - - 3. 4'16due� wathing 16d. sheathing 4� Pifj6W..slddVaf&lJ1b6klft. 5-16dtoe� ?.�fti'rUf,two-U6 sleepers. 4 TO trw- -stdopdi td-trdfl, 416d tdii .6. ,Rjdile:bahrd.-i6-r.aof block 4 16d toe- -Wd*je-.b0.2ird to-trjUts- 4-Uid-t04!. .-Puflirito-mo). Aj6.4t64a- -Trasfo.,616i)�tkg 4*16d;toe- 10, Tru3s.t"rippili. 41Q--tvV 4-16�.toe7 �AREUSFDJ 4 16dtoe- NOTE-11 401AM& NAll-t -0 % Qf a NOP14,100h. AMChiten qrthrbugh •ills nalit I fate -nails ails +, I 5. nails MUS-Aajch ai is 8. nails. nails. • N .'Srb 40 54 RV Nj Vk : T'C DL 1.0 ZO 7 '? DATE I C .Ac. a 0 -0 0 0 ORWO LD.;30 5b 47 61 109% FA-t, I .2 - -1. 15 u - . - �Xcmo-gm A13.0vni T L U 7 41 v � 1-0 �U '00 t= O E E 7 CO J no •; O N =- O E O These products are available with additional corrosion protection. For more information, see p.15. G Codes: See p.12 for Code Reference Key Chart. IUS2.56/16 - 2% 16 2 Min. jMax. (14)0.148x3 - 70 11,660 11,805 1,805 1,425 1,555 1,555 (16) 0.148 X 3 - 70 1,805 1,805 1,805 1,555 1:555) 1:55a 2%z x 16 MIU2.56/16 - 29/6 157A6 21h - (24) 0.162 x 31h (2) 0.148 x 11/z 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 I • ✓ 29/16 101/z 2 - (16) 0.162 x 31/z' (6) 0.148 x 11h" 970 1,945 2,205 2,375 1,675 1,895 2,045 HU316 / HUC316 ✓ 29A6 141/s 21/z - (20) 0.162 x K12 (8) 0.148 x 11/z 1,515 2,975 3,360 3,610 2,565 2,895 3,110 IBC, MIU2:56/18 -• - .29n6` 17,'A 3. 21h' = : " 26) 0,1621 31h ; (2) O.148 x.11/z . 230 3, A 4 043 4,045 3,220 3,480 3A80'' FL, LA 2'/z x 18, ? . _ kIU316.!;HUC316 P • '`✓ 2i s i4Jo :" 2'/z -- (20) 0 62 x 3'lz" -(8) 0,148x 11h' . ;1515 2,97 .3,360 - ,61Q -- 2,565 2,845 _3110' 21h x 20 MIU2.56/20 - 29A6 197/16 2/2- (28) 0.162 x 31/2 (2) 0.148 x 11/z 230 4,030 4,060 4,060 3,465 3,495 132495 2% x 91/4 NG" wide joists use the same hangers as 2'h" wide joists and have the same loads. to 26 V �HU2 3.1219 • - 3'A 9'1i63 2Jz ' {16) 0162 x 31h" (2) 0148 x 11/z 230 2 305 2 615 2 820 1,980 2245 2,425 3x9Yz; 10-2 / HUG- -2 ✓ 31A 8135c_ 21/z Max, (18) 0162 x 31/e ` , _(10) Q 198 x 4 79�5 2,680 3 020 3 250 2,30'5 2,605 2;800; IBC, MIU3.12/11 - 3'A 111/6 21/z - (20) 0.162 x 31/z (2) 0.148 x 1'/z 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, 3X117A LA HU212-2 / HUC212-2 • ✓ 3'A 10'A6 21/z Max. (22) 0.162 x 31/z (10) 0.148 x 3 1,795 3,275 3,695 3,970 2,820 3,180 3,425 HU3.25112 / HUC3:25M2 •_ 31/a 1 ?/a"; 2'lx. {29; 0.162 x 3Tlzr ; (12) 0.148 x 3 ; J ? 30; 3;570 4,03Q ,_335 3,075 3,470 3 735 HU3.25116 / (20) 0.162 x 3"a ' (8) 0148 x 3 ..151 F 2;975 3 360 3,610 2 560 2,890 3,105� _ 311a 131hs 21/z Max. (26)`0:162 x 3 h- _ (72) 0148 x t i 1 3f870 4 305' 69a 3,330 3,755 41040 HUC3.25/16 . 1 t 3'A glulam; HU60210 2 SDS ,; ' • 314 9 , 3 (12) la ;;x 2;'i' SDS (6}=14'k 2 '-SDS. ,2v. 4,315 4,31 , '315 :9,6vJ VIRG ui10 FL HGUS3:25 10 •p 3' 4 $SA' 4 ;(46) 0`.i62 x 3'/r � {16)-0.162 x 3'h- -4..095, ;9,10Q 9100, 9:100 7,825- 7,825; 7,825, IBC, ur_nca=�G�1� mi tn5s-_ n - rP1-n1ao a1�I%rim n'ta, v .1� neii a.enn a en i aan i "R nun R ns , si'nn�' FL HHUS46 - IN.1 5% 1 3 1 - 31/2 x 51/4 (14) 0.162 x 3'/2 (6) 0.162 x 31/z 1,320 2,785 3,155 3,405 2,395 12,715 12,930 HGUS46 - 1 35A 1 06 4 - (20) 0.162 x 31/2 (8) 0.162 x 31/z 2,155 4,360 4,885 5,230 3,750 4,200 4,500 HI MAR • .'' - s4G i'F,15R _....9_ tRl( If9rRth lFlnlf9rR1/ z,n. 159G 1 R1� 'f-9F(1 1:4F:ti 1 F55' 1fRfl'; E IUS3.56/9.5 MIU3.56/9 U410 HUS410 ED HHUS410 31h x 91/z HU410/HUC410 HUC0410-SDS I HGUS410 LGU3.63-SDS MGU3.63-SDS R 146 See footnotes on p.150. • I - 13%1 91h 2 1 - 1 (10) 0.148 x 3 - 70 11,185 1,345 1,455 1,020 1,160 11,2501 • - 39A6 8"A6 21/2 - (16) 0.162 x 31h (2) 0.148 x 1 Yz 210 2,305 2.615 2,820 1,980 2,245 2,425 • • • ✓ 39A6 83/a 2 - (14) 0.162 x 31/z (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 • - 39/,6 815/16 2 - (8) 0.162 x 31/z (8) 0.162 x 31/z 2,990 2,125 2,420 2,615 1,820 2,070 2,240 • • - 3% 9 3 - (30) 0.162 x 31h (10) 0.162 x 31/z 3.565 5,635 6,380 6,445 4,845 5,486 5,S45 • ✓ 39ti6 8% 21/z - (36) 0.162 x 31h (12) 0.162 x 31/2 3,23 5 7,460 7,460 7,460 6,415 6,415 6,415 • - 39A6 9 3 - (12)1/4' x 21/2" SDS (6)1/4" x 2'h" SDS 2.265; 4,500 4,500 14.500 3,240 3,240 3,240 • - 3% 911A6 4 - 1 (46) 0.162 x 31/z (16) 0.162 x 3 /2 4,095 9,100 9,100 9,100 7,825 7,825 7,825 • - 3% 8 to 30 41/z - (16) 1/4" x 21/2" SDS (12)114" x 2'/2" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 FL,I LA • • - 35A 9'/a to 30 41/z - (24) 1/4" x 21h" SDS (16)1/e" x 2 ;4" SDS 7,260 9,450 9,450 9.450 6,805 6,805 6,805 i O v N C O 0 W N 3 F= d cc THA/THAC Adjustable Truss Hangers W ®•- o� 6 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 adjustabiliity and top -flange hanger conveniencef THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within 1/4" from the edge of the top -flange members. For the THA29, nails used for joist attachment must be driven lat an angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight i ito the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 112" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight !into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 3%" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 1'/i for THAC422 for 122-2 426.2 vu THA418 THAC422 Face nails Top nails per table per table Double 42— 2 face nails Use full table value (total) Single 4x2— 4 top nails See O (total) nailertable 1, Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of heads m Double -Shear s Double- Nailing Dome Double -Shear Shear Side V ew; Nailing Side View Nailing Do not (Available on Top View g „ bend tab some models) "t/ Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation iyp.i a' ".— Top .— Top Flange Installation er to tnote 5 p.187 186 THA/THAC Adjustable Truss Hangers (cont.) JD These products are available with additional corrosion protection. For more information, see p.15. Dimensions ""Fasteners DFISP SPF/HF (in.) - Min. Min (in) . Allowable Loads Allowable Loads Model No Ga _ Top Flange Header. Depth Crrying;Member Corned U,pilft Floor': Snow "-Roof! "' llplift Floor" Snow=Roof/ Codl Ref. e _ (in.) (m.) i Face, Member Wmd (160) .(100)- (115)• �125L160)(160) Wind (100) (115) (125/160), Top ( Top -Flange Installation �. 11/z — (2) 0.14i8 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 1750 ' 750 1,750 450 1,330 1:330 1,330 THA29 18 15/a 911tis 5'/a 27A6 — (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 2:610 2,610 2,610 450 1:985 1,985 1,985 THA213" : 18 5 7 /a 5 13 /s 1 5 %i 2 0:' {4)�, 148 x 3 2 0.1481� 3 i) 4 03 48 x 1 /z (1 . ' I j1 l0 THA218 18 15/a 173AB 51/z 2 — (4) 0.1418 x 3 (2) 0.148 x 3 (4) 0.148 x 11h — 1 460 1,460 1; 60 — 1.110 1,11() 1,110 IBC, THA218 2' In 16' 3'/s 171%6 8 2 — (4) 0.162 z 31/z l(2} 0.162`z 3'/z (6) 0.148 x 3 — t ' 0 1,995 I,4d.,5 — 1,49 i .1515- i15 FL,LA THA222-2 16 3% 22,Ms 8 2 (4) 0.162 x 31/z (2) 0.162 x 31/z (6) 0.148 x 3 — 1 360 1,995 1,995 — 4 0 4,515 1,515 THA413 )[14 3% 13%, 41/2 2 - " (4) 0.148-x 3 � (2).0.148 x 3 (4),0.148 x 3 = 1 0 1 0 0 - :�1,o D. = — 165 1;165 ,1fi5 THA418 3% 171/2 77/a 2 — (4) 0.162 x 31/2 (2) 0.162 x 31/z (6) 0.148 x 3 — 1;960 1,995 1,995 — 1,49D 1,515 1,515 ® THA422_ . -'', 3%, 22 77/a 2 " — 4 A:162 X.3?/� (} " 2 0.162 x 3'h O (6) D.148 x 3 - 1 euD_ ,. _ 1 J�? � 1 9£5 � — :490 :,5T5 � ,515 THA426 3% 26 77/a 2 — (4) 0.162 x 31/z (4) 0.162 x 31/z (6) 0.162 x 31/z — 2,435 2,435 2,435 — 2,095 2,095 2,095 rTHAA422-2' 14 71/4": Z21718 9Y4 2 (4) 0162,x31h (4) D.162 x 31/z (6) 0:162 x 31/z ";= 3,33 3,330, ;3,330 ' ' — 28fi5 2;865 '' 2865 . FL 26-2 14 7'/4 261tis 9IN 2 — (4) 0.162. x 31h (4) 0.162 x 31/z (6) 0.162 x 31/z — 3,330 3,330 3,330 — 2,865 2,865 2,865 THA29 18 15/a 1911Ra 5% — 9111A6 —i (16) 0.148 x 3 (4) 0.148 x 3 525 12,265 2,2651 2,265 1450 1951, 11950 1 1950 THA213". •) 18 15/e_` 135ha 5Y2 — ' _13a/is .(14) 0.148-x 3 (4) 0.148 x 3 _Z56, 2iO4 i 2 ,40 2 4n 7 ,9 17130 2010 . i105 THA218 18 15/a 171A6 51h — 17% —, (18) 0.148 x 3 (4) 0.148 x 3 855 2,450 2,450 2,450 735 2105 2105 2105 THA218-2 16. 31/a ` 17% 8 — 14% (22) 0.162 x 31h (6) 0.162 x 3'/z 1 855 s 31€, v a10 310; :3,31 1,595 21845 2,845' 2.845 IBC, FL, THA222-2 16 31A 221/1s 8 — 141hs — (22) 0.162 x 31/z (6) 0.162 x 31/z 1,855 3,310 3,3113 3,310 1,595 2,845 2,845 2,845 LA THA413 18 35/a 13% 47/2 — r 1331a (14) 0.148 x 3 (4) 0:148 x 3 50 2 0�� ? 34 .. 7 4 u '35 ' 1:760 ^ 0 0 ?;YO THA418 16 3s/a 171/2 77/8 — 141A6 —i (22) 0.162 x 31/z (6) 0.162 x 3'/z 1,855 9,310 3,310 3,310 1595 2;845 2,845 2,845 THA422 "! 16 '35/a 22 7f/a —" :141As (22)0.162Tx31h(6)Oa62x3'/z 1;85 t?1 1,s1ti s10 �° 15�35 2.8a5 c 4-5 ,-,Z,c45 . 14 35A 26 77/ — 161A6 — (30) 0.162 x 31h (6) 0.162 x 31h 1,855 4,415 4,480 4,480 1,595 3,795 3,855 3,855 a 14' 7 /4 :22 ' ' ya a 9 /a° — a a 16 /ia { ) x.31/z 30 0.16214 (6) 0.162 x 31h 1;$55 5170 5 520 5 520 . 1,595 4,445 4.745 � 4,745 FL 7% 261/ia 93/4 — 18 — (38) 0.162 x 31h (6J 0.162 x 31h 1,855 5,520 5,520 5,520 1,595 1 4,745 1 4,745 1 4,745 1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h° min. top flange are based on a single 2x carrying member; all other top -flange installation bads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h" nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange naiing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Ooist)'member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. 1-he double -shear hanger series, ranging from the fight oapacty LUS hangers to the highest -capacity, HGUS hangers, future innovative double -shear nailing that disfift1teS the load through two points on each joist nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than i he LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp.13-15, Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Not designed for welded or nailer applications. Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View Double -Shear Nailing Side View Do not bend tab a Dome Double -Shear Nailing Side View ' (Available on some models) V for 2X 1''Aefor4% o� �Q Q 0H lo I LUS28 HHUS210-2 MUS28 o' e ° 0 o !I c'. e Lo_ ° ° a V HUS210 (HUS26, HUS28, and HHUS similar) i'-2518°--►I o.• o Q H Q' er HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 1-1 193 LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers ( Q Q Q 1. See table below for allowable loads. ModelHeer No: Min Height Dimensions (in) Fasteners W_ H . g Carrying Member°Member'. Carried Single 2x Sizes LUS24 2518 ` 18 1916 " 3%a 13/4 (4)0.148 x 3 1 (2) 0.148 x 3. LU826 4 % 1 %6 43/4 1-1/a (4} )0148 x;3 '? = (4) 0.148 x 0i i MUS26 411tie 18 19/a 5546 2 (6) 0.148 x 3 (6) 0.148 x 3' HUS26 4546 16 1 % 5% 3 (14) 0.162 x 3Ih (6) 0.162 x 3% HGUS26 4916 12 15/a 53/a 5 ,(20)•0.162 x 31/2 (8) 0.162 x 31h WS28 43/i6 18 1916 - 65/8 13/4 (8)0.198 x 3' " (4) 0.148 x 3 MUS28 6516 18 1916 673A6 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 15/a 7 3 (22) 0.162 x 3'h (8) 0.162 x 3�h HGUS28 6916 12 1 % 7 ;'e 5 (36) 0.162 x 31/2 (12) 0.162 x 31/2 LUS210 4✓4 -.. 18 19ie ' 713Aa 13/4 (8) 0.148 x 3 (4) 0.1'48 x 3 HUS210 83/a`- 16 1% "9 3 (30)016.2x31/2 (10)0.162x31/z HGUS210 8% = 12 1%-'.91/a 5" (46)0.162x311/2 1 (16)0162x31h' These products are available with additional corrosion protection. For more information, see p.15. ® For stainless -steel fasteners, see p.21. Many of these products are approved for installation t with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Model .,r DF Allowable loads :. � � SP Allo>tiable Loads -� `: � "SPF/HF Allowable Loads �- �, .. .- - 'No _` Upliftl (160)j160), Floor o_: Snow Roof Wlnd -, _ , Upliftl --(160) - Floor (100) Snow .Roof (115} (125) ' Wind , (160) Upliftl _(160) Floor. (100) Snow - (11�) Roof` (125) Wind " (160) -Code: Ret. _ Single 2x Sizes LUS24�a765,,,,, ,,, 8?0,,� 10.45,1j, . ? 3 --725825.90 ",1�5� .36ti 495'565. . 605',i'�Z7Q LUS26 1,165 865 990 1,070 1,355 1J65 935 1.070 1,150 1,475 865 635 725 785 1,000 IBC, FL, tv1US26 90 " :1295 •;1,480 1560 1 5no ' 930° .' 1,405 1060 7;560 1,560 �t10 955", 1;090 1,180 3a LA HUS26 ,320 2,735 3,095 3,235 3,J_35 ..320 2,960 3,280 3,280 3,28,. 1,150 2,350 2,660 2:780 780 _HGUS26 fs7 4340 4,850 ," 5,170 , , 5,390v = : 875 ," 4,690 5,220 5,390 5,390: ' 780 3,225 _ 3,610 3,870,0' 3,985: IBC, FL LUS28 1,165 1,100 1,260 1,350 1,725 1,765 1,195 1,360 1,465 1,730 865 810 925 1,000 1,270 MUS28 20 , 1,730 „i,975 2125 22„a ,320 . ��1,875 2,135" 2,255 2,155 1,150"% 1,270, . 1,455 ° ° 1;575 155 < IBC, FL, LA HUS28 1,760 4,095 4,095 4,095 4,035 1 5 4,095 4l395 4,095 4 �95 1,480 3,520 3,520 3,520 3,520 ,HGUS28 50. ' 7;2715 7,27.5 . 7,275'i , 7,27&:': .6$0 z7.275 7,?75 7,275 7,275 . ' 1,325 3:670 3,820 3,915 `� 4,250 IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,501 IBC, FL, HUS210 °.2 6s 8130 ; 5.8 30. 2,63a '5,395 5.780 ' 5,830 5,830 2;220 2,330 , 2,455 2;535 :.825 ' LA Ho^t1S210 2,09C 9,100 9,100 9,100 9,100 2,b90 9,100 9,100 9,1()0 9.100 1,545 6,340 6,_30 6:730 6,730 113C, FL ID Q Q Q 1. For dimensions and fastener information, see table above. See table footnotes on P. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45o • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table bad 0.46 of table load W < 2" Bevel cut 0.72 of table bad 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table bad 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load Acute side opeeuy dnyie Top View HHUS Hanger Skewed Right Qoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 194 LUS/MUS/HUS/HHUS/HGUS I These products are available with For stain loss Many of these products are approved for installation additional corrosion protection. ® steel fasteners, E with Strong -Drives SD Connector screws. For more information, see p.15. see p.21. See pp. 335-337 for more information. _ Mrri: ' Dimensions (in) �asteners(In.) DF/SP Allowable ?As SPF/HF Allowable Loads ode, Model H0� -Heel Hei ""eight Ga W . H n, ,g - Carry!P9 Member �. Carried Member Uplift (160) Floor (100) j' ;Snow (115) Roof wind (125); (160) I, "Uplift (160) I Floor {100) Snow- '(1151 Roof .(125) Wind {160)', Ref. . Double 2x Sizes LUS24-2 . 211/4' ' 18 e8'(s `3'/a ' ;2 , (4) 0162 (3�fz - !" (2) 0.162 x 3'lz , 4 G 800 : 905 `';980 1-;2453 355 '690 , 780' 845 11,070 LUS262 4a/sa' 18•. 31A 47/a��'2� (4)0.1,62 _- ,- 31is '�(4)A1620)/2. =j;0610 1,030; 1170 1,265,d1595 91D :885 1,OQ5, 1,090 ,1,37A. HHUS26-2 06 14 �., 3s 5a/e 3 (14) 0.162x 3'/z (6) 0.162 x 3'/z 1,320 2,830 3,190 3,415 4,250 1,135 12,435 2,745 2,935 3,655 HGUS26-2 49/i6 12 35A6 57A6 4 (20) 0.1621x 31/z (8) 0.162 x 31h 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 LUS28-2., 49A6 18 -3'/a - 7 ' 2 (6) 0.162 X 31h . 0.162:x 31h 4,1506 1315, 1406: 1;610 2,o30' 910 1,130 1,280- 1,385 1,745 IBC, FL, HHUS28e2; 6`'/e 14. 35a, , 71/4 .3 (22)"0:162ix 31h _-(4) (9) 0.162 x 3'n i 60 4 265<'4 810,j,5,155 5,980 1,515 3;670 4,135 4,435 S,145 LA HGUS28-2 , 12; 35ti6 -%3/6 4 (36�0I62x3?/2 ;:(12)0.162,OM2 3235, 7460 7A60 7460, 7460,j'2,780 j6,415 6,415 6,415 6,415 LUS210-2 „6s/ts-; 67/16 18 31A 9 2 (8) 0.162 31/2 (6) 0.162 x 31/2 1,445 1,830 2,075 2,245 2,830 1.245 1,575 1,785 1,930 2,435 HHUS210-2 8% 14 31A6 87/a 3 (30) 0.1621x 31/2 (10) 0.162 x 31/2 3;550 5,705 6,435 6,485 6,485 3:335 4,905 5,340 5:060 5,190 HGUS210-2 83tis 12 3 A6 91/,6 4 (46) 0.1621x 31/2 (16) 0.162 x 31h 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes HGUS26 3 -.r8l�i6 12 41 6: 'S'/z d (20) O'.162`.x 3'h !, (8) 0.162 z 311z :2,755 4 340 '4 $50 5170 5;575`' 1,855` 3,730 4,170- 4,�45 4,795, IBC, FL, HGUS28.3° 12 41�6 , 71/4 4 - (36) q,J X,3Y2 ;(12) 0.162x 31/z 3;235 7,460 :746o. 74ii0 7460` 2,780 6,415 6,41516,415' 6,415` LA HHUS210-314 411A6 87/s 3 (30) 0.162IIx 31/2 (10) 0.162 x 31h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 12 4tIA6 91/4 4 (46) 0.162Ix 31/2 (16) 0.162 x 31h ".,095 9100 9100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 HGUS212-3 12 4?F'i6 -103/4 4 . (56)A 162,,x 31/z (20) 0.162 x 31/z ..,f 9 9 0 � W43 -a,�04 ., ;5;04, :900 7,780 T,780 7 780..7:78�0 IB �A L' HGUS214 3 • -,12b/a, 12•, 415A 123/4 ; 4 46) 0.162'x,31h_ (22),0.1B2 x 31h 5;63a„ 10,125; f 0125 �. 10120 ;10,125- 4.900 '8,190 8,190. 8,190 8,190 Quadruple 2x Sizes •HGUS2644 5'1h 12 6s/is 06 4', (20) 0.162fx 31✓2- - 8) 0.162x 31h " :2,155 4 340; 4850:� 5,170 5;575" "1,855", 3,730 4,170 4;�45' 4,795`, IBC, FL, HGUS28-4 71/4 12 69/i6 73A6 4 (36) 0.162 x 31/2 (12) 0.162 x 31h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 8% 14 6'/e 87/6 3 (30) 0.1621x 3'/2 (10) 0.162 x 31/2 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL hGUS210 4 WWI;12 61A6 9'% "4 (46) 0�162�x 3',�z_ .(16) 0.162 z 31Fe d 095 9100 09,100 9100 9100.' 3,520, 7,825, 7,825 7,825 7,825 .. PGUS212=4 - 10se 12' 06 1051a 4 3?/� , 778f l7$9 7.78x1h, LA L, HGUS214412% 12 6°-/�s 12% 1 4 (66)0162jx3'/z1',(22)0.162x31h 5695 10;125,;10,12510;12510,125 4,906 8,710 8,710 8,710 8,710; 4x Sizes LUS46 4'%< 18 3s 6 43/4- > 2 - (4) 0162 z 31h ', (4) 0.162,x 31/z 106 1;630; 1170. .1 265, 1,595_ 910 � 885 1;005- 1,090', 1,370 IBC, FL HGUS46 �- '47h6 ' 12 35 , 47/is ,4 ,(20) 0;162 x 31/z�'" (8) 0.162>X 3'h 2,155 4 340. 4 850 5170 5 575'; .1,855 3,730 4,170 4,445, `4,795' HHUS46 '� -4�56 14 3��%` 53Is '3 (14)p0.162)x 31%r ,(6) 0.1 62it 31rz 1 %J 2 830) <3190 3 415 4 250 1135;'2;435� 2,745' 2,935 3,655 LUS48 43/s 18 3 n6 63/4 2 (6) 0,162 � 31h (4) 0.162 x 31h 1,0601 1,315 1,490 1,610 2,030 910 1,130 1,280 1,385 1,745 IBC, FL, HUS48 6''A 14 33/i6 7 2 (6) 0.162 x' 31h (6) 0.162 x 31h 1,320 1,580 1,790 1,930 2.415 1,135 1,360 1,540 1,660 2,075 LA HHUS48 61/2 14 35A 71/a 3 (22) 0.162Ix 31/2 (8) 0.162 x 31h 1,760 4,265 4,810 5.155 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 67A6 12 3% 71ti6 4 (36) 0.162,x 31/2 (12) 0.162 x 31/2 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LUS410 `_ .�-' 61/a' 18 $gf6 86/a 2 (8)"0;7E2,(.31h °, (6) 0.162X31h 144r 1 830) 20 5 ;2,245 2830t 1;245 1;575 1,785 1;930 2,4351 HHUS410 ` - 834 F 14 ,35A. ,9 ; ` 3 (30) 0162 31/2 (10) 0.162 x 31h '1,550 5.'106, 6435 i a,1b to 405 285 4,905 5;535 75 ;5,575'. HGUS410'• !' 8?fs 12 3°Ie;. 91tis 4 (46).0.162ix 31/z (16) 0'62 x 31h 4,095 9100 j 14 _ 9100 -.-. '0,100 . _ 9;100'; -3;520' 7,825: 7,825 7,825' -7;825 IBC FL, LA HGUS412 107A6 1 12 1 3 /a 107fi6 4 (56) 0.162'x 31h (20) 0.162 x 31h 5,695 9,045 9,045 9,045 9,045 4:900 7,780 7,780 7,780 7,780 HGUS414 117Ae 1 12 1 3 % 1127A61 4 (66) 0.162 x 31h (22) 0.162 x 31h 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190 8,190 Double 4x Sizes HGUS7.37710' M&6 12°_ 73/a'.83h6 `-4 ` (46)0.162431h (16)0.162OM2h 3; 30 9,095`.9,09b, 9;095 �9,095 2;950,17,820 7,820.`7,820) 7,820 HGUS7.37/12 .107tie_ . 12 e 7% 1096 ` 4 (56) 016?;x 3I/2 (20) 0.162x 3'h; 3 835 9,295l' 9 295 9 295 :9,295` 3,300: 7,995. 7,995- ,7,995 7,995 FL HGUS7.37/141"117% 12 7W,126/ie - 4 (6Q 616'2 x31/z (22) 0.162x 31h •5 080 10;50010,50010,5001.0,500 4,370 9,030 9.030= -9,030 9,030] 1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may Emit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong-750 Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong Tie.' 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21/z' nails in the header and 0.162" x 31/2' in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h° nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/a". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is Ma" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge W Finish: Galvanized L Installation: v • Use all specified fasteners; see General Notes C G • Can be installed filling round holes only, or filling V round and triangle holes for maximum values y • See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity d +� t4 Options: a • HTU may be skewed up to 671h°. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong-Driv& SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table HTU26 truss and carrying member HTU Installation for Standard Allowable Loads (for 1/2" maximum gap, use Alternate Allowable Loads.) E Many of these products are approved for installation with Strong -Drive SD Connector screws. See pp. 335-337 for more information: Standard Allowable Loads (1/8" Maximum Hanger Gar)) Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) Min = ,Dimensions (in) Fasteners;(in )� . ` DF/SP Allowable Loads SPF/HF Allowable loads " .Model No. ; Heel Height •w. , H ]Carrying 6 Member Carried 104mber` Uplift (16q) 1.Floor -f10D)• Snow ,Roof ;, (115) .(i25) _ Wmd (160) ° Uplift (160)` Floor (100) Snow ; (115) Roof _ �(1 5) . Wind (160) Code Ref.; Single 2x sizes HTU26 ` 31h"- 15'a 57A6 31,6, (20) 0.162 x 31h (1) 0.148 x l lh -640=° `.2670 ;c,E10: 2 6�0 z1 7r5 550 -,680 -,680 1680 1,680 HTU26 (Min.) 37A: " 15/s 51As 31h t (20) 0.162 x 31/2 (14) 0.148 x 11/z i 250i, _2,940' 2 3,200 = 3 200 : 31200 1,075 1,852 2,015 2;015 2,015 HTU26.(Max.) 51/2 15/a 57As 31h';� (2%0.162 x 31/2 (20) 0,148 x:11/2 i 1,555�' 2 940 ; 4 �r" _ 580 ,4 010, ' 1,335 2,530 2:855 3,080 .3,450 = IBC, HTU28 (Min.) 37A 15A 71Ae 31h (26) 0.162 x 31/2 (14) 0.148 x 11/2 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/4 15A 71Ae 31h (26) 0.162 x 31/2 (26) 0.148 x 1112 2,020 3,820 4,315 4,655 5,435 1,735 3,285 3,710 4,005 4,675 LA HTU210 (Min.) 37/a : 15A 91Ae 31h ( (32) O'.162 x 31/2 (14) 0:148:x 1112 1,21 0 , f,3 ;0 °4,100, ' e3v0 "4 300 11145 3,225 '3,225 3,225 3,225 HTU210 (Max.) 91%a 15/a ; '91Ae 31h '1 (32).0.162 x 31h (32i 0148x 11h 3,315'-(-4;705 i s10`, S5 i :'5 995: 2,850 '4;045 a;565 4,930 5;155 - Double 2x Sizes HTU2&2 Min. (Min.) 37/a,_ 3-"16 57As 31h , 20 .0JU x 31h ( ) (4} 0.148 z 3 ,.1,516` 2i 40 a3 �2° ` .1 80, .�3,910._ _ 1,305 1;850 2,090 2255 2,465 HTU26 2,(Max.) - �51h; .351ie :57As 31/z ) :(20) 01,62 x 31/2,, . (20)�0.148 x..3 ' 2,'175 [2;94o: � .>a?%t., r°s, f807 4;48 1,870 s 2,530 ✓✓"1?Sn , .3,080 3,855. HTU28-2 (Min.) 37/a 35Aa 71As 31/2 (26) 0.162 x 31/2 (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 (Max.) 71/4 35As 71Ae 31h (26) 0.162 x 31h (26) 0.148 x 3 3,485 3,820 4,315 4,655 5.825 2,995 3,285 '3,710 4;0 05 5.010'' LA HTU210-2'(Min.) ` 3?A : 3M6 93Se 81h : (32) 0.162 x 31h ' ;(1,4) 0.148 x 3 ? 1,755 4,705 a 4;815. 4;815 ' :4,81T5 A 1,510 3;530 '3;610 3;610 3,610, HTU210 2 (Max.) 911e„ifs. 91i1s • 31h (32) 0.162 x 31h . (32),0:148 x 3 4,140 4i705: 5 3' : 5,73u '6;815. 3,535 4,045-, 4,h85 4,930 ,5,605 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1A' and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie" Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 196 8, Fasteners: Nail dimensions in the table are Ested diameter by length. See pp. 21-22 for fastener information. SIMPSON HTU Face -Mount Truss Hanger (cont.) 6 Many of these products are approved for installation SD Connector screws. See pp. 335-337 for more in Alternate Installation Table for 2x4 HTU26 (Min.) 37/e 1 (2) 2x4 (10) 0.162 x 31h (14) 0.148 HTU26 ( •fax.) 1 51h 1 (2) 2x4 (10) 0.162 x 3% (20) 0.148 Strong -Drive" 2x6 Carrvina Member 925 1,470 1,660 1 1790 1,875 1 795 1 1,265 1 1,430 1,540 1 1,615 1,240 1,470 1,660 90 2,220 1 1055 1 1,265 1 1,430 540 1,9":0 IBC, 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are Fisted diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Single 2x Sizes HTU28 (Min.) 37/a 1 % I 71/is 1 31/z (26) 0.162 x 3% I(14) 0.148 x 11h 1 .10 3,770 1 3,770 1 3,770 3,770 1 955 2,825 2,825 2,825 2,825 FL, LA HTU28 (Max.) 7%/a 1 1 % I 71,is I 31/z 1 (26) 0.162 x 3% 1(26) 0.148 x 11h 1,920 3,820 1 4,315 4,655 5,015 1,695 2,865 3;235 3,490 13,765 Double 2x Sizes HTU28-2 (Min.) 37/a 3'A6 711A6 31h 1 (26) 0.162 x 31/z (14) 0.148 x 3 1,490 1 3,820 3,980 3,980 1 3,980 1,280 2,865 2,985 2,985 2,985 IBC, FL, HTU28-2 (Max.) 71/4 35A. 711As Th (26) 0.162 x 31/z (26) 0,148 x 3 3,035 3,820 4,315 4.655 5:520 2,610 2.865 3, 235 3,490 4,140 LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between '/a" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie' Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/z° nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 197 HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/cone' ete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount jois hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned i ) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/a" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the dimension is less than 25/le".at 100% of the table load. Specify as an 'X' version and specify flange to conceal. • For any HU. or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titee 2 screws (Model TTN2-25134H) for concrete and .` x 2%1,1' Titen 2 screws (Model 1-1 N2-25234H) for GI=CMU. Follow all installation instructions and use the loads from 'h s-v.n lumber or PNP sections. Material: 14 gauge Finish: Galvanized; ZMAX° and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (I/," x 23/4" — Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/15"-diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the 3/1e -diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool Kits are available. They include a 3/15" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/16" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/e" is required as shown irs Figure i for full uplift load. • Vdhere no uplift load is required, a minimu: 1 end distance of 1 I/P is permitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 1y Nn edge ri, HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall IX 237 i HU/HUC/HSUR/L ......................... _.__..................................................... __.......... ..._._............. _.................. _.............................................. -... ,.... --_....... .................. ......................... ... _.......................................................................................................... _........ ...... _.................... Medium -Duty Face -Mount Hangers (cont.) ML Thaw nr h ,&t ara availahlo mrith aMiti-I --inn-t-tinn Pn - inf-firm caa n 1 F HU26 HU26X (4) 1/4 x 23/4 (4)1/4 x 13/4 (2) 0.148 x 11/z 335 1,000 335 1,545 HU28 NU28X (6)1l4 x 23r4 (6)1r4 x.1/a ' ' (4) 0.148 x.i?/z 2 4t7 HU24-2 HUC24-2 (4)1/4 x 23/4 (4) 1.44 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 HU26 2 (Min) - HUC26 2 (8j-?la X 23/4 , h,iv x 1314 , (4) 014&x 3 60 '' 2 000 760 .: 3;200 HU26 2 (Max) HUC26 2 (i2) Y4 x 23/a "; (12)'/4 x 1314 - , (6) 0.148 "x 3 1135 3 D00 1135; 3 9BQ HU26-3 (Min.) HU026-3 (Min.) (8)1/4 x 23/4 (S)1/4 x 13/4 1 (4) 0.148 x 3 1 760 1 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)1/4 x 23/4 (112)1/4 x 13/4 (6) 0.148 x 3 1 1,135 1 3,000 1,135 3,950 HU210 I HU21 OX 1 (8)1/4 x 23/4 1 (8) Y4 x 13/4 1 (4) 0.148 x 11/z 1 545 1 2,000 1 760 1 2,415 1 HU210-3 (Min.) HUC210-3 (Min.) (14) 1/4 x 23/4 (1,4)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1 1,135 4,920 HU210-3 (Max.) HU0210-3 (Max.) (18)114 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212 HU212X 23r4 ={10} 1/a x 13r4 = (6) 0148 x 1''/z 1 135 2 500 7135 2 fifi5 HU212-2 (Min.) HUC212-2 (Min.) (16)114 x 23/4 (1 1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)1/4 x 23/4 (22) 1/4 x 1 3/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU214 I HU214X I (12)1/4 x 23/4 I (1�)1/4 x 13/4 I (6) 0.148 x 11/z 1 1,135 I 2,665 I 1,135 I 2,665 1 HU214-3 (Min.) HUC214-3 (Min.) (18)1/4 x 23/4 (i 8)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24) 1r4 x 23/4 (24) 1/4 x 13/a (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 HU216X /18)1la x 23/4 (18)1/4 x`l (9) 0148 X;1?iz 1 515 2 920 1615 ` 2 920 HU216-2 (Min.) HU0216-2 (Min.) (20)114 x 23/4 (20)1/4 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/4 x 23/4 (26)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU7 (Min.) (Not available) (12)114 x 23/4 (12)1/4 x 13/4 (4) 0.148 x 11/z 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)1/4 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 11h 1,085 3,485 1,085 3,485 HU11 (Min.) (Not available) (22)1/4 x 23/4 (22)1/4 x 13/4 (6) 0.148 x 11/z 1,135 1 3,230 1,135 1 3,230 HU11 (Max.) (Nat available) (30) 1/4 x 23/4 (30)1/4 x 13/4 (10)0.148 x 11/x 1,445 3,735 1,445 3,735 0 z z a 2 0 LU r z F CO 0 ii Cn 01 rn 0 N W N CU CJ 238 RAISED HEEL ROOF TRUSSES F PLAN F— STAGGER JOINTS - TYPA R/flfls, UPLIFT/SHEAR ANC EACH TRUSS - SEE 5/SKI PLAN NOTE: ADO'L FRAMING NOT SHORN FOR CLARITY RAISED HEEL TRUSS BEARING A scats: NTe SKI ROOF SHEATHING- SEE SOFFIT/FASCIA- SEE ARCI RAISED HEEL ROOF TRUSSES -SEE PLAN RIBBON SCHEDULE SEE SCHEDULE FOR SPACING / !IBBON BOARD- SEE FASTENING TO N CHEDULE FOR SPACING 4 TRUSSES ASTENING TO TRUSSES WALL SHEATHING -SEE PLAN -= MIN. 15/32' CDX PLYWOOD OR 1/16' 055 WITH Sd GUN NAILS -MASONRY WALL- (0.131' X 2 1/2') 0 6' OC. TO UPLIFT/SHEAR SEE PLAN RIBBON BOARDS ANCHOR EACH SEE PLAN /G TRUSS- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS MASONRY WALL - BOTTOM CHORD SEE PLAN RAISED HEEL TRUSS BEARING B - --- -- ---- — ---- - - --Hrs - sca—te: SKI RIB60N SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH lVasd= MPH) (2) 12d GUN (0.131' X 31) EXP.. B, 2X4 SPM 24' TO EACH TRUSS, (4) ENCLOSED NAILS AT JOINTS vult=IW MPH (VaeXP. MPH) (2) 12d GUN (0.131' X 3') E EXP. G, 2X4 BPF02 16' TO EACH TRUSS, (4) ENCLOSED NAILS AT JOINTS C2 0 U �UZ Z 07 e Oww u<a¢ w :� g z N w Z � 3 U 7 '�A six 9; E ❑ ❑ SHEET TITLE ,u wi sum: i SK.1 `January 10, 2020 I CarpenterContractors of America, Inc. 3900 Avenue G, NW Winter.Haven, FL 33880-.6201 Dear Matt: It has come to my attention that sorne questions were raised concerning 5/8" diameter holes:dr..illed thruthe chords (wide ,ace) of sys42 gable end trusses to allow for threaded rods used for "tie do., ns.'I If these gable ends are over continuous support with one facelully:sheathed and the holes are drilled about the centerline of the wide face no close than 4' O:C without damaging any connector plates or vertical webs then no repair is required. The truss only.supports. 2'feet°of floor loads and no additional load:. I If you have any questions, please give me a call. Sincerely, tAtillnfrtirrr� ` KAlf. *o �GEN64 , No. 86367 Yc ( f c v(nn 6750 Forum Drive, Suite 305; Orlando, FL 32821 _ (800). 521-9790.- (863) 422=8685 www.a)pineitw.cp m '7hss dwnni nw Km tw-*n elfcfrnnic-,atig sktaneausinaaMoitaisignaturie, Printed y' copes%%f4houtar<urigina;sirAnaturemost] f be ver,,,ried using the Sigh al jelectnmic iq l t;QCSktI@a t� f ,i� tip i COA 40 278 07/29rao2o `ATOF 'I . ALPINE ANC-'W(;01 Anr Alpine,, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone:(800)755-6001 www.alpineitw.com Site 1ffia,ftrtatian Customer Carpenter Contractors of America Job Number. N333978. Job. Description.- 7A5/320 ,167EC ,RI01 / 1672/ARIA14EAB ELEV,C Address: akin sneer CL'a " Design Coder FBC 6th.ed 2017 IntelliiVIEW Version: 17,02.02A JRef #r 1 WXd89750094 WindStandard: ASCE 7-10 Wind Speed (mph); 1'60 Roof Load (pso 20.00- 7.00- 0.00-10.00 Building Type:: Closed Floor Load s : None This package contains general notes pages, 22 truss drawing(s) and 5 de,tail(s). ttern , 10 awing "Nittl t rues 1 211.20.1438.12995 Al 3, 211.20.1438.13307 A2. 5 211.20.1438.13057 A4 7' 211.20.1438,13011 A6 9 211.20.143814149 A8G 11 21110.1438.12934 B1 13 211.20,1438.13760 C 1 GE 15' 211.20.1438.14041 MV2. 17 211.20.143813853 ER 19 211.20.1438.13915 CJ5 21 211.20.1438.13558 CJ1 23 A16015ENC101014 25 VAL160101014 27 GBLLETIN01'18 Cte► twrryg Nurbr." . "Tress" 2 211.20,1438.131,21 A1A 4 211.20.1438:13651 A3 6 211.20.1438,13447 A5 211.20.1438.13291 A7 10 211.20.1438.13182 A9G 12 211.20.1438.12918 62GE 14 211.20.1438.13761 MV1 16 211.20.,1438.14118 V1 18 211.20.1438.13401 ERA 20 211.20.1438.13884 CJ3 22 211.20.1438.13557 HJ7 24 GBLLETIN1014 26 A18015ENC101014 Florida Certificate of Prod u ctApprova I #FL1999 Printed 7/29/2020 2:49;48 FM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the,Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load,transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www. icc-es. ora. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043; 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 Job Number: N333978 Ply: 1 SEQN: 6965 / T18 COMN Cust: R8975 JRef: 1WXd89750094 ,7A5/320 ,167EC ,RI01 / 1672/ARIAI4EAB ELEV.0 Qty: 8 FROM: RWM DrwNo: 211.20.1438.12995 Truss Label: Al KD / YK 07/29/2020 6'1"7 12'8"15 19'4" 25'11"1 32'6"9 38'8" r- 6'1"7 6'7"8 �- 6'7"1 67"1 -I- 6'7"8 -r' 6'1"7 -5x5 E 38'8" 10' 94' 9'4" 10, 10' 1 19'4" 28'8" + 3' 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 Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.208 K 999 360 B 1661 / 301 / 936 / - / 433 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.515 K 999 240 H 1662 / 301 / 936 / - / - / 8.0 BCDL: 1o.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.076 J - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: Cght: 15.00 ft ei Mean Hei HORZ(TL): 0.132 J - - B Min Brg Width Req = 2.0 NCBCLL: 10.00 TCDL: psf Code / Misc Criteria Creep Factor: 2.0 H Min Brg Width Req = 2.0 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.532 Bearings B & H are rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.886 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: Yes Max Web CSI: 0.490 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.01A.1115.21 Lumber B - C 1442 -3042 E - F 1073 -1962 C - D 1343 - 2764 F - G 1343 - 2765 Value Set: 13B (Effective 6/1/2013) D - E 1073 -1962 G - H 1442 - 3043 Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, W5 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Lumber value set "13B" uses design values approved 1/30/2013 by ALSC B - L 2659 -1146 K - J 2202 - 861 L - K 2202 - 835 J - H 2660 -1148 Bracing (a) 1X4 #3SRB or better continuous lateral restraint Maximum Web Forces Per Ply (Ibs) to be equally spaced. Attach with (2) 8d Box or Gun Webs Tens.Comp. Webs Tens. Comp. nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable L - D 520 -199 K - F 471 -725 support by erection contractor. D - K 471 -724 F - J 521 -199 (a) or scab reinforcement may be used in lieu of CLR;;ttttitppttrtr rf{riff E - K 1318 -632 restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where. shown. Scab ti► 8y'��_♦ �4. reinforcement 80%lo length ofwb member. Attacbe same size, h with 0.1a28x3ngun y� ®+,GE 4o8° nails @ 6" oc. ••' �, 4` `• i. .+ Loading ••° 4 Z08 1 Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide a ° clearance. a a Wind � � � �T 0 Wind loads based on MWFRS with additional C&C member design. '� % •® • WN AI,. COA ' 3twtteN100tA 07/29/2020 **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, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10 as appllcab�e. Apply plates to each face oftrussand position as shown above and on the Joint -Details, unless noted otherwise. Refer to' drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildino Components GrouD Inc. shall not be responsible for anv devintinn from this drawing any failure to build the conformance With ANSUI NI 1, or for handlirl4, shipping, inst his drawingq indicates acceptance of pro esstona prige of this drawing for any structure is Are responsibility nformation see this job's general notes page and these web sites: ALPINE: %seal on this drawing or cover page, rAorthe de Sec shown. The suivabllity CC: ALPINE AN MCOMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6966 / T23 / COMN Gust: R8975 JRef: 1WXd89750094 ,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RDP DrwNo: 211.20.1438.13121 Truss Label: A1A KM / FV 07/29/2020 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 " T10"14 7'10"14 21'1"12 12'1"12 1T10"4 19, " TV' 2 26'. A 30'9"2 38'8" 4'2"14 1'5' 2 5'48 4-2"14 T10"14 =5X5 F 38'8" �1' 7'11"5 4'011 6' Ti. 5'8" 4'0"11 7'11"5 1� 7'11"5 12' 18' 230'8"11 38'8" Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #1 72, T3 2x4 SP #2 N: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :W6, W9 2x4 SP #2 N: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. an Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 0 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.201 E 999 360 VERT(TL): 0.549 E 999 240 HORZ(LL): 0.100 L - - HORZ(TL): 0.186 L Creep Factor: 2.0 Max TC CSI: 0.739 Max BC CSI: 0.793 Max Web CSI: 0.825 VIEW Ver: 17.02.01A.1115.21 • " W coA 6 �QNAIL `E ;•�� 07/29/2020 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1518 / 301 / 936 / - / 433 / 8.0 J 1518 /301 /936 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 2.1 J Min Big Width Req = 2.1 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1385 - 2665 F - G 1456 - 2370 C - D 1300 - 2278 G - H 1327 - 2399 D - E 1316 - 2355 H - 1 1299 - 2276 E - F 1434 - 2326 I - J 1386 - 2665 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - U 2299 -1067 M - L 2298 -1076 U - T 2297 -1066 L - J 2300 -1076 R - N 1841 - 645 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - T 305 -446 F - N 1047 -698 T - R 2100 - 903 N - M 2114 - 929 R - F 1050 - 712 M - 1 308 - 451 **WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted oyherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly 1Id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610, le. AppTgji plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer td BOA-Z for standard plate positions. I rl 1; or for r acceptance any structure from this drawing,any failure to build the seal on this drawl vg or cover page r for the design shown. The suitability ANSI/TPI 1 Sec.2. , ALPINE mmcompmy 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 information see sites: ALPINE: Job Number: N333978 Ply: 1 SEQN: 6967 / T17 / SPEC Cusl: R8975 JRef: 1WXdB9750094 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 2 FROM: RWM DrwNo: 211.20.1438.13307 Truss Label: A2 KM / DF 07/29/2020 6'17 12'8"15 19' 25'11"1 32'6"9 38'8" 6'1"7 67'8 6'3"1 6'11"1 6'7"8 6'1"7 =5X5 E �'+ 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 Des Ld: 37.00 EXP: C Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, W5 2x4 SP #2 N: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC 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. 38'8" 18'8" 28'8" 10' 1' 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/# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): 0.208 K 999 360 B 1661 / 298 / 934 / - / 427 / 8.0 Lu: NA Cs: NA VERT(TL): 0.515 K 999 240 H 1662 1298 / 934 / - /- / 8.0 Snow Duration: NA HORZ(LL): 0.076 J - - Wind reactions based on MWFRS HORZ(TL): 0.132 J B Min Brg Width Req = 2.0 Code / Misc Criteria Creep Factor: 2.0 H Min Brg Width Req = 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.532 Bearings B & H are a rigid surface. TPI Std: 2014 Max BC CSI: 0.886 Bearings B & H require a seat plate. Rep Factors Used: Yes Max Web CSI: 0.489 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: 17.02.01A.1115.21 B - C 1422 - 3042 E - F 1052 -1962 C - D 1323 - 2764 F - G 1323 - 2765 D - E 1052 -1962 G - H 1423 - 3043 �� � �®aa®ggs�+•cpr�f}r �' `ion �{j�+\'rv�•gr{C� :A r " \ 11 •. . /1V84 i F1l e a° ®Q 4 h COA � CrVVfi$�%kNAL 07/29/2020 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2659 -1128 K - J 2202 - 847 L - K 2202 - 818 J - H 2660 -1133 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 520 - 200 E - K 1317 - 635 D - K 477 - 724 F - J 521 - 200 K - F 476 - 724 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly id cejlin Locations shown for ermanent lateral restraint of webs shall have brac.'inpp installed per BCSI sections B3, B7 or 910, e. Applgy. plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. (tefer to 60A-Z for standard plate positions. (Alpine, a division of r I Yr 1, or Tor nanoun% snlppinq, Instauatior acceptance of pro essiona engineeni any structure is the responsibility of the his drawing,any failure to build the on this drawing or cover pa e le�descgn shown. The suitability ALPINE m nw COMCAM' 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 see this job's general notes page and these web sites: ALPINE: www.alpineitw.com• TPI: Job Number: N333978 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Truss Label: A3 T10"14 7'10"14 a� b to Ply: 1 Qty: 2 17' 2 21%8" 9'1 " =5X5 =5X5 D E 38'8" SEQN: 6968 / T16 / HIPS Cust: R8975 JRef: 1WXd89750094 FROM: RWM DrwNo: 211.20.1438.13651 SSB / OF 07/29/2620 30'9"2 9'1"2 1' 10' 9'4" 9'4" 7 10' 19,4" '+ 28'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.182 J 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.436 J 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 1 - - Des Ld: 37.00 EXP: C Mean Hei eight: 15.00 ff HORZ(TL): 0.116 I - - NCBCLL: 10.00 TCDL: psf Code / Misc Criteria Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.760 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Sid: 2014 Max BC CSI: 0.836 Spacing: 24.0 " C&C Dist a: 3.87 it Rep Factors Used: Yes Max Web CSI: 0.629 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 17.02.01A.1115.21 Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.OE Bot chord 2x4 SP #1 :B2, B3 2x4 SP 2400f-2.OE: Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Lumber value set 1313" uses design values approved 1/30/2013 by ALSC 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. 07/29/2020 38'8" T10"14 10' 1' ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1714 / 308 / 940 / - / 385 / 8.0 G 1715 /308 1940 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 2.0 G Min Brg Width Req = 2.0 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1481 - 3117 E - F 1509 - 2925 C - D 1509 - 2923 F - G 1481 - 3119 D - E 1157 - 2043 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2715 -1174 J - 1 1978 - 720 K - J 1978 - 692 1 - G 2717 -1204 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 404 - 443 J - E 386 - 244 K - D 834 -463 E - 1 837 -463 D - J 386 - 244 1 - F 404 - 443 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricatingg handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building it Safety Information, by TPI and'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly id ceilingq Locations shown forpermanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10 e. App7y plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. kefer to' 60A-Z for standard plate positions. jj 1pine, a division of any structure is the re: ral notes oaoe and these web from this drawing,any failure to build the t seal on this drawing or cover pa e r for the design shown. The suitability ANSI/TPI 1 Sec.2. ALPINE AN MCOMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 ICC: Job Number: N333978 Ply: 1 SEQN: 6969 / T15 / HIPS Cust: R8975 JRef: 1WXd89750094 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 2 FROM: RWM DrwNo: 211.20.1438.13057 Truss Label: A4 KM / DF 07/29/2020 7'10"14 15' 23'8" 30'9"2 38'8" 7'1014 7'1"2 8'8" 7'1"2 T10"14 5X5 5X5 D T3 E 12 6 5 F NS C o io W in W1 B G A a� H 1-1 4X6(A2) =6X6 B2 -6X6 B3 =_6X6 =4X6(A2) 38'8" �1' 10' 9'4" 9,4" 10, 1 10' 19'4" 28'8" 38,8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.194 J 999 360 B 1691 / 319 / 938 / - / 345 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.470 J 999 240 G 1692 / 319 / 938 / - / - / 8.0 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.067 1 - - Wind reactions based on MWFRS Des Ld: 37.00 EXP. 0 Mean Height: 15.00 ft HORZ(TL): 0.115 1 B Min Brg Width Req = 2.0 NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 G Min Brg Width Req = 2.0 TCDL: 4.psf Bearings B & G are a rigid Soffit: 0.00 BCDL: 5.0 id surface. psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.937 g g Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.841 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: Yes Max Web CSI: 0.582 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02. 01 A. 1115.21 Lumber B - C 1496 -3045 E - F 1517 -2855 C - D 1517 - 2853 F - G 1496 - 3046 Value Set: 13B (Effective 6/1/2013) D - E 1236 -2198 Top chord 2x4 SP #2 N :T3 2x4 SP #1: Bot chord 2x4 SP #1 :132, B3 2x4 SP 2400f-2.0E: Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp. Lumber value set 1313" uses design values approved 1 /30/2013 by ALSC B - K 2643 -1183 J - 1 2082 - 848 K - J 2082 - 819 1 - G 2645 -1213 Loading Truss passed check for 20 psf additional bottom Maximum Web Forces Per Ply (Ibs) chord live load in areas with 42"-high x 24"-wide Webs, Tens.Comp. Webs Tens. Comp. clearance. K - D 709 - 369 E - 1 712 - 369 Wind Wind loads based on MWFRS with additional C&C Ott;ttatttttyfttlt�i member design. q0S OE L 4 1 ® o.708 1 ° O °, �T ® ° W p s® OA 07/29/2020 **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 SBCA) fo'r and safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have bottom properly attached structural sheathing and chord shall have a propperly _ attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910, as applicable. Applgy to each face of truss Refer plates and position as shown above and on the Joint9Details, unless noted otherwise. drawings 160A-Z for standard plate positions. to ALPINE Alpine, a division of ITW BuildinccLLComponents Group Inc, shall not be responsible for any deviation from this drawing,an failure to build the N mV COMCANY truss in conformance with ANSI PI 1, or for handlin j shipping, installation and bracing of,trussesA seal on this drawing or cover pa e . , 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro) esslonar engineerinq responsibility solely for the design shown. The suit9ability g and use of this cawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www alpineitw com• TPI: www tpinst org' SBCA' www sbcindustrycom• ICC• www icceafe org Orlando FL 32837 Job Number: N333978 Ply: 1 SEQN: 6970 / T14 / HIPS Cust: R8975 JRef: 1WXd89750094 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 2 FROM: RWM DrwNo: 211.20.1438.13447 Truss Label: A5 KM / DF 07/29/2020 6'9"4 13' 19'4" i 25'8" 31'1012 38'8" r 6'9"4 6'2"12 6,4" r 6'4" r 6'2"12 i` 6'9"4 5X5 III2X4 = 5X5 D E F 12 6 2X4 W7 C /2X4 o_ G '2 o W3r` B H =4X6(A2) = 6X6 = 5X8 = 6X6 = 4X6(A2) 38'8" �1' i 10, 9'4" 9'4" 10, 1' 10, r 19'4" T 28,8" 38,8„ Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.220 E 999 360 B 1665 / 699 / 931 / - / 304 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.543 E 999 240 H 1665 / 699 / 931 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 J - - Wind reactions based on MWFRS Des Ld: 37.00 EXP. C HORZ(TL): 0.130 J Mean Height: 15.00 ft B Min Brg Width Req = 2.0 NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 TCDL: psf H Min Big Width Req = 2.0 . Soffit: 0.00 BCDL: 5psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.505 Bearings B & H are a rigid g g id surface. .0 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.889 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: Yes Max Web CSI: 0.355 Members not listed have forces less than 375# Loc. from endwall: not in 9.0o ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind.Duration: 1.60 WAVE VIEW Ver: 17.02.01A.1115.21 Lumber B - C 1565 - 3029 E - F 1432 - 2498 C - D 1493 - 2774 F - G 1492 - 2775 Value Set: 13B (Effective 6/1/2013) D - E 1432 -2498 G - H 1564 -3031 Top chord 2x4 SP #2 N 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. Lumber value set "136" uses design values approved 1/30/2013 by ALSC B - L 2641 -1259 K - J 2171 - 956 L - K 2171 - 926 J - H 2642 -1289 Loading Truss passed check for 20 psf additional bottom Maximum Web Forces Per Ply (Ibs) chord live load in areas with 42"-high x 24"-wide Webs Tens.Comp. Webs Tens. Comp. clearance. L - D 672 - 256 K - F 470 - 224 Wind D - K 470 - 224 F - J 573 - 256 Wind loads based on MWFRS with additional C&C�tttiettinaftttfP design.* member ZNY •A��\f �i � • •'i. 708 1 e o. a a SAT Ci ®+®m •oa e ri a� � • ®Sa ���`� COAT 07/29/2020 **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 saty to these functions. Installers temporary practices prior performing shall provide bracing per BCSL Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall attached r! id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections have a properly B3, B7 or B10, as applicabgle. Apply plates to each face. of truss and position as shown above and on the Joint9Details, unless noted otherwise. kefer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing,an failure to build the � w�,,U,,. truss in conformance with ANSI 4PI 1, or for handl% shipping, installation and bracing of,trussesA seal on this drawl g or cover page listing this drawing, indicates acceptance of roa'essionaQ engineering responsibility solely for the design shown. and use of this drawing for any structure is the responsibility of the Building Desigrier per ANSI/TPI 1 Sec.2. , , 2400 Lake Orange Dr. The suiPabilrty 9 Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineltw.com; TPI: www.t inst.org; SBCA: www.sbcindustr .com; ICC: www.icrsafe.org Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6971 / T12 / HIPS Cust: R8975 JRef: 1WXd89750094 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 2 FROM: RWM DrwNo: 211.20.1438.13011 Truss Label: A6 KM / OF 07/29/2020 �1 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 " 5'9"4 5'9"4 11' 5'2"12 19, 8' 27'8" + 32'10"12 38'8" BIB.,5.2"12 5'9"4 5X5 - 5X5 Z�F 5X5 D E T3 F Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T3 2x4 SP #1: Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Lumber value set "13B" uses design values approved 1/30/2013 byALSC 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. 9-4" 19'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: W Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 38'8" 9'4" 28'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.236 E 999 360 VERT(TL): 0.597 E 999 240 HORZ(LL): 0.074 J - - HORZ(TL): 0.131 J Creep Factor: 2.0 Max TC CSI: 0.808 Max BC CSI: 0.832 Max Web CSI: 0.760 VIEW Ver: 17.02.01A.1115.21 ♦ a r + 0 q + a° + + 4 COA ft"al- NAL 07/29/2020 10, 38'8" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1625 / 701 / 918 / - / 263 / 8.0 H 1625 /701 /918 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.9 H Min Brg Width Req = 1.9 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 1616 - 2959 E - F 1654 - 2817 C - D 1496 - 2693 F - G 1498 - 2696 D - E 1677 - 2846 G - H 1613 - 2957 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2584 -1314 K - J 2285 -1082 L - K 2278 -1047 J - H 2582 -1341 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 462 -161 K - F 638 - 359 D - K 682 - 394 F - J 461 -156 E - K 388 -495 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for ermanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or 910. as applicable. AppTgy Oates to each face otptruss and position as shown above and on the JoinfDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the nry wcoMcurr truss in conformance with ANSI PI 1, or for handl% shipping, installation and bracing of,trussesA seal on this drawing or cover pa e . , 2400 Lake Orange Dr. listing this drawing, indicates acceptance of pro) esslonar engineering responsibility solely for the design shown. The suit9ability g and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPl 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.org; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6972 / T11 / HIPS Cust: R8975 JRef: 1WXd89750094 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 2 FROM: RWM DrwNo: 211.20.1438.13291 Truss Label: A7 SSB / DF 07/29/2020 9' 1 T 21'8" 29'8" 38'8" I 9' 5a6X6 C =5X5 =4X4 T2 D E T3 =6X6 F 12 T 6 b (a) W (a) LO 7 B 1A W5 G �In H1 =4X6(A2) =6X6 = 5X5 =6X6=4X6(A2) 38'8" 10, 9'4" 9'4" 10 1 10, 19'4" 28'8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.229 J 999 360 B 1518 / 703 / 900 / - / 222 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.625 J 999 240 G 1518 / 703 1900 / - /- 18.0 BCDL: 10.00 Risk Category: II EXP: C Snow Duration: NA HORZ(LL): 0.075 1 - - Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.140 1 B Min Brg Width Req = 1.8 NCBCLL: 1o.00 TCDL: 4.psf Code / Misc Criteria Creep Factor: 2.0 G Min Brg Width Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC sth.ed 201 Max TC CSI: 0.906 Bearings B & G are a rigid id surface. g 9 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.854 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: Yes Max Web CSI: 0.280 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20 0 /10 0 () () Maximum Top Chord Forces Per Ply (Ibs) GCpi: o.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.01A.1115.21 Lumber B - C 1545 -2622 E - F 1557 -2395 Value Set: 13B (Effective 6/1/2013) C - D 1558 - 2395 F - G 1545 - 2621 D - E 1915 -3079 Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N: Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W2, W5 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Lumber value set "13B" uses design values approved 1/30/2013 by ALSC B - K 2256 -1202 J - 1 3036 -1647 K - J 3034 -1648 I - G 2256 -1231 Bracing (a) 1X4 #3SRB or better continuous lateral restraint Maximum Web Forces Per Ply (Ibs) to be equally spaced. Attach with (2) 8d Box or Gun Webs Tens.Comp. Webs Tens. Comp. nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable C - K 687 -289 E - 1 485 -765 support by erection contractor. K - D 483 -763 1 - F 688 - 290 (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) @ttltfltttr7ppttil//� scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and �t� �Q H. 80% length of web member. Attach with 0.128x3" gun 6" N1v9 ,�+` ae*pb•°Q'•••• f f' �'�� ._ nails @ oc.3 �W i•`'•,y �` e Wind Wind loads based on MWFRS with additional C&C d 7Q$ member design. E v o 1 s•° ���,�`e C0A i'b ,a�iAL ® IjiVAIV 07/29/2020 **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 to these functions. bracing per BCSI. Unless noted otherwise,top chord shall have attached rigid ceilin Locations shown for permanent lateral practices prior performing Installers shall provide properly attached structural sheathing and bottom chord shall restraint of webs shall have bracing installed per BCSI sections temporary have a proprrerly 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. kefer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,an failure to build the AN mYCOMPANY truss in conformance with ANSI 1, or for handlin j shipping, installation and bracing of,trussesA seal on this drawing or cover paqe listing this drawing, indicates acceptance of pro) essionalq engineering responsibility solely for the design shown. and use of this drawing for any structure is the responsibility the Building Desigrier ANSI/TPI , , 2400 Lake Orange Dr. The suit"ablllty 9 Suite 150 of per 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindusl .com; ICC: www.icesafe.org Orlando FL, 32837 Job 975 167EC R1018/ 1672/ARIA/4EAB ELEV.0 I City: 1 FROM: RDP / T3 / SPEC DrwNo:8.1211.20.1438.1419750094 49 ,7A5 320 Truss Label: ABG JB / WHK 07/29/2020 11 7' 7' 12'4" 21' 5'4" 8'6" 26' 1 "12 5'1"12 �5X5 =4X4=SS0712 =4X4 5X5 12 C D T2 E F T3 G 21' 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 Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a:.3.87 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T2, T3 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #2 N :B1 2x4 SP 2400f-2.0E: :132 2x6 SP SS: Webs 2x4 SP #3 :W4 2x4 SP #2 N: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bracing (a)1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.11 Wx2.5",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 and reactions based on MWFRS. 8'8" 16'8" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA 5' 31'8" 38'8" 5'6"4 7' T_ N2 V' 1 12'8" 4'4" 1 4'10"4 4'9"12 8' 1" 21' 25'101. "4 30'8" 38'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.087 N 999 360 VERT(TL): 0.249 N 999 240 HORZ(LL): 0.021 M - - HORZ(TL): 0.040 M - - Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th ed.201 Max TC CSI: 0.876 TPI Std: 2014 Max BC CSI: 0.745 Rep Factors Used: Yes Max Web CSI: 0.725 FT/RT:20(0)/10(0) Plate Type(s): WAVE, 18SS VIEW Ver: 17.02.02A.1 Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 pif at 7.00 TC: From 28 plf at 7.00 to 28 plf at 21.00 TC: From 56 plf at 21.00 to 56 plf at 39.67 BC: From 20 plf at 0.00 to 20 plf at 7.03 BC: From 10 plf at 7.03 to 10 plf at 19.06 BC: From 20 plf at 19.06 to 20 plf at 38.67 TC: 292 lb Conc. Load at 7.03 TC: 93 lb Conc. Load at 7.06 TC: 171 lb Conc. Load at 9.06,11.06,13.06,15.06 17.06 TC: 174 Ib Conc. Load at 19.06 BC: 492 lb Conc. Load at 7.03 BC: 127 lb Conc. Load at 9.06,11.06,13.06,15.06 17.06,19.06 v--� a ' • "+rrr � * 1�.®a.oea.t� r �0.7►®$ � 1 9 m s • COA ( 8' ®iiiA 07/29/2020 213.21 ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 1671 /816 /- !- /- /8.0 L 2708 / 1288 / - / - ! - / 8.1] K 503 / 223 / - / - / - / 8.0 H 385 /183 /- /- /- /8.0 Wind reactions based on MWFRS B Min Beg Width Req = 1.5 L Min Beg Width Req = 3.8 K Min Beg Width Req = 1.5 H Min Beg Width Req = 1.5 Bearings B, L, K, & H are a rigid surface. Bearings B, L, K, & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Pee Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1485 - 3018 D - E 419 -1034 C - D 1289 - 2801 E - F 641 - 332 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - N 2627 -1266 L - K 461 - 968 N - M 2458 -1275 K - J 302 - 587 M - L 461 - 969 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - N 654 - 82 E - L 1311 - 2528 N - D 446 -16 E - K 444 -160 D - M 1102 -1840 K - F 373 - 668 M - E 2568 -1134 F - J 807 - 360 "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 safey 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 propperly attached ri id ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910, as applicable. Apply plates to each face ofPtruss and position as shown above and on the Join Details, unless noted otherwise. f�efer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the u mvcomvnwv truss in conformance with ANSI 1, or for handlin4, shipping, installation and bracing of,trussesA seal on this drawing or cover pa a .. 240o Lake Orange Dr. listing this drawingg indicates acceptance of ro-fesslonar engineering responsibility solely for the design shown. The suit9abllity g and use of this drawing for any structure is the responsibility of the Building Desigrier per ANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindust com: ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6974 / T22 / HIPS Cust: R8975 JRef: 1WXd89750094 ,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RDP DrwNo: 211.20.1438.13182 Truss Label: A9G KM / DF 07/29/2020 7' 17' i 26'4" 31'8" 38'8" 7' 10, 9'4" 5'4" 7' =6X12 1116X8 =8X10 T3 =6X6 12 C T2 D E F T 6� b (a) W m is (a) in B ANZH G 4X6(A2) B1 1112X4 =5X5 1112X4 =6X8 1115X5J =5X5 =3X6(A1) 1 26'4" 12'4" 1' T1"12 4'10"4 5' 5'8" 3'8" 5'0"8 T3"8 1' 7'1"12 12 7 17' 22'6" i 26'4" 31'4"6 38'B" 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 Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.147 M 999 360 B 1749 / 804 ! - / - / - / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.407 M 999 240 J 4106 / 1847 / - / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.053 K - - G 252 / 131 ! - / - / - / 8.0 EXP: C Des Ld: 37.00 HORZ(TL): 0.101 K Wind reactions based on MWFRS NCBCLL: 0.00 Mean Height: 15.00 ft psf TCDL: Code / Misc Criteria Creep Factor: 2.0 B Min Brg Width Req = 2.1 .2 Soffit: 0.00 BCDL: 5.0 psf Bldg Cade: FBC 6th.ed 201 Max TC CSI: 0.840 J Min Brg Width Req = 5.7 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.980 G Min Brg Width Req = 1.5 Bearings B, J, & G are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: No Max Web CSI: 0.866 Bearings B, J. & G require a seat plate. Loc. from endwall: NA FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 17.02.01A.1115.21 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Value Set: 13B (Effective 6/1/2013) B - C 1490 -3257 C - D 1241 -2997 Top chord 2x4 SP #2 N :T2, T3 2x6 SP SS: Bot chord 2x4 SP #2 N :131 2x4 SP #1: Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP'#3 :W6 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "1313" uses design values approved 1/30/2013 by ALSC B - N 2856 -1286 L - K 2796 -1324 N - M 2881 -1290 K - J 786 -1809 Bracing M - L 2796 -1324 J - 1 786 -1809 (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun Maximum Web Forces Per Ply (Ibs) nails(0.113"x2.5",min.). Restraint material to be Webs Tens.Comp. Webs Tens. Comp. supplied and attached at both ends to a suitable support by erection contractor. C - N 617 -100 E - J 1942 - 3935 (a) or scab reinforcement may be used in lieu of CLR D - K 1577 -3128 E - 1 2051 -860 restraint. substitute (1) scab for (1) CLR and (2) for CLR'S Scab sstsftt'tstlru�eiJe K - E 2670 -1054 I - F 365 -477 scabs (2) where shown. reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. • Loading � #1 hip supports 7-0-0 jacks with no webs. 0. 1 s Wind °s Wind loads and reactions based on MWFRS. $ ° COAL AL �dB9�6994�t�i44 (7/29/2020 **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 SBCA) and for safety practices prior to performing these functions. Installers shall provide bracing per BCSI Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall attaches/ rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracin insalled per BCSI sections temporary have a propperly B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joini9Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure truss'in to build the admvcouvnwv conformance with ANSI PI 1, or for handlin shipping, installation and bracing of trussesA seal on this drawing or listing this drawing, indicates acceptance of proesslonalo engineering responsibility solely for the design shown. and use of this drawing for is the the Designer cover page , . 2400 Lake Orange Dr. The suitability 9 Suite 150 any structure responsibility of Building per ANSIITPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6975 / T13 / SCIS Cust: R8975 JRef: 1WXd89750094 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qly: 3 FROM: RWM DrwNo: 211.20.1438.12934 Truss Label: B1 KM / DF 07/29/2020 5'1"4 + 9'8" + 18, 5'1"4 4'6"12 8'4" =4X4 D 12'8" 5'4" 8' 4'8" 5'4" 1 8' 128" 18' Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 it TCDL: 4.2 psf Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 It Rep Factors Used: Yes Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T2 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Shim all supports to solid bearing. Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.014 C 999 360 VERT(TL): 0.039 C 999 240 HORZ(LL): 0.007 F - - HORZ(TL): 0.013 H Creep Factor: 2.0 Max TC CSI: 0.641 Max BC CSI: 0.522 Max Web CSI: 0.714 u) rn T roa 1 ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 605 / 313 / 340 / - / 194 / 8.0 G 466 / 99 / 432 / - / - / 8.0 1 350 / 233 / 227 / - / - / 8.0 Wind reactions based on MWFRS B Min Big Width Req = 1.5 G Min Brg Width Req = 1.5 1 Min Brg Width Req = 1.5 Bearings B, G, & I are a rigid surface. Bearings B, G, & I require a seat plate. Members not listed have forces less than 375# VIEW Ver: 17.02.01A.1115.21 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 913 - 812 D - E 452 - 249 C - D 767 - 582 E 07/29/2020 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - H 686 - 773 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 462 - 304 E - F 559 - 305 D - G 255 -427 **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 andSBCA) 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 propperly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App y plates to each face. ottruss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildinQComponents Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the araMCOMPury truss in conformance with ANSI PI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover page. , 2400 Lake Orange Dr. listing this drawingq indicates acceptance of pprolesslonarr engineering responstbillty solely for desi n shown. The suifablltty and use of this 7Fawing for any structure is fhe responsibility of the building Designer per ANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6976 / T2 / GABL Cust: R8975 JRef: 1WXdB9750094 ,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RWM DrwNo: 211.20.1438.12918 Truss Label: B2GE KM / DF 07/29/2020 9181, 12,81. i 19,4" 9'8" 3' 6'8" �- 3'8" 2' --- (TYP) =4F4 1, 12'8" 6'8" �' 'i 12,8,- i' 19,4" 1 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 Des Ld: 37.00 EXP: C Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 byALSC 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 & GBLLETIN1014 for gable wind bracing and other requirements. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.0121 999 360 VERT(TL): 0.038 1 999 240 HORZ(LL): 0.008 1 - - HORZ(TL): 0.012 1 Creep Factor: 2.0 Max TC CSI: 0.396 Max BC CSI: 0.398 Max Web CSI: 0.085 VIEW Ver: 17.02.01A.1115.21 07/29/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a propperly per BCSI sections B3, B7 or B10, mless noted otherwise. Refer to Alpine, a division of truss in conformanc listing this drawinc and use of this c . For more information see 1F'11, or Tor acceptance any structure ♦ Maximum Reactions (lbs), or *=PLF Loc R /U /Rw /Rh /RL /W B 214 /89 /114 /- /210 /8.0 B* 61 /19 /47 /- /- /140 L 405 / 260 / 290 / - / - / 8.0 R* 155 / 69 / 108 / - / - / 24.0 M /114 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 B Min Brg Width Req = - L Min Brg Width Req = 1.5 R Min Brg Width Req = - Bearings B, B, L, & J are a rigid surface. Bearings B, B, L, & J require a seat plate. Members not listed have forces less than 375# from this drawing,any failure to build the \ seal on this drawing or cover pagqe, AN3the d1 Sec shown. The suiTability ALPINE MrrW`om' Y 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6977 / T1 / GABL Cust: R8975 JRef: 1WXd89750094 ,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RWM DrwNo: 211.20.1438.13760 Truss Label: C1GE JB / WHK 07/29/2020 I 27" 1 47" 1 6'2" 1 8'4" 27" 2' 2' 27" 4X4 D 8'4" 1, + 22 + 2 1 2 i 22 i 1 2'2" 4'2" 6,2" 8'4„ 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 Des Ld: 37.00 EXP: C Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC 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 & GBLLETIN1014 for gable wind bracing and other requirements. + MEMBER TO BE LATERALLY BRACED FOR HORIZONTAL WIND LOADS. BRACING SYSTEM TO BE DESIGNED AND FURNISHED BY OTHERS. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.003 I 999 360 VERT(TL): 0.008 1 999 240 HORZ(LL): 0.001 H - - HORZ(TL): 0.003 H Creep Factor: 2.0 Max TC CSI: 0.223 Max BC CSI: 0.095 Max Web CSI: 0.086 VIEW Ver: 17.02.01A.1115.21 NOW- ,'kVI. 07/29/2020 ♦Maximum Reactions (lbs), or*=PLF Loc R /U /Rw /Rh /RL /W B* 185 / 87 / 135 / - / 59 / 24.0 F* 185 / 87 / 135 / - / - / 24.0 Wind reactions based on MWFRS B Min Brg Width Reg = - F Min Brg Width Reg = - Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for satPety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a propperly attached ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracing insalled per BCSI sections B3, B7 or B10 as applicabgle. App�y plates to each face. oftrussand position as shown above and on the Joint"Details, unless noted otherwise. (refer to' drawings 160A-Z for standard plate positions. Alpine, a division of ITW. Building_ Components Group Inc. shall not be responsible for anv deviation from this drawina.anv failure to build the ince wim ANoi/ i ri i, or Tor nanaiir inqq indicates acceptance of uur s drawing for any structure is fht see this job's general notes page and these I or cover pa e n. The sui ability ALPINE M aW CAMPMy 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6978 / T6 / VAL Cust: R8975 JRef: 1WXd89750094 ,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RWM DrwNo: 211.20.1438.13761 Truss Label: MV1 JB / WHK 07/29/2020 �-A 4'3"9 1112X4 B 4'3"9 it 4'3"9 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std:. ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): NA BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.004 C Des Ld: 37.00 EXP: Cght: 15.00 ft ei Mean Hei HORZ(TL): 0.007 C - - NCBCLL: 10.00 TCDL: psf Code / Misc Criteria Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed.201 Max TC CSI: 0.242 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.204 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.108 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 17.02.02A.1213.21 Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See DWG VAL160101014 for valley details. µttaatftatsspyttdtra ti ®fir®ON11 +99pgprg�*i 'd/�_ a 4 wyp � tir 1 +s_ i l ♦ Maximum Reactions (lbs), or *=PLF Loc R /U /Rw /Rh /RL /W D* 75 /16 /52 /- /12 /51.6 Wind reactions based on MWFRS D Min Brg Width Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# M � m COA l '1 s� 07/29/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS I uire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an(7'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly �d ceilin Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810. le. Applgy plates to each face oftrussand position as shown above and on the Joia Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. Alpine, a division of truss in conformanc listing this drawin( and use of this i For more information see rl P1 1, or for handlinq, shippin , inst acceptance of roTessionalq engl any structure is the responsibility val notes page and these web sites: ALPINE: his drawing,any failure to build the on this drawing or cover e pa , re design shown. The suit9ablllty ALPINE M MODMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6979 / T7 / VAL Cust: R8975 JRef: 1WXd89750094 ,7A5/320 ,167EC ,R101 / 16721ARIA14EAB ELEV.0 Qty: 1 FROM: RWM DrwNo: 211.20.1438.14041 Truss Label: MV2 JB / WHK 07/29/2020 12 g 1112X B 4X4(D1) T A CV CD 1112X4 213"9 2'3"9 2'3"9 1 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 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: 3.00 It Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWG VAL160101014 for valley details. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.000 C HORZ(TL): 0.001 C Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th ed.201 Max TC CSI: 0.047 TPI Std: 2014 Max BC CSI: 0.048 Rep Factors Used: Yes Max Web CSI: 0.030 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.02A.1213.21 .ak �a,pwA#i�ltmy,ae1 � o'C ®# n • a. 708 1 ® f l ♦Maximum Reactions (lbs), or*=PLF Loc R / U / Rw / Rh / RL / W D* 75 /13 /49 /- /10 /27.6 Wind reactions based on MWFRS D Min Brg Width Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# t a�ep eo 0.5 (7/29/2020 **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) 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 propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, 67 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joinf-Details, unless noted otherwise. f7efer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildip/$cLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ,� µ�M,�,,. truss in conformance with ANSI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page .. 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro) esslonar engineering responsibility solely for the design shown. The suif9ablllty g and use of this yawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: w Jccsafe.org Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6980 / T5 / VAL Cust: R8975 JRef: 1WXd89750094 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RWM DrwNo: 211.20.1438.14118 Truss Label: V1 JB / WHK 07/29/2020 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 Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWG VAL160101014 for valley details. 1'5"13 2'11"9 1'5"13 f 1'5"13 4X4(D1) 12 6 = 4X4 B4X4(D1) A C N iT D - 2' 11 "9 �{ Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N) Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed.201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 2'11"9 2'11"9 ' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.002 999 360 VERT(TL): 0.005 999 240 HORZ(LL): -0.001 - - HORZ(TL): 0.001 Creep Factor: 2.0 Max TC CSI: 0.033 Max BC CSI: 0.062 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 07/29/2020 ♦ Maximum Reactions (Ibs), or*=PLF Loc R /U /Rw /Rh /RL /W D* 75 / 18 / 29 /- / 5 / 35.6 Wind reactions based on MWFRS D Min Brg Width Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or ei 0, i e. Apply plates to each face oftruss and position as shown above and on the Joinf9Detalls, unless noted otherwise. kefer to 60A-Z for standard plate positions. a division of fIF'I 1,ortor r acceptance any structure any deviation from this drawing,any failure to build the ig of,trussesA seal on this drawing or cover pa e siblllty solely for the design shown. The suitability )esignerper ANSI/TPI111.. Sec.2. TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf ALPINE nnnwmnmun 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6981 / T8 / EJAC Cust: R8975 JRef: 1WXd89750094 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 20 FROM: RWM DrwNo: 211.20.1438.13853 Truss Label: EJ7 JB / WHK 07/29/2020 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 " C 12 6 M _O Lo (M Ch V' B A D 1 7' 7' Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC 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) Pg: NA Ct: NA CAT: W Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed.201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/l 0(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.017 D HORZ(TL): 0.031 D Creep Factor: 2.0 Max TC CSI: 0.713 Max BC CSI: 0.527 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 07/29/2020 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 331 /117 /259 /- /173 /8.0 D 127 /20 /101 /- /- /1.5 C 171 /133 /91 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a properly attached rigid ceiling Locations shown forfpermanent lateral restraint of webs shall have bracinA installed per BCSI sections B3, B7 or 810, as applicable. Apply plates to each face, o truss and position as shown above and on the Joint9Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the u mxcon+vwr truss in conformance with ANSI PI 1, or for handlin, shipping, installation and bracing of,trussesA seal on this drawing or cover page , , 2400 Lake Orange rrW listing this drawing indicates acceptance of ro essiona engineering responsibility solely for the design shown. The sui ability and use of this drawing, for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t instorg; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6982 / T4 / EJAC [Cust: R8975 JRef: 1WXd89750094 ,7A5/320,167EC,RI01 /1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RWM rwNo: 211.20.1438.13401 Truss Label: EJ7A M / DF 07/29/2020 2X4(A1) Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: N/ TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP' C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 It Rep Factors Used: Yes Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "136" uses design values approved 1/30/2013 by ALSC 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. 7' 7' Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.018 C HORZ(TL): 0.033 C Creep Factor: 2.0 Max TC CSI: 0.725 Max BC CSI: 0.533 Max Web CSI: 0.000 VIEW Ver: 17.02.01A.1115.21 B ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W A 270 / 41 / 188 ! - / 100 / 8.0 C 128 /13 /104 !- /- /1.5 B 174 /81 /95 /- /- /1.5 Wind reactions based on MWFRS A Min Brg Width Req = 1.5 C Min Brg Width Req = - B Min Brg Width Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# 07/29/2020 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in,fabricating, handling, shipping, installing.and bracing. _ Refer to and follow the latest edition of BCSI (Build as snown above and on or B kefer line, a division of ITW Buildip,$cLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ss in conformance with ANSI 1, or for'handli4 shipping, installation and bracing of,trussesA seal on this drawing or cover pa e, Ing this drawing indicates acceptance of pro) esslonaf engineering responsibility solely for the design shown. The suit9abfllty d use of this rawing for any structure is the responsibility of the uilding Designer per ANSIITPI 1 Sec.2. more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www sbcindustry.com; ICC: www iccsaf ALPINE ANnwcomvury 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6983 / T21 / JACK Cust: R8975 JRef: 1WX189750194 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 6 FROM: RDP DrwNo: 211.20.1438.13915 Truss Label: CJ5 KID / YK 07/2912020 C 12 6 co 9) CV iM B ch A D 1 4'11"4 4' 11 "4 Loading Criteria (psq 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 Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 byALSC 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 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th ed.201 Max TC CSI: 0.411 TPI Sid: 2014 Max BC CSI: 0.254 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 17.02.01A.1115.21 WAVE _ �*Qspffi�O��aa®p/ 0 t�. T.08 1 ff8 OATt3 ° �, a sV. X OV X 1 07/29/2020 ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W B 256 / 95 / 207 / - / 128 / 8.0 D 89 /13 /68 /- /- /1.5 C 118 /92 /61 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width 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 quire extreme care in fabricating handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an fabricating, for safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly aaid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, ile. Apply plate. to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. a division of conrormance wim ANJI/ I NI 1, or tor r his drawing indicates acceptance e of this grawing for any structure ALPINE: a TPI: www. sack failure to buildthe or c n. The suf ability PALI E ALPINE2400 Lake Orange Dr. Suite 150 Orlando FL,32837 Job Number: N333978 Ply: 1 SEQN: 6984 / T20 / JACK Cust: R8975 JRef: 1WXd89750094 ,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 6 FROM: RDP DrwNo: 211.20.1438.13884 Truss Label: CJ3 JB / WHK 07/29/2020 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 " C M 0 r cM N A D Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC 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. 2X4(A1) Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed.201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 211 "4 211 "4 Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.206 Max BC CSI: 0.115 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 ,�pW0 M9aa®6 ��f ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 185 /75 /160 /- /84 /8.0 D 50 /6 /41 /- !- /1.5 C 63 /50 /29 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 07/29/2020 *"WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an fabricating, for safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly �id ceiling.Locations shown forpermanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 910 e. AppTplates to each face oftrussand position as shown above and on the Join i Details, unless noted otherwise. Defer to' 66A-Z for standard plate positions. a division of any structure is the respon ral notes page and these web sites: his drawing,any failure to build the on this drawing or cover pa e le design shown. The suit9abdlty TPI 1 Sec.2. CA: www.sbcindustry.com; ICC: www.iccsaf ALPINE m mcoMVAM' 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6985 / T9 / JACK Cust: R8975 JRef: 1WXd89750094 ,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 6 FROM: RDP DnwNo: 211.20.1438.13558 Truss Label: CA JB / WHK 07/29/2020 12 6 C B T M 4"3� A � co r- D 2X4(A1) � 1 ale 11 "4 0� 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 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC 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. 11 "4 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th ed.201 Max TC CSI: 0.196 TPI Std: 2014 Max BC CSI: 0.025 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.01A.1115.21 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 143 / 79 1 148 / - / 41 / 8.0 D 11 /12 /18 /- /- /1.5 C -15 /32 /27 /- /- /1.5 Wind reactions based on MWFRS B Min Big Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# •+u' °° ) �91 (�.Y� COAfQ0L� 07/29/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly id ceiling.Locations shown for permanent lateral restraint of webs shall have bracln Installed per BCSI sections B3, 67 or t310 e._ AppTplates to each face, of truss and position as shown above and on the Joint9Details, unless noted otherwise. f�efer to' Alpine, a division of ITW Build incLComponents 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 oftrussesA seal on this drawing or cover page listing this drawingq indicates acceptance of pro)esslona engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafi AL NE M MCOMFAW 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6986 / T19 / HIP_ Cust: R8975 JRef: 1WXd89750194 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qly: 3 FROM: RWM DrwNo: 211.20.1438.13557 Truss Label: HJ7 KD / YK 07/29/2020 5'3"5 9110"1 5'3"5 4'6"11 T 43 � IC 1'5" I 972 1 7"14 972 9'10'1 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/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.040 F 999 360 B 326 / 154 / - /- /- / 10.6 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.111 F 999 240 E 364 / 84 / - / 0 / 0 / 1.5 BCDL: 10.0o Risk Category: II Snow Duration: NA HORZ(LL): 0.010 C - - D 214 / 177 /- /- /- / 1.5 Des Ld: 37.00 EXP: CMean Height: 15.00 ft HORZ(TL): 0.018 C - - Wind reactions based on MWFRS NCBCLL: 0.00 Code / Misc Criteria Creep Factor: 2.0 B Min Brg Width Req = 1.5 TCDL: 4.2 psf E Min Br Width Re Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.546 9 q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.416 D Min Brg Width Req = - Bearing B is a rigid surface. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: No Max Web CSI: 0.260 Bearing B requires a seat plate. Loc. from endwall: NA FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 17.02. 01 A. 1115.21 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Value Set: 13B (Effective 6/1/2013) B - C 394 -562 Top chord 2x4 SP #2 N Bot chord 2x4 SP 2400f-2.0E Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 Chords Tens.Comp. Lumber value set "1313" uses design values approved 1/30/2013 by ALSC B - F 531 -358 Loading Maximum Web Forces Per Ply (Ibs) Hipjack supports 6-11-8 setback jacks with no webs. Webs Tens.Comp. Wind C - F 394 -583 Wind loads and reactions based on MWFRS. Provide (3) 0.162"x3.5", min toe -nails at top chord. Provide (3) 0.162"x3.5", min toe -nails at bottom chord. �6►ststeotsNtaoifrrJ' r pdf 9p.a PLO,. 0 0 IL COA `ias€�eresl+`�'ey+ 07/29/2020 **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 otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachetl rigqid ceilin Locations shown for ermanent lateral restraint of webs shall have bracinp Installed per BCSI sections B3, B7 or 610, _ as appllcab-le. Apply Oates to each face. oftrussand position as shown above and on the Joint9Details, unless noted otherwise. kefer to ALPINE� drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildings Components Group Inc.. shall npt be responsible for any deviation from this drawing,any failure to build the �,, �o,��,Y truss in conformance with ANSI PI 1, or for handling, shipping, Installation and bracing of trussesA seal on this drawing or cover pa e, , 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro) essionar engineering responsibility solely for the design shown. The suiTabillty g and use of this yawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150 =or more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 Gable Stud Reinforcement Detail • ASCE 7-10: 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or: 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 nr. fan mat, 1JM,d cz--- A fa, ue^_ - - o_._ii_u. '---I r --- - - 11 - ^^ S 2x4 Brace Gable Vertical pacing I Species I No Braces (1) Ix4 'L' Brace x (1) 2x4 'L' Brace x <2) 2x4 'L' Brace xx (1) 2x6 'L'r Brace x <2) 2x6 'L' Brace x Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B S P F #1 / #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12, 2' 12, 8' 14' 0' 14' 0' 0) U #3 3' 8' 5' 9' 6' 2' 7' 8' 7' I1' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' F Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' o Standard 1 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11111 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' '--j S P #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 6' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d F Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U _ S P F #1 / #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' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' S' 10, 10, 13, 9' 14' 0' 14' 0' 14' 0' U I I C- H Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10, 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' (1) o r Standard 1 4' 2' 6' 1' 6' 5' 8' 1' 8' B. 10' 5' 10, 10, 12' 8' 13' 7' 14' 0' 14' 0' \ #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10' 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' / S P #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' I4' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0- QJ D F L Stud 4' 4' 6' 5' 6' 1V 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, 11' 10, 12' 7' 14' 0' 147 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P F #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' U H P Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' G' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' U I� Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 1 8' 3' 8' 7' 9' 9' 10, 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' --t D F L Stud 4' 9' 7' 4' 7' 10' 1 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' Diagonal brace option, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end, Max web total length Is 14'. Vertical length shown In table above. Connect diagonal at midpoint of vertical A Lp0INI R AN 1TWCOMPANY //137231 Riverpo:tl Drive 11 Suite1200 11 Maryland\ Heights,\ MO\ 63043 2x6 DF-L #2 or better diagonal brncel le sing or double cut (as shown) at upper end, Refer to rhnrt n.6 xwVARNING1ww READ AND FULLOV ALL NIITES aN THIS DRAWING o wwD"RTAHTww FURNISH THIS DRAWING M ALL CaNTRACTaRS INCLUDING THE INSTALLERS.ffi Trusses requFe extreme core In fabricating, handling, shipping, Installing and bracing. ReFe�'tl flow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fow.sa actices prior to performing these functions. Installers shall provide temporary bradng p B less noted otherwise, top chord shall have properly attached structural sheathing and bo a all have a properly attached rlgld ceiling. Locations shown for permanent lateral restrain f all have bracing Installed per BCSI sections B3, B7 or B10, as applicable, Apply plates to e truss and positlon as shown above and on the Joint Details, unless noted otherwise. fer to drawings 16OA-Z for standard plate positions. Alpine, a divislon of ITV Bullding Components Group Inc. shall not be responsible for any devIA Is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship; ftallatlon 6 bracing of trusses. A seal on this drawing or cover page listing this drawing, kxgcates acceptance of professk-t gineeri g responslbAtty, solely for the deslgn shown. The sultabBlty and use of this drewkg r any structure Is the responsibility of the Binding Designer per ANSI/TPI 1 Sect For more Information see this job's general notes page and these web sitesi ALPM www.alpineitw.con) TPIi www,tpinst.orgl SBCAi www.sbclndustrvorni IM wwrlccsafe.oro face Bracing Group Species and Grades: Group AI S ruce-Pine-Fir Hen -Fir #1 / #2 Standard #2 Stud #3 Stud1 #3 IStandard Douglas Flr-Larch Southern Plnexxx #3 #3 Stud Stud Standard Standard Group BI Hem -Fir #1 & Btr #1 Dou Las Fir -Larch Southern Pinewwx #I #1 #2 #2 lx4 Braces shall be SRB (Stress -Rated Board). xwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these grades, Gable Truss Detail Notes: Wind Load deflection criterion Is L/240, Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3.0' min) nails. AE For Q) 'L' brace, space nods 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 19' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 807 of web member length. 11 Gable Vertical Plate Sizes Vertical Len tin No S lice Less than 4' 0' 2X3 Greater than 4' 0', but less than Il' 6' 3X4 Greater than il' I. 4x4 + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail. REF ASCE7-10-GAB16015 DATE 10/01/14 DR W G A16015ENC101014 TOT. LD, 60 PSF X. SPACING 24,0' 'T Relnfoi Memk Go Tr Gable Detail Fir I Pt -in Vartirn I cz Gable Truss Plate S17Ps pproprlate Alpine gable detall for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a .te that covers the total area of lapped plates to span the web, 2*2X4 4 r2X8 rrovlde connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nallsi 10d Common (0.148'x 3',min) Nails at 4' o.c, plus (4) nails In the top and bottom chords. Toenalled Nails, 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 Gable Detail Drawings A11515ENC101014, A12015ENC101014, A14015ENC101014, A16015ENC101014, A18015ENC101014, A20015ENC101014, A20015END101014, A20015PED101014, A11530ENC101014, A12030ENC101014, A14030ENC101014, A16030ENC101014, A18030ENC101014, A20030ENC101014, A20030END101014, A2003OPED101014 S11515ENC100815, S12015ENC100815, S14015ENC100815, S16015ENC100815, S18015ENC100815, S20015ENC100815, S20015END1008 b�Y1l�Fib2adq` S11530ENC100815, S12030ENC100815, S14030ENC 03� CI0,0r1 S18030ENC100815, S20030ENC100815, S20030 00� w 493B:�D14, See appropriate Alpine gable detall for maxiri em'gr(cgrt ,'dqr 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable 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'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 2x6 20 W OF .wRAMSH n¢S DRAWDIGAND �awi CRWRACTORS nE 0' r �1 ■i•WORTANT n�+CLUBM IHSTALL.mSc REF LET -IN VERT Trusses require extreme care In fabricating, handling, shipping, Installingandbracing. Ref " n follow the latest BCSI (BuRding edition of Component Safety Information, b TPI and SBCA> fo s t practices prior to performing these functions. Installers shall provide temporar bracing pe. BCSL n Unless noted otherwise, top chord shall have properly attached structural sheathing and bo - n cho}1 s wT yy e DATE 10/O1/14 DRWG s /7 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint f sa shall have bracing Installed BCSI B3, B7 lPil V • Z; i GBLLETIN1014 O //l I �� per sections or B10, as applicable. Apply plates to ea� of truss and position as shown above and on the Joint Details, unless noted otherwise. i s • t„�a✓ 1�,� Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc s•�•e e� AN ITW COMPANY shall not be responsible for any devlatlo r this drowing, any ing of to build the truss N conformance with ANSI/TPI I, or for handling, shippl Installation lL bracing of trusses. eae• ewwnreww�� MAX, TUT, LD, 60 PSF \\ 137231RiverportXDdve A seal on this drawing or cover page listing this drawbg, Fwicates acceptance of professional ne ng responsibility solely For the design shorn The suitability and use of this drawing + ! i t '4 h� JAL ��/29/2020 DUR. FAC, ANY \\Suite\200 for any structure Is the responsibility of the Bonding Designer per ANSf/TPI 1 SecP_ \ \ Maryland\ Heights,\ MO\ 63043 For more Information see this Job's general notes page and these web sltesr ALPINE wwmalpinelt■.conl TPIr www.tpinst.orgi SBCAj wvw.sbclndustry.orgi ICG wwwlccsafe.org MAX, SPACING 24.0 Valley Detail - ASCE 7-10: 160 mph, 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better, Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, �" Attach each valley to every supporting truss with; (2) 16d box (0,135' x 3,5') nails toe -nailed for ASCE 7-10 160 mph. 30' Mean Height, Enclosed Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-10 140 mph. 30' Mean Height, Enclosed Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are ITW BCG Wave Plates, 3X4 12 12 Max. I 2X4 X4 �-- — 8-0-0 max — -i 4X4 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 807 length of web, same species and grade or better, attached with 10d box (0,128' x 3.0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web Is permitted with diagonal bracing as shown In DRWG BRCLBANC1014. Top chord of truss beneath valley set must be braced with; properly attached, rated sheathing applied prior to valley truss installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design. WWA Note that the purlin spacing for bracing the top chord of the truss beneath .the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', Pitched Cut Bottom Chord Valley Valle Spacing Square Cut Bottom Chord oe-nailed Valley MWAR1lQi " READ AND FDLLnV ALL RITES [IN TMS DRAVDG mDVMTANT.. FLXMSli THIS DRAVING TD ALL CUNIRACTDRS QKIMIM THE MTALLERS Trusses require extrene care In fabricating, handling, shipping, Installing and bracing Refer to follow the latest edition of SCSI (Building Conponent Safety Information, by TPI and SBCA) for saf practices prior to performing these functions. Installers shall provide temporary bracing per BC Unless noted otherwise, tap chord shall have properly attached structural sheathing and bottom F2�r shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrnlnt of shall have and position Installed per BCSI sections the J or Details, as unlessapplicable.no Apply plates to each fm d of truss and position all sham above and on the Joint 1110, s, unless noted otherwise. Refer to drawings 16OA-Z for standard plate posltlons Alpine, a division of. ITV Building Conponents Group Inc shall not be responsible for any deviation I AN fT\NCOMPANY this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or far handling, shipping, Installation B bracing of trusses, A seal on this drawing ar cover page listing this drowbbg. Indicates acceptance of professlaral \\ 132231 Riverport\Drive engtbec'rYg respanslYOty sa far the design shown The suttablItty and use of this drawig \ \ 6vite\ 200 far °rry structure Is ttbe respans6ility of the Building Designer per ANSLITPI 1 SecP- \\M ite%20\Heights,l MO\63043 Far none Infamatlan see this Job's general notes page and these web sites, ALPINE- www.alpineltw,conl TPD www.tpinstorgi SBCA- wwwsbclndustry.orgl ICD www1ccsofeorg 2X4 4X4 Ir Stubbed Valley Optional Hip End Detail Joint Detail W T% LL 30 30 T = 20 15 ' C DL 10 10 „' rE LL 0 0 t, 0T, LD, 60 55 nil T Partial Framing Plan OPSF REF VALLEY DET, 7 PSF DATE 10/01/2014 0 PSF DRWG VAL160101014 0 PSF DUR,F AC.1,2H/1, 33 1.15 11.11 S"AA 24,0' Gable Stud Reinforcement Detail ASCE 7-101 180 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or: 160 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Ori 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = L00 Ort 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure D, Kzt = 1.00 S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) Ix4 'L' Brace W (1) 2x4 'L' Brace It (2) 2x4 'L' Brace w (1) 2x6 'L' Brace x (2) 2x6 'L' Brace wKI Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 6' 6' 0' 6' 3' 7' 1' 7' 4' 8' 5' 8' 9' 11' 7' 13' 3' 13' 9' 0) U S #3 3' 4' 5' 1' 5' 5' 6' 9' 7' 3' 8' 4' 8' 8' 10' 7' 11' 4' 13' 1' 13' 7' H P Stud 3' 4' 5' 0' 5' 4' 6' 9' 7' 2' 8' 4' 8' 8' 10' 6' 11' 3' 13' 1' 13' 7' o Standard 3' 4' 4' 4' 4' 7' 5' 9' 6' 2' 7' 10' 8' S' 9' 1' 9' 8' 12' 4' 13' 2' Q�1 #1 3' 8' 6' 1' 6' 4' 7' 2' 7' 5' 8' 6' 8' 10, I1' 3' ill 8' 13' 4' 13' 11' J S P #2 3' 6' 5' 9' 6' 2' 7' 1' 7' 4' 8' 5' 8' 9' 11' 1' 11' 7' 13' 3' 13' 9' #3 3' 5' 4' 7' 4' 10' 6' 1' 6' 6' 8' 2' 8' 9' 9' 6' 10' 2' 12' 11' 13' 8' d oj D Stud 3' 5' 4' 7' 4' 10' 6' 1' 6' 6' 8' 2' 8' 9' 9' 6' 10' 2' 12' 11' 13' 8' Standard 3' 1' 4' 0' 4' 3' 5' 4' 5' 9' 7' 3' 7' 9' 8' 5' 9' 0' 11' 5' 12' 3' U _ #1 / #2 4' 0' 6' 10' 7' 2' 8' 1' 8' 5' 9' 8' 10, 1' 12' 9' 13' 3' 14' 0' 14' 0' _ S P P #3 3' 10' 6' 2' 7' 2' 8' 0' 8' 4' 9' 7' 9' 11' 12' 7' 13' 1' 14' 0' 14' 0' L U H I— Stud 3' 10, 6' 2' 6' 7' 8' 0' 8' 4' 9' 7' 9' 11' 12' 7' 13' 1' 14' 0' 14' 0' QJ o I Standard 3' 10' 5' 4' 5' 8' 7' 1' 7' 7' 9' 7' 9' 11' IS' 1' 11' 11' 14' 0' 14' 0' \ #1 4' 3' 7' 0' 7' 3' 8.' 3' 8' 6' 9' 9' 10' 2' 12, I1' 13' 5' 14' 0' 14' 0' / S P #2 4' 0' 6' 10' 7' 2' 8' 1' 8' 5' 9' 8' 10, 1' 12, 9' 13, 3' 14' 0' 14' 0' #3 3' 11' 5' 7' 5' 11' 7' 5' 7' 11' 9' 7' 10, 0' 11' 8' 12' 6' 14' 0' 14' 0' QJ D F- L Stud 3' 11' 5' 7' 5' 11' 7' 5' 7' 11' 9' 7' 10, 0' 11' 8' 12' 6' 14' 0' 14' 0' Standard 3' 9' 4' Ill S' 3' 6' 7' 7' 0' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #I / #2 4' 5' 7' 7' 7' 10' 8' 11' 9' 3' 9' 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P P #3 4' 3' 7' 2' 7' 7' 8' 10' 9' 2' 10' 6' 10, ill 13' 10' 14' 0' 14' 0' 14' 0' �f U u P Stud 4' 3' 7' 1' 7' 7' 8' 10' 9' 2' 10' 6' 10, ill 13' 10' 14' 0' 14' 0' 14' 0' U �l Standard 4' 3' 6' 2' 6' 6' 8' 2' 8' 9' 10' 6' 10' 11' 12' 10' 13' 9' 14' 0' 14' 0' X #1 4' 8' 7' 8' 7' 11' 9' 0' 9' 5' 10, 9' 11' 2' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 5' 7' 7' 7' 10' 8' 11' 9' 3' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 7' 9' 12, 10' 7' 11' 0' 13' 5' 14' 0' 14' 0' 14' 0' .--i D P L Stud 4' 4' 6' 5' 6' 10' 8' 7' 9' 12' 10' 7' 11' 0' 13' 5' 14' 0' 14' 0' 14' 0' Standard 4' 3' S' 8' 6' 1' 7' 7' B' 1' SO' 3' 10' 11' Il' 11' 12' 9' 14' 0' 14' 0' Aboutjl= t"GabLe Truss Diagonal brace options vertical length may be led when diagonal e 18' )K brace Is used. Connect L jrI .diagonal brace for 7750 •L' +I at each end. Max web Brace total length Is 14', — )K)K 2x6 DF-L #2 or . better diagonal I T +I Vertical length shown brutes single 18' In table above, 45' or double cut )K (as shown) at L 1 upper end. 0 Connect diagonal at midpoint of vertical web. Refer to chart ig KNWARNDKI— READ NO FM-LnV ALL NOTES ON THIS DRAWING: —DPIT(TANT" FlAttIIISH THIS DRAWING TO ALL CONTRACTORS DIQunING THE DISTALLERS.g Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refep2t follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) faw�„s, practices prior to perfor4V these functions. Installers shall provide tenporory bracing p I Unless noted otherwise, top chord shall have properly attached structural sheathing and bo o. shall haven properly attached rigid Locations shown for permanent lateral remin1 d shall have bracing Installed per BCSI sections B or B ns appl Apply plates to e of truss the the and position a.-Z shown above and on and on J t Joint DetMs, ua�less noted otherwise. s no Refer to drawings If-0A-Z for standard plate posklans. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatj AN li'1N COMPANf this drawing any falture to bWld the truss In conformance with ANSI/TPI 1, or for hand(ing, shipl Installation R brndng of trusses, A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional \\ 13723\ Riverportl Drive engineering respunsbltty solely for the design sham The suitohWty end uue of this drawing \\Suite\200 for any structure Is the responsk" of the Budding Ileslquer per ANSL 1 1 Sect. \ \ Maryland\ Helghts,\ MO\ 63043 For more Information see this Job's general notes page ord these web sites - ALPINE, www,atptndt—oni TPI, www,tpinstorgi SBCA, wwwsbdndustry.argi 100 wwwJccsafe,org M '• +A T O oee Iwtuwwa•• N1 All Bracing Group Species and Grades: Group At S ruce-Plne-Fir Hero -Fir #1 / #2 Standard #2 1 Stud #3 1 Stud 1 1 #3 IStandnrd Dou ins Flr-Larch Southern Pinewww #3 i #3 Stud Stud Standard Standard Group Ell Hero -Fir #1 8 Btr #1 Dou ins Fir -Larch Southern Plnewww #1 #1 #2 #2 1x4 Braces shall be SRB (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values ma be used with these grades. Liable I russ Detail Notes: Wind Load deflection criterion is L/240. Provide uplift connections for 100 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3.0' min) nalls. )i( For (1) 'L' bracer space nails at 2' o,c. In 18' end zones and 4' o,c, between zones. )K )KFor (2) 'L' braces, space malls 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 I No Slice Less than 4' 0' 2X3 Greater than 4' 0', but 4X4 Less than 10' 0' + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer, for conditions not addressed by this detail. REF ASCE7-10-GAB18015 DATE 10/01/14 DRWG A18015ENC101014 MAX, TOT. LD, 60 PSF MAX, SPACING 24,0' 'T Relnfo Memk Go Tr Gable Detail For I Pt -in VPrtirnlcz Gable Truss Plate Sizes ppropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates, vertical plates overlap, use a to that covers the total area of lapped plates to span the web. 2X4 21 2X4 r2X t'rovide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nallsr 10d Common (0.148'x 3,',min) Nails at 4' o.c. plus (4) nails In the top and bottom chords. Toenalled Nallsi 10d Common (0.148'x3',min) Toenails at 4' o.c. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015END10011 aW991 igj,S11530ENC100118, S12030ENC100118, S14030ENC 30p10018 '1y S18030ENC100118, S20030ENC100118, S20030E OWnee See appropriate Alpine gable detail for maxim eUii�' ,rVrt f dq 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. eb Length Increase w/ °T` Brace Examples ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 30% = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 2x6 20 ..Dw�(rAMT:� FunuA TREAD AND O ALL �,rRT�swTMS "D(G T�'�'°,E uuTA�LER �• r"�O REF LET -IN VERT Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref a ni' follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo s t1a ° DATE 01/02/2018 practices prior to performing these functions. Installers shall provide temporary bracing pe: BCSI. • Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m cho1{ p �y ° �. shall have a properly attached rigid ceiling. Locations shown far permanent lateral restraint f sb /"1� tJ s DRWG GBLLETIN0118 /l �� l� Il� shall have and position Installed per BCSI and an the J or DB10,et as applicable. Apply plates to enC$j i [, /�//l�I � I�I�\\V'll of truss and poslSlon as shown above and an the Joint Details, unless noted otherwise. + e � • ��{ L V Refer to drawings 160A-2 for standard plate posltlons. ' `4 Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatb r a t O A°° AN RWCOMPANY this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for hnndurg, shppin C p+ MAX, TOT, LD, 60 PSF installation & bracing of trusses. L A seal on this drawing or cover page Ustbng this drawing, kv9cates acceptance of professional \\13723\Riverpon\Drive engineering responswuty solely far the design snow. The +*.,w.rty and use of this drawtrg Re4 ,, q ,N© /29/2020 DUR, FAC, ANY \\Suitel2o0 for any structure Is the responsibility of the Building Designer per ANSI/g 1 Sec2. Aaft RfD1 \\ Marylandl Heights.\ MO\63043 For more Information see this job's general notes page and these web sites, MAX, SPACING ALPINE, wvw.alpineltw.comi TPI, www.tpinst,orgi SBCA, www.sbcindustry4rgl ICG wwwlccsafe.org I VALLEY FRAMING & BRACING DETAIL I Lumber Size and GradeNinumum Requirements Ridge board... 2x6 (min) #2 Southern Pine or better, Rafter spans 20'-0" or less... (A) Zx6 SP #2, SPF #1/#2, DF #2 or better (B) 2x6 SP 42, SPF #1/#2, DF 112 or better Purlins/Lateral bracing... 2x6 SPF#2, HF #2, DF #2 or better Sleepers-. 2x(width of rafter seat cut) SPF 113 or better 2 parallel 2x6 SPF 03 Cripples and blocking... 2x6 SPF 03 or better Truss Below... See design - Southern Pine Material RIDGE BOARD (2x6) 1/2 Height of Valley COLLAR BEAM, EVERY THIRD PAIR OF RAFTERS TYPICAL COMMONS-- 2x4 BLOCKING 2x4 Purlin 24" SPACED 24" O.C. (Where no sheathing GENERAL NOTES Purlins required 2'-O" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: -Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B, 1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE CM "CRIPPLE +Cripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. Space the Grippes for each row starting from the valleys or sleepers and working Inward to the ridge board so that cripple locations are staggered between rows. 2' 0" O.C. (TYp) ` Attachment can be made directly or through plywood sheathing by cutting a 2'W" notch in sheathing 4'•0" TYPICAL Connection Requirement Notes 1. 2x6 rafters to ridge 4 16d toe -nails 2. Cripple to ridge 416d toe -nails 3. Cripple to rafter 416d toe -nails ('•) 816d face -nails 4. Rafter to sleeper or blocking 5 16d toe -nails Rafter to two 2x6 sleepers 416d toe -nails S. Sleeper to truss 4 16d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss S. Ridge board to roof block 416d toe -nails . 7. Ridge board to truss 416d toe -nails 8. Purlin to (Typ) 3 16d toe -nails 9. Truss to blocking 416d toe -nails 10. Truss to cripple 416d toe -nails 11. Truss to cripple 416d toe -nails 12. Cripple to purlin 316d toe -nails (NOT REQUIRED IF SLEEPERS ARE USED) 13. Collar beam to rafter 4 16d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10' _0" Iong nailed w/ 2 40d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of cripple with 10d 50.128"x3.0") nails at 6" o.c. "T" or scab must be 90 % of cripple length. Cripples over 10'-0' long requre two CLR's or both faces w/ "T" or scab. Use stress graded lumber & box or common nails. Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are installed Into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples if cripples fall between lower truss top chords and lateral bracing is not used. -Apply all nailing In accordance to current NDS requirement Ay Nails are common wire nails unless noted otherwise. 000 Ova \�'et•��GI:NS • (A) I (B) (`*) wwVAkNd1G!•• R£AD NO FD10V ALL N=S a TIUS WAVUQ • • ."41 2TANTu FIRM THIS BRAVING TO ALL COMPACTORS INCIMI G THE DSTALLERS. 1+d * LL 20 30 40 54 REF VALLEY FRAMING DATE 10/O1/14 Trusses require extreme can In fabricating, hardline, shipping, Installing and bradro Refer to . t follow the latast adtlon of SCSI OItLLtlFp Component Safety Information, by TPI and SBW for safzty • e to these functions. lnpst tlers stall temporary b tlng B '_ DL 10 20 7 7 DRWG VACNV1801015 practices prlr performing proNde per : STATE OF i u-1 s noted otherelse, tap dhord chit have —t attached x-ru.tu-at ehenthi and bottom • �. shall lave a property attaded rqN eelkig. Locations shown for lateral restraint of v6f • SC DL 0 0 0 0 d O lUl�\vl I ���r� ri� perranent * L` installed per Bb sections tl, D7 r 1110, t ., nnt,ssbno dApplyot plates to each fnC6S % A% of tl have and position o .16 of truss and as flown above and on the Joint Oetnl s, unless noted otherske, • f_ `/ �" BC LL 0 0 0 0 p, 16 w OA: Refer to dvebrgs 160A-2 Fr stnrdard plate posttfons. • • / 0 R 1 Alpine a cMslon of. ITV Bulang Components Group Inc. shad not be for any deviation from •`••A,e„•w•• • X Fs •��lG AN IWOOMPANY responstcte :�r this dwh g, any folu-e to build the truss In conformance with ANSI/IPI 1, r for htu Aing, shlppm �/ r,stnitatbn t b—cing of trusses TOT. LD.30 50 47 61 A seal an tits d Wq r cover page Bstlnp this dvwhg, Indicates nrseptonce of professiral rY/1 f� eery r.=p�r �r1t :platy fr the dvd, 0 — Tl,. xu,t=y a.d xe of t,t� da.r; unaa any loUty D Ad Dvsipwr ANSI/IPI 1 Sae2. DUR. FAC. 1.25/1.15 73389 Lakelront Drive Earth City, MO 63D45 respon of g per /j Fr more Infemation see this Jobs general not page and tie web sltesr 0 /O Z/j/' N.PIrEr rrralprrltrcanl TPh rrr.IpFtTtorgl SBCfu R6 rlduslrYarYl1 IlX} nrr.kcsafraro tl,,,/// ! v SPACING SEE ABOVE