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HomeMy WebLinkAboutTrussREFER TO Eh L PACK FOR CONNECTION. 1'-v1g�T l lr-O• 4— TYPICAL 77' SETBA CORNERSET LABD AND SPACING PLUMB SHINGLE 6 Wtf tv �� o✓l b�aG nq�L G• A"v�73.a� WOI F NEITE. NILTI-PLY GRIDER CONMECTICK ILL PLIES SHALL BE FASTEND TOGETHER ®OLTS, MAILS, AND OR SCREWS) PRIOR TO INSTALATIIH AND BEFORE ANY LOADS ARE AM KIM PER THE ReVlBwed 1Or code SUPPLIED ENGINEERING SHEETS GomplEanCe 0U-*"tac1En9inE3edn9 DO NOT CUT OR ALTER TRUSSES VITIOUT CONSENT [IF THIS UMCF. BACK CHARGES WILL NOT BE ACCEPTED WITHOUT PRIOR VRITTFN APPROVAL BY OUR lenCeS - SERVICE DEPARTMENT AT CARPENTER CONTRACTORS OF AIERICAA INC. 9487 NOTM ALL BEARING VALLS MUST BE ADEQUATELY DESIGNED TO CARRY THE LOADS IMPOSED BY THE TRUSS OR TRUSSES, AND HOST BE ]IPL.ALE AND IN -SERVI BEFORE THE TRUSSES ARE SET IN OMER TO AVOID REPAIRS Labeled End Mario Total Truss Quantity = 73 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. General Notes 1) bumN Oat t>v,e and " �d� Imp IM t.P dad P.V* Paid 7m fD a tufsW 7.r, dd. W B) A. haq.. m M Snp.on HL820 ui— ..nl� total. 3) Al bw .p &j Is 20 OG .4k dh.A add. 4) Pa Tam Hdo Eab'4tm BC9-81 ttaaarm.6a5m ptmard X-radp d,ockI b. pb d A a miten yabq 15' O.C. o=a the V.% I. M npDA.d d a masian d 20' E.t..o .arh X-0,— (hayaR U,. *Ucbm . nrr (a BC9-81 ra (M ditad train ROOF LOADING SCHEDUL TCLL 20 PSF SCLL = PSF BCDL 10 PSF TOTAL = 37 PSF DURATION = 1.25 % HAND SPD/TYPE= 180 ENCLOSED BLDG EXPOSURE = C USAGE= RESIDENTIAL CAT 11 WIND IMPORTANCE FACTOR=1 UPLIFTS BASED OW 9.2 PSF S GN KM$U FBC 2017 TPI 2014 Td,M membe, design d:10 ..d o .i . e drsiggnncd far —p ..10 and mavimom Tos-d manbsvoind far ce rts,-g claddags g sV5lrms. These umsm havc been mimved,o carry an additional 1W psrna"-co rem boaom 31bre load. FLOOR LOADING SCHEDUL TCLI_ PSF TCDL = PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND UPLiFIS ARE SHOWN ON ENGDQEERING WALL KEY (L-ak--f DESCRIPTION HIM DATE tw txi tav a .sw tts... nn acmes. to M L W v oWM m nomv v.scv moves .uaiu . Im CC" MIN YDO ■ NIM RO IN.101I®MI.O O.Ot .l•1 V1dN m lL. p ai/a2 M OrY��B11f�H.ls Af Y.fT ea .voo ncv, anent un sa► wn J CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. NL W. WINTER HAVEN FLORIDA 33880 PHONE, CROW 959-826 FAX, (I63) 294-24I8 BUILDER D.R. HORTON STATEWIDE PROJECTCRMOME MODEL 1872/ARIA/4EAB CCA PROJ/MODEL/ALT 7AS/ 167EC/ ALT DESC OTC 3234 4RIIQ11'Y CIRCLE LOT 40 BLOCK DESIGNER PAGE R S 1 3//29 17SC, �NN4 333978R 1A LE "=1'. R9rER PAO( FOR comac1I0N. 0 r TYPICAL 7' SETBP CORNERSET LABEI AND SPACING Reviewed for Code Compliance Universal Engineering Sciences KUM MULTI -PLY GIRDER CONNECTION. ALL PLIES SWILL BE FASTEND TOGETHER (BOLTS, NAILS. AND OR SCREWS) PRIOR TO INSTALATION AND BEFORE ANY LADS ARE APPLIED. PER THE SUPPLIED ENGINEERING SHEETS. NOTE. DO NOT CUT O2 ALTER TRUSSES WrrHO1T CONSENT OF THIS GFFICE. BACK CHARGES WILL NOT BE ACCEPTED WITHOUT PRIER WRITTEN APPROVAL BY OUR SERVICE DEPARTMENT AT CARPENTER CONTRACTORS OF N*PJCA, INN 877-293-9487 MOTE, ALL BEARING WALLS MUST BE AMIUATELY DESIGNED TO CARRY THE LOADS IMPOSED BY THE TRUSS 13R TRUSSES, AND MUST BE IPLACE AND IN SERVICE BEFORE THE TRUSSES ARE SET IN ORDER TO AVOID REPAIRS. Labeled End Mark Total Truss Quantity = 73 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. General Notes 1) A Perdd dad tnaam fbt brmn and flat girders ham the top dmd Pa•B* Painted Wew to be iddW gm tide as 2) N ' - to be Simpem HUS26 rssesa oft Mel 3) Al tnn Voc'rg 6 24' O.G wins atMsfse Med. 4) Per Tnns Plats Ywtide B=_81 mcxmnwAdim pmrord X-bra&q W=Ad be pbnd at a mmdmun prig 15' O.C. anom the aM to be repelled d a mmdmrm d 20' bebreerh each X-0ran Uva.9ho..t tla stnwhm fleAe refs fo BC9-B1 far any ad6Bwd bracing detaft ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL = 7 PSF BCLL = • PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 R NAND 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 Truzs member deal�a dt conractorplares are designed for ASCE 7-10 and �dmm fames fromboth mrrgonents_ adcladdiags and main aid force resisting system `These Un- have been reviewed to carry an additional 104 ps non m bottomctard live FLOOR LOADING SCHEDUL TCLL = PSF (BDC LPSF = PSF OTAL = PSF 01 ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND UPLIFTS ARE SHOWN ON ENGDIEEMG WALL KEY 08'-9' DESCRIPTION IMT. oATE vr. oc ra a suw w Xy mr vw ■ou @ s soave vhun n� @ 0 M N W9 f11r1 A am @f .OIMIr NI 1[N Yl0 ■ aUA A rLV. � 11!>Duna a0r .� Ili lD @ w vroe odnre.�se R w .rrwo ray. aw�v u>a s aw s , e s NCARPENTER E-- CONTRACTORS OF AMERICA 3900 AVENUE G. N. V. WINTER HAVEN FLORIDA 338M PHONE. C800) 959-8806 FAX. C863) 294-2488 BUILDER D.R. HORTON STATEFIDE PROJECT CRffiSSIDE MODEL 1672/ARIA/4EAB CCA PROJ/MODEL/ALT 7A5/ 320/167EC/ ALT DESC OTC 3334 TRINITY CDR LOT 40 BLOCK DESIGNER PAGE RFS I 1 DATE 3 229 17 L'#333978R 1A4 "=1' '{. Builder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE 16.11. HORTON/STATEWIDE [7A:5/i2I D 167EC Lot: 4 0 Block: Address: 3334 TRINITY CIR ............................... _.............. ............ ............................................... JobNumber: N333978 ...................... _................ .......... ......... .......... .......... ..................................... Revision Date: Unit: New Load #: R101 Reviewed for Universal En91ne"n Sciences 9 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALPINE March 13,2019 AN UWCOMPAW W. Bob: Michaelis, Ca�bniter'C oin'tractoir . s of. America„Inc.. ,39 . Op Avenue 15, Northwest - winter Haven,Fl- 33880-6201 Re: AlternatiV6 - ihsWlWflons-for 6 single ply carried truss with a width s than the hangerwidth,and. - Wood..blo,bking.toachieve full des.1 . loqd-Valuefar de..nio.-uhtb.d,-hanger'.atta6hi-h6nt"' I Ign. on.a one ply supporting girder.- (Reference detail WA3M2).-. Pear Bob. F&a single Ply carried truss "With- 'a width le'§t than'th6 hanger. Width you' can.1h;galt:q. prefabricated jack.. scab .truss: (*) for woQd.filler. blockiogi.� The' chord sh-res-:c . . ord..gracles, an Alpine: C; 6 a 6 ...h. . 1 .0-41 e.---*.bhhi��bt r.p] t as the single'r pl 'carried truss. The prefabricated tddb' truss be the. same. y ry,W.ill have aninimmi s .length. of 4W a I h.:of,511-2 e I and W�t have a. mjr)jrn�qm pi 6 The single ply. carried cussshall have :.a reaction of 3,-500#orless. Aftad prefabricated.jacKscab,truss. with,* two.( 'of 0.128" 3ff" GUn Nails at.2' h, 2) roWs�. x O.C. pet.r6w.,-staggered 1*":(Sbe Figure 1 b616*). P16ate'..refer to th6- Simpson Strong.-TieCatalog C- . C . 2 Q'I ;: 9.1. page 21 6:. Figgro.-34pr more information; orm.ation. Figure For single Pl'y':, s) h a Val 6. e- 'gitde'r'that requires woo to,bbhl'ovefUll de g lo d u. forflac. mounted hangers -attach one wood. block to the back face of the single :ply gi.�.der with . . t . he, same size: and gtade.as'the bottom ch&d.Of'tho single. -Ply girder. The wood block 16'idg.th to be such that'Ahe'wood blocking --extends to each adjoce'nt�'panel 'p'Q*!ntp.:(*6bs-.afid bottom chord intersections}:. Attach wood 4'o'.-128,�x3.Q'J Gun N . 'ais dtV- 0.-0 . , pe . r: . . , staggered i. . 3.0 " applied . . . to: the bblock'with t�vo., rows. i row 676o'Forum Drive Suite 305,b.riando;FL. 32'8.21.=(00 .621-9700-(864422-8685 www.alpinekwcom ALPINE AN awccmfMw single ply -girder face; with an additional (29) 0, 14' ' 2870 ''Gun.Nalls jai;--.each:pint ap plied Ppi.,ed to `the, Wdod." bio6i* be (S'6o Fig'tjte�.2 'k). o thLi.�Sirho.�6h.gttohg-T.ie:C.'btdlog C-C2019j fa �e Please refer i -page 216, Fio.drb..Tfor more information. Figure 2" .. ......... ... .... .. . ......... .. .. .. . .... ..... ....... .. ... . ...... ... .. The applitatioh of pt6f6brlic''ated Jack *scab tfu"ss fb'r Wood filldrblockin*g :or wood blocking to; achieve fUll. design load value for face mounted ' hangers a I an must be,.apprpved by the hardware mpnufaciu'rer�, Ali edge and end: distances, and'*spacing for . all nail connections must be sufficient to #eVehtsPlittihg of If I can.be of anyfqrther assistance,or if you have anyquestions. please7give me a call. Ncf-70 STATE William H. Krick- .E. % A,� Chief Engineer - .Alpine -an- InN Cbmpany'*- "0 Engineering Popqrtment Orlando; Fl- 6750' F6r'Um': DdVL-.-Suite '305-,:O'Eland6,.FL 3282.1 - (863) 422-8685 Wvv*aiP*ih0it,W.c,6rn Iil ALPINE MOWCOM-MO Apdl 267,2019' Mr. Bob Michaelis Carpoter Contractors ofAffierida, Ind. Avenue 0-i Northwest Winter Haven, FL 33880-620 1 I Dear. Bob,. Rd! Strong back bridging, on fb6f.trusset. I understand -there is doM6 concern over our recommendations f6rstrohgback bridging on roof trusses; "8frorigback bridging for roof trusses is not a.-rqquirementof:ANSkTPI 2014.nor is it a req uIrementof.the Building Component -Safety, Information- .(BCSI), But strongback bridgihgt, brY roof- trusses 19 recommended by Carpenter Contractors '.of America: -Str6nigbabk bridging, servies the:. following two.. functi6h.s:.' One, bridging aligns the bottom -chords after. they are. set so they are uniform along the, ceiling line and .helosW'th-ceiling-servicOtbiity TWoi bridging reduces r61MW deflection' of. adjacent: ttUss6s:; Strongback bridg'ingf.doe's: not: prevent or reduce -overall individual d6flectiah, especially any rb6ftru§969, dipjii6 ­ * -M rethan 1W inch. f . .. ....... ............ ... ....... ....... ... ... .. Sitrongoack bridging in roof. trusses doe's not serve as *.terh'p**o*rary. : -o'e permanent : bracing and Is not intended to js desigO loads, -between trusses. Consequently, no de ad' have' hten .distribute. or y sidn 16 been accounted for With this. detail and continuous §trcihgba*ck should not bb -,attached between common and girder trusses.. The use :of strongback bridging shall. not. interfere with other, design .. .. . .­.... . . .... .. . `interfere with other . considerations as specified the Engih6b 6cord or the Building, Designer_ ons fi. bk r'.-of , R The outer -ends .oithe '8trorig"oap'kbridging shall be att9ched.10 a(wall 'or anothersecure end restraint. or as specified'.by the 8hg* lineeir of Record 6r.thd BuildinO.De"sig"Odr. Sfr6h'b'ack- bridging'�hall. be �a- minimum of 2X6 nominal iurnbdr oriented m4th the d6pth- veiticaf: A 9 1 . Attach with f8d -common nails (0.16Z�x&51 nails at: each intersecting 'mernbet. When extending the - .strong .strong back bridging Oing overlapT y af. . amni . mum ... of . two . . (rustes, The :location of the: stro b rig. ack bridging. maybe be specified y 'the. Tru§'s M6nuf6d.tut6r.,. Engineer, of * Redord, or Building Designer., P16,ase -tefer"to SCSI "St - rang . backing . PTovis'ions" or to Alpine:: STRM-Oki-.014 detail for more. information. The qraphidl (Figure_ lsfdrgi�no` shoWh (FigU ric illustrative strdtive'pdrpose only. W'O 176rum Drive:Suite 305, Orlando, FL.32821,- (800) 511-0790.- (863) 422-8685 w ALPINE 1 11 'r V.; U Lm. 1.6.11 _L L_ kA X d I .'. -.P j Figured. If Lcai n*. be of ;any further assistance' or-, I you have : any questions, please; give. me a c.A.. WilbM, H. Knck P.E. qhief'.Eng*k*!)eer Alpine an ITW.CoMpany Engineering­1360Aftmient -Qfhan.d% FL I N STATE 0 6760 - Forum Drive guite.365, Od6nidd; FL 3282:1 (800).521 - -9.790 - (8153)422=8685* WWW' ' ' alphe. Itov I BUTT STRONGBACK op- All scabrnon blocks s�hall, be: a. rqlnlmum,,2x4 'stress :BRIDGING TOGETHER gt7A0ecl lumber, o�-.The purpose of strondback _0.r 'ATTACH SCAR WITH* 10d:BDVGUN velop load shdr'fng e' in v a -L LAP* VRONGBACK-IRIBOING MEMBERS ST.RONGBACK 'BRIDGING: SPLICE TETAIL cletalts, is recommended a.-.t 10' �0` o.c. (max, W10cl -BOX/GUN or roof -sys.tem. R.efer Ao.- the: Truss. De.910h system to help P. STR13NGBACK BRIDGING. frorq � -_-_--_�___. . '--'-_-_-� ___'_ � _ - _strongly . :STRONGBACK TO BLOCK W:Q) for ot ITC IF AN 1TW4MMPANY s As -reowd"M cw LID Lm W=% =9* " 'khme %tw= . . . . q .. ......... SHORING- D..'ET.A.1;L�' 'W68 V"S -.1,00 Ra�ri . .......... ETS L A. -TONING -THN"5019 Alfi-VE LAU­dR, P ads.. �ApsSE ". Oslma R V.i iCD-TION -'TESIAL.. HA MUM DE.' AN GF,:::A -P T AAXI -Al ATUTAIN W PALIX;.--M- d 0 OVER AST 2-TAUSS: S..-' 't ik" 10 -PLAM:8 AND.. SME -APPROPRTAT'RAPTINE.' 0%. 4- FO�:' . WR THE9- DATA 00T." R Matt gildl a A IAL AM LABQR: bj- V., INfiE STALL. At 0 -TO. -Rrpo K wit �.Ipsrl vrA+q"iv-' Fl; -t,!h O1SS U PLIC11- R-Alt N IA T4. m. Otk.�Owc. blo& i- gd-`Oif :Cn n yy 4AF �rj'ck # 3.8 sf lay e-0-- . ... ...... Htl P 8- 42-- Eo. ­R SS -T U ts.. AR. ZLE -CAL. J.P.LT, 'I SSCAL T fli 05 Mm u� TAU Cracked cr Broken This drawing specifles repairs for a truss with broken chord or web member. This design Is valid only for single ply trusses with 2x4 or US 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 de -tall, (B) = Damnped area, 12' max length of.damaged section (L) = Minimum nailing distance on each side of damaged area (B) (S) = Two 2x4 or, two 2x6 side members, same size, grade, and species as damaged member, Apply one scab per face. Minimum side member length(s) = (2)(L) + (B) Scab member length (3) must be within the broken panel, Nall Into 2x4 members using two (2) rows at 4' o.c., rows staggered. Nall Into 2x6 members using three (3) rows at 4e o,c„ rows staggered, Nail using 10d box or gun nails (0.12B'x3', min) Into each side member. The maximum permitted lumber grade for -use with this detall Is limlted to Visual grade 01 and MSR grade 1650f. This repair detall may be used for broken connector plate at mid -panel splices. This repair de -tall may not be used for damaged chord or web sections occurring within the connector -plate area. Broken chord may not support any tie -In loads, Member: Repair Detail Load Duratlon = 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# 8009 Web Only 2x4 18' 975# 1055# 1295# 1415# Web or, Chord 2x4 24 975# 1055# 1495# 1745# Web or CY�ord 2x6 1465# 1585# 2245# 2620# Web or Chord 2x4 30 1910# 1960# 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36, 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 2975# 3045# 3505# 3835# Web or Chord 2x6 43954 4500# 52254 5725# Web or Chord 2x4 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 6660# L Nail Spacing Detail 0WAMNSINK MD AM MW ALL NOTES tH THti DRAYINDI anWXtANTIa FURNISH THIS DRAMW TO ALL CDHTRM709t INCLUmNa THE WTALLERS. ,..........N..,,a•....... 1, 1ah..teetlna. haMll— shlooiu. Instal@n and lraelm Refer to ' Hlnhun L Bistanee e L S L \� L I I MJNnun B L L Dletonee pw ctkas pNor to pirlar.Jr.p <hai functions: IiutnllitTi'ahgU p'ovkli Sinp*93y "' •pie.n ch trl dess %a Pr otMnlse, top chord shall havt properly attached struet+ral sMatMng anr� bottom chord �. shall have a properly attaehfrd rly_W ee34m Lacatlons sgiern for pernonent lat■ral restraint of robs rthan have bracing hstaO■d per I se 13. 27 or 70. ae apfucoblr' r' ptates to each face IALSP�kNIE of truss and posHkn as shorn above and an the Jo1ni Drtol% uh ess notedd c"rvlse, Mfer to drarings JA4A-i /ar standard plat. positlons, Alpha. a dNlaton of ITY RA dIn Components Oro lac, shell net be respanslhle for onyy devlatlon from AN ffSN 130M \NY tWs drsviny any tenure ie badlrPtM truss hh con�ornancr ahh ANSIMI 1, or for h■ndttg, shtpphg, hstatlatlon e.ZI�odnp of irusset A ar■l•m thh draatng x govlr page Uoling this almok,g, ledent■s aec■pimhee of protax4onal .r,ghr■r,■,e�,,orulbllty so4ly far tFla desgn slwrti Ths sWtob111y and use o/ iNs dresHg 7378g Lskehonl Odw roe any _- _ •_ s Is ilia rnponab0.tty of tFx IUW4 I"Ver per ANs1RPI I Sect. Esdheky,MOD30�5 For Nan lnforratlon sir this job�r general notes ppapps and these reb sltesi SPACING 24.0' ALPINE rW,►I M1ts.eanl TPL ree.tpl,rt.crgl SDCN vrrelxlnductryorgl 1CG rvrJCasafe.arg L REF MEMBER REPAIR DATE 10/01/14 DRWG REPCHRD1014 u Riudg BOARD (W) % Hdlgbv- 01 vikl-zy Xr SPACING 4; 4ebabir 9EAh%-EV5Ry 74PA RA&IRRS a -hoeby-.40- Wv r l4pikq -Maximum *.An'N'f height; 4A.foot -5 @1:&,1-rbmphi.Enclosed, Cat it, 10 11! -of Fjndlokd,--Expthl1�zt'1'o_ ... � A-.M��ij�iu Jiid7-16, 00 mph; bymih—) rafter If cr lip P; . a : S '61"rafter, are USED TRUt'S- I-S - UNDER VALLEY FRAMING FITE Ft..OR RIDGE® (djg �ui, PLC- lphleb-40-M`116 -30 Psf (TL) And 20 PSIf (.TD) Mak, wtfie,crlpp * '?.If9t eXoh from. ho-v-41 oys bf-SlooPom e Ooqh`4+66n Pt6quiremonfkates 4 1Q_ta4i9I&- 7. 4 W1:06-0015 3. 0100W�-tbfii:i (11:4) a 16d-fate-nalls 45-16clIce,021119 mft&!&.two-2x6 sleepers.' 4 26d tae�alri 416d tdd-ftft 6: ?Rtd$e:boardto roof block A 16d toe-ndlls L PFTCY .7. --RId'8'e-baWAl fj*Jr.057 414cl-t0e.-A4JI3 S. 4rufffri to IT"), A1.6.0tdo-nal Is. .g. Trizoa.. 6164kwe 4'16d.`t*cP6WIl$ .10. Truswtd;krjopk. 4-16cl-fte;FTkIli Truss to dal ,,Wp_ 4.116.4.toe-baits .13. :0 Itkrbeam Wraltdt 4 16dtole-nal(s. doMM611 NAILS .fir No" ••'.W- y tM; F6 gd'.Sb 46 54 RtP Nkt& hWumd *9WAWNq1O- WA DATE; 101911k4 M'rm FUR" aspsIPAVM to 48.61 7 D. C DL IP ZO 7 fwww Vw. taltit'id vkv. wK rX., Y. jPA:hd, svw� fo,_- iir IN , .,f . - -," id Ay, BC b 0 .0 0 0 WIG VACNV1801015 =RE-3171 amit hat �Wppc. ., PEN., TAT e' 5 0" ktt Ited per" mciiom)� ;,I �C- LL 0 .0 0 IMnais 0 ww. Twikimid *tv P=1 p " 50 47 fitrot DW Rl n•Of Amw". Il F7�,W�"%W6i " ". *. W—kLi.poriiw , .K*•k iw:4, taL .6.:1wftAROVE i Face -Mount Hangers - I -Joists, Glulam and SCL .......................__.-..._...._....----...----.._._....._...__................__............................_....._......................._.____............ _............................... ... _... ......._........... ....... __........ ... ...... ---... --._........... _......................................... i ID These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. i A 07 Actual Joist 1 Model ' Size No 00 IUS2.56/16 21h x 16 MIU2.56/16 U314 HU316 / HUG316 MII19.5tilR m :sr1U31b/t1Ul,3ib 21h x 20 MIU2.56/20 .21hx22 to 26 MIU2.56/20 2916 x 91/4 to 26 3 x 9"'h ' MIU3.12/9' HU210-2 lHU0210-2 3 x 117/a MIU3.12/11 HU212-2 / HUC212-2 ..HU325112/HUC3.257" HU3.25/161 rried Dimensions Fasteners "" Allowable Loads tuber Min./ (in.).,, Cotle, DFISP ° ` ' SPF/HF = Web 'Web . -- Max �` Species Header , . 'Speci6s_Header : het So Reqd. ik " H = 8 Face e ,foist Uplift Floor Snow, Roof ,Floor' Snow Roof (160) (100) "(115)`; (-125) =(10o) (115) "(125) ' • - 26/a 16 2 Min. (14) 0.148 x 3 - 7O 1,660 1 1)5 1,805 1,425 1,555 1:555 Max. (16) 0.148 x 3 - �0 1,805 1,8J5 1,805 1,555 1,555 1,5155 • - 2916 15716 21h - (24) 0.162 x 31h (2) 0.148 x 11h 230 3,455 3,920 4,045 12,970 3,370 3,480 • ✓ 29A6 101h 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 • ✓ 2616 14% 2'h - (20) 0.162 x 31/z (8) 0.148 x 11h 1,515 2,975 3,360 3,610 2,565 2,895 3,110 IBC, FL, 2%61 17/6F 2h' =: (26) 0.162 (2)0.148x1.12 �A230' 3,745 4,045 4,045 13,UO:3,480,3,480 LA ✓' "2✓�6j ? 14,1a-7 21h 1= (20)0162X"3'h"=- (8)0.148x1'h"; II515" 2975 3 360 3;610, 2=565:2895{;,J10a • - 2916 197/6 21h - (28) 0.162 x 31/z (2) 0.148 x 11h 230 4,030 4,060 4,060 3,465 3,495 3,495 a • ✓ r iT 7 `2�i6 77 4e 19716. ,21h = (28) 0.162'x 31/2! (2) 0.148,x 1 Yz ' 230 4,030 4,060 4,060 "3,495; 3,495. i 2916' wide joists use the same hangers as 21h" wide joists and have the same bads. ✓ 1 3IA I, 8'3hs` � 21h Max: .080162 x31h, , (10) D 148 x 3 ,T95 2,680 310W 3 250 2,305 � 2,605 � 2,800' IBC, • - 31/8 111/ 21/z - (20) 0.162 x 31h (2) 0.148 x 11/z 230 2,880 3,135 3,135 2,475 2,695 i 2,695 FL, • ✓ 31/8 10916 21h Max. (22) 0.162 x 31h (10) 0.148 x 3 1.795 3,275 3,695 3,970 2,820 3,180 13,425 LA 3 %a 113/d _ ,2'/z" = (24) 0.162,x 31/ " (12) 0148 x 3 11,795 3,570 14,030, 4,335 3,075 3,470 3,735, All... J•f!1\l1iC�]:.,7 ]/_' e'tOl n iA 0., '] 'i Gir •o,n-m '1 '1[2 f�11'')R1/1 �:1.GG114790l1i'71lIf. 1 HUC3.25/16 �. ' " �;i4 i3'� rz Max. ° (26) 0162 X 3Iz (12)g0148 X 3 e' r r, ;,3;870 . 4;365' 4,6953 a330 3,755,)4;040'- 31/a glulam H000210'2-SDS "- • 3'/4 9,b'- 3 - (712) %` X 2'/i'"SDS (6)'/4"-X 2'/z" SDS' z 7°� 1. a15; 4.315'1 4,315 1 3 b00, 1,710 3,710= FL HGUS3.25%10 �' • 3�/a $5/s ,' ,' 4 - (46) 0.162 x 3'/� (16)"0.1,62-x 3Yz,'` 4,095 9,100 9;100'(9,100, 7,825 7,825 7,825: IBC, +IGUS3?'Y12 •� 31/4 " 1051a. 4 , ==`, '(56) Q.162 x3T/a; - (20} 0�62 x 31/z_' S;040 9,A00 f1;400F 9,400 8 085 8,0$ $;085` FL LGU3.25 5DS •' -' 314' 8 to 30' _ "41h = {16)'/a" x 2'%z" SDS (12} ?/4':1t 2yh"SDS 5 555 6;720 7 3i 7 31 `` 4,840 5;r'EiU j o,LE"5 HHUS46 - 3% 51/a 3 - (14) 0.162 x 31/z (6) 0.162 x 31/z 1,320 2,785 3,155 3,405 12,395 2,715 12,930. 3'h x 5'/a HGUS46 - 3s/a 471a 4 - (20) 0.162 x 3'/z (8) 0.162 x 3Yz 2,155 4,360 4,885 5,230 3,750 4,200 4,500 HUS4$ • ,3a ,6Y5%16 . 2 - ,>"(6) 0;162 x31/a " : "'(6f0.162 x 311z :_ 1 >0. 1;595 1815 1s96o )1365i 1,`5551,680= 31h i 71/4 HHUS48 ` ' ` • •' " - 34 7'ls .: 3 ' ,- _ (22) 0.162 x 31/2 (8) 0.162 x 31/z F S`) 4,210 4,770` 5146 3 615 '4,095'14,415' ..; 'HGUS48- (:35/a 7K6 4 = • -. (36) 0162-x 3'h, " (12) 0,162 x 3'h - 3,235 7,460 7460x 7,460; 6 415 6,415 i 6,415' IUS3.56/9.5 j 35/a 9'/z 2 - (10) 0.148 x 3 - 70 1,185 1,345 1,455 1,020 1,160 11,250 MIU3.56/9 - 1 3916 81316 21h - (16) 0.162 x 31/z (2) 0.148 x 11/z 210 2,305 2,615 2,820 1,980 2,245 12,425 U410 • • • ✓ 391e 83/a 2 - (14) 0.162 x 31/z (6) 0.148 x 3 970 2,015 2,2851 2,465 1,735 1,965 j 2,120 HUS410 - 3916 81516 2 - (8) 0.162 x 31h (8) 0.162 x 31h 2.990 2,125 2,420 2,615 1,820 2,070 2,240 HHUS410 - 3% 9 3 - (30) 0.162 x 31/z (10) 0.162 x 31/z .3,56E 15,635 6,380 (5,445 14,845 5,486 , 5,54E 3'/z x 91/z HU410/HUC410 ... ✓ s 316 s 8 /e 1 2 h - 1 (36) 0.162 x 3 h 1 (12) 0.162 x 3 h 3,23 F ,,., 7,460 7,460 7,460 6,415 6,415 j 6,41E HUC0410-SDS • • - 39AG 9 3 - (12) 1/4" x 21/z" SDS (6)1/4" x 21/z" SDS 2,265 4,500 4:500 4:500 3,240 3,24013,240 HGUS410 - 3% 9116 4 - (46) 0.162 x 31h (16) 0.162 x 3% 4,095 9,100 9,100 9,100 7,825 7,82517.825 IBC, LGU3.63-SDS - 35/a 8 to 30 41h - (16)1/4" x 2'h" SDS (12)1/4" x 21/z" SDS 5,555 6,720 6,720 6,720 4,840 4,840' 4,840 LA MGU3.63-SDS • - 3% 91/4 to 30 41h - (24)114" x 21h" SDS (16)'/4" x 21h" SDS 7,260 9,450 9,450 9,450 6,805 6,80516,805 IUS3.56/11r88 - 3%l [; ,117/.e 2. .= (12) 0198"x3 > °°= - 0 1,420 :U15' 1,745�1220 1;390 1,485' U414. - >•,• • V"(�J_Jj6i I : Y" - ('Ib).U.JUXJ-Y2 (b)U146X, ° �HHUS410`' ' • '• - 35/a 9 `, 3, " ;=. (3D)„0.162 x 31h . (10} 0.162 x 31h : HUS412 • • _ „. "39l6 . ,.10'h " ° 2" -°- (10) OA 6 1 Z x 3?h= (10)1 0;162,x 31/z 3'/zx1Y/a .HU4121HUC412`� - .° 3%6 1N6 21hin..(16)©162x3'h ��:. (6)014$x3, Max, x31h 48x301 HUC0412 SDS. • � 3s16 11 : -_ �(14),7/a"x2?/i"SDS' (6)1/4"X2r/z"SDS' HGUS412`= "`"" •'. •_�',. ,; 3/a" =5101e' 4 ". - ,.(56)0.162x3'%z, (20)�0162'•x.3'/z- LGU3.63-SDS • • 3$/6 "8 t6m- 41%z „=1 (16)'/4" x 21h"SDS (12)1/4!' X 21%" SDS MGU3:63-SDS • ` • ;3 /a 91/4 to 30 41h - (24)1/4;' x 21h",SDS' (16)1/a' x 21h" SDS ' HGU3 63 5DS • = . "35/8 11rto'30 41Iz - (36)?/d X 2'/z' SDS (24)?4' x,2th" SDS 46 See footnotes on p.150. THA/THAC Adjustable Truss Hangers rv`�EERFp W ®6_ 9J E This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within 1/4" from the edge of the top -flange members. For the THA29, nails used for joist attachment must be driven at an angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more hail 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 3W (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 131i for THAC422 for 122-2 426-2 THAC422 13/i typical 2 h' for THA422.2 andTHA426-2 Vo THA418 Face nails Top nails Double 42 — 2 face nails Use full table value (totaq Single 4x2 4 top nails See (total) nailertable > i the double tabs and install it into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps maybe installed straight or wrapped over with tabulated face nails installed into top and face of headE ® Double -Shear Double- Dome Double Shear Shear Nailing Nailing Side View Side View; t Nailing i Do not (Available on Top View i bend tab some models) '14%'" 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 UPI Top Flange Installation er to tnote 5 p.187 86 THA/THAC Adjustable Truss Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. 11 1 THA29 18 15/e 911,46 5'/s 1'/2 — (2) 0.148 x 3 1 (6) 0.148 x 3 1 (4) 0.148 x 3 1 525 11,750 1 1,750 1 1,750 450 1,330 1,330 1,330 27/s — (4) 0.1480 3 (6) 0.148X3 (4) 0.1480 3 525 2,010 2_,610 2,610 1 450 11,985 11,985 1 1,985 THA218 16 1 % 173A6 5% 1 2 1 (4) 0.148 x 3 (2)0.148x3 (4) 0.148 x % 11,460 1 460 1 1,460 — 1,110 1 1,110 1,110 IBC, THA218 2 ";16 3",1/a 17y�/�s '" 8 2 ` — (4) 0162 X 31h (2) 0.1fi2 i8i/ {6) 0.148 X 3 1.9 `➢ ,19: 1 l3v SU I eft 1 a1 " ' FL, LA THA222-2 16 3'/a 22Ys 8 2 — (4) 0.162 x 31h (2) 0.162 x 3'/2 (6) 0.148 x 3 — 1 96 1:995 1,995 — 1:490 1,515 1,515 THA413 ."8" 35/s 1335s "41h": 2',­,' — (4)0:148x3 (2)0.14$ic3 " ;(4)"0:148x3", 1 533 THA418 16 36/a 17'/z 77/a 2 — (4) 0.162 x 31h (2) 0.162 x 3'/2 (6) 0.148 x 3 — 1,960 1:995 1,995 — 1:490 1,515 1,515 THA426 114 13a/a 126 177/a 1 2 I — 1(4) 0.162 x 3'/21 (4) 0.162 x 31/z 1(6) 0.162 x 31hl — 12,435 12,435 1 2,435 1 — 12,095 12,0951 2,095 FL I THA426-2 114 1 71/4 261/s 9a/a 1 2 1— (4) 0.162 x 3'h (4) 0.162 x 31/2 (6) 0.162 x 3'h — 3,330 3,330 3,330 1 12,865 2,8651 2,865 u t{N! Face Mon axJlns allaUo>1 �•B.•. - .... „, e ... •:,.. .„ uv..... ,. , F„« .., r ..•E .>. ._ ,.,>.„s! ,:: 9, „ r, ..; i .. •E'b Min �Ae� THA29 18 15/a 911/16 51/a — 911/6 — (16) 0.148 x 3 (4) 0.148 x 3 525 2,265 2,265 2,265 450 '1950 1950 1950 THA213 " ' 18 " 15/a ` 133is 5M2 13�s- (14) 0.148.x 3 (4) 0:148 x3 „85r {Oho 2 840 '; 45f1 7 i E° 1�0 201t THA218 18 1 % 173/ie 51/2 — 17-i6 — (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 1%y;'tis $ '141/s = . (22) 0.162 X 3% (6) 0.162 x31h 1855H3,33 i0- 3 T ` 1 595 2�H°'� 2,84 �,( 45 1 IBC, FL, THA222-2 i6 3Ya 22%. 8 — 141/s — (22) 0.162 x 31/2 (6) 0.162 x 3'h 1,855 3310 3,310 1,595 2:845 2,845 2,845 LA THA418 16 3% 171/2 77/a — 141/16 1 (22) 0.162 x 31/z (6) 0.162 x 31/2 1,855 3:310 3.310 3,310 1595 2;845 2,845 2,845 THA422' i6 A '22 7%, 14% 10 3,340 ;` 3X ` 9 " 2; f. 2;848 . t.,8 THA426 14 35/a 26 77/a — 16'/s — (30) 0.162 x 31/2 (6) 0.162 x 31/2 1,855 4,415 4,480 4,480 1,595 3,795 3,855 3,855 THA422=2 14 71W 2`2'1?% 93/4 `' 1�06 (30) 0162 X 3'h (6) 0.162 x 31h 1 855 5120 ,520 € 5 520 °'' 1595 4 445 4 "7A5 ° • '4,745 '' FL THA426-2 14 71/4 26'/s 93/4 — 18 — (38) 0.162 x 31/2 (6) 0.162 x 3'h 1,855 5,520 5,520 5,520 1,595 4,745 4,745 4,745 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a downbad rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11/2" min. top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer appications, 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" nail in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 18 LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers �j 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. i he double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing that distributes the load through tinio points or) each joist nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • 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 Mew Double -Shear Nailing Side View Do not bend tab Dome Double -Shear Nailing Side View (Available on some models) 1. for 2x's 11,iis for4x's H s 4;w B LUS28 HHUS210-2 uy ,/R —< MUS28 0a �: y� 'n pp �, Ps HUS210 (HUS26, HUS28, and HHUS similar) Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 V6 PEoI elgel to Lb'0 PEoI atgel to 99,0 lno leAeg A < m •lapis ainoe-uou) al6ue aplslno peOl algel to Lb•0 peol algel to gq•0 lno eienbS 1.9 > m > Z aql uo papelsui slleu Idol IN (Ino fanaq aq $snw;solp PeOI algel to Lb'0 PEoI algel to 98'0 lno lanaq 119 > m > Z 146t)d pamems PEoI elgLl to 9b'0 PEoI algel to ZL'0 lno 19n98 Z > m Ja6uEH snHH malA dol PeOI algel do 9b'0 PEoI algEl jo Z9'0 lno aaenbS Ilz > m 916ue f4laadS :U!Idn pEO-j UMOQ lslor glptm was snoH aO :ale speol algemollb' 'o9b to wnwixTw a of /�uo pama>js eq ueo slabueq sn H • �. was pamems — snE)H apls alnay� builleu Aeags elgnop xo molle of Inc-lanaq eq lsnw lslof aql . aaoxa of lou ' eo a el aql to ZL,O aae suoili uoo oma s ado s ao s eo i d • 'gl 9L7`Z P P I Ig P P �i /P I l P I ll.l (1 peal aIQEI aql l0 99.0 si 'saa6ueq a� x � peolumop algemolle wnwlxew aql pema>{s pue padols ao Nuo padols ao� . o 05xu. peol algel aql to 49,0 sl peolumop algemolle wnwlxew 'Nuo ma>ls aoj • ogI7;o wnwlxew e of padols ao/pue o9710 wnwlxeu.w e of pame�s eq ueo siaoueq snHH - 4ueS pamo)IS jo/pue podolS — snHH '66-96'dd uo uotlewaolul suolldp aa6ueH aaS snowsmH '96l 'd uo saloulool apel aaS •anoge elgel aas 'uoilewaolui aauelsel pue suopuewlp job • L 1''0EI O£L'9 0£I9 OCZ'9 OW9 Sr9': 00l`6 OM% 0020 00 6 060'Z 019C6 00:'6 OOL'6 0006 060'7 O mm—H VI � `SZWZ " ;a 0 c 9,9t -, 0 c . `xmz'z- � ', 0£8,"s �_ 0Eff'S :i L 9 96E`9 ? ° 89 L � 'at, " � �1 Ott S' dr9 SnH lH'081 OOq'L SLZ'L OZCL 986 - 998 OLZ'Z 9LL'L 999'L OS7'L 99C1 060'Z 079'L O£S'L 9££'L 99L'L mess l9 081 >yOgZ'7 S�6`E, ' QZ8E?°,OL7E 9Z£1 9LZ'L ..°SLZ�L` tiLZ'L SLZ'L� '0c9'L,1e-92Z`L --9LZ'L °g12'L` , 9 Z'L (i 9`t 8ZSn9H OZ9'£ OZ9'E OZ9'E OZS'E O8V'L S6O'v S6047 960 960'7 09L'L 96017 96O`V 960'7 960'7 09L'L 8ZSnH lvi Vl ,� ." 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'`�h �" °1e7 9�6v' 8L °Ii7 9ZSM £x8til'0(Z) £X87L`0(b) - "/el e/i£. 9Y6L�.T=�1s2 . 6ZSnl- sans xZ al6uls aagwaµl aagfuayl popn0 " 6ultijen 8 ( H 1 M jeaH u!W 'ON Iapow siaualse� (u#'suo)suawlp SS SS SS (WOO) saabueH Isior junoW-ooe j QD ... _...... _.... _....... _..... _....... _... ................ _........ _......................................................................... ................................................._.................._..... --...... _._..... _........ -............. -.--._....._...----....... ................................. ... _.... _......... snJH/snHH/snH/snw/sn-1 LUS/M US/H US/H H US/HG US These products are available with For stainless Many of these products are approved for installation 19 additional corrosion protection. steel fasteners, ! with Strong -Drive° SD Connector screws. For more information, see p.15. see p. 21. See pp. 335-337 for more information. Double 2x Sizes HHUS26-2 145A6 114 3-'AG 153/a I 3 I (14) 0.162 x 31/z (6) 0.162 x 31/2 11,320 12,830 13,190 13,415 14,250 11,135 12,435 12,745 12,935 13,655 HGUS26-2 I 49/16 112 13-51s 51A, I 4 1 (20) 0.162 x 31/2 (8) 0.162 x 31/z 12,155 14,340 14,850 15,170 15,575 11,855 13,730 14,170 14,445 14,795 IBC, FL, LA -HGUS28-2e4 1' 6s/1s %1 35lis, J 73A6,1;4 ; -(36);t),162 x 31h- (12) 0;162 x 3'h 3;235 74613 7,460" 7460 y7,460 "2,780 ; 6 415 6 415 '6,415 '6,415 LUS210-2 67As 18 31/a 9 2 (8) 0.162 x 31/2 (6) 0.162 x 31/2 1,445 1,830 2,075 2,245 2,830 1,245 1,575 1,785 11,930 1 2,435 HHUS210-2 8% 14 35/16 87/s 3 (30) 0.162 x 3'/2 (10) 0.162 x 3'/z 3550 5,705 6,435 6,485 6;485 3,335 4,905 5,340 5;060 5,190 HGUS210-2 85/i6 12 1 35/16 91ArJ 4 1 (46) 0.162 x 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 {lIlUJLO-J-' 4'716 _ it fl"Y78 J/2 - =9 tLVJ, if IOCX J%2, ekO,j'UdOG 012 rG,'4JJ-.4�014l1 90JU ,�,IfU,, pip[, xaJJ IBC, FL, HGUS28 3 613ia . ,; 12 415he 7Ya 4 (36) 0162 x 31/2' (12) 0:162 x 31h' "3,235 ,7 46fl` 7,460tl A 4.6Q, 7,4, 60 _. 2r7$0'. .. 6 415 , 6 415 6,415 6 415- LA HHUS210-3 83/s 14 1 4"fib 87/a 3 (30) 0.162 x 31/z (10) 0.162 x 3'h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 813AG 12 4'sAr 91/4 4 (46) 0.162 x 31/z (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 i GUS212 3. • " 105W ' 12: 41Jis 10W 4 (56) D<162 x`3'h (20) 0.162'x 3ilx' S. S 9,04 9,0 5 045 9,43 4.90t#° 778p 7_ 8i 7„'t"8t3 IBC, FL, , . LA Quadruple 2x Sizes "(1UUJC9-4 J,%2:,; 14 U-46 0716 ,-9,, I (6V)Uk106"EJ721'0),U:106.7'il7@' 400D %014V" 9,6JU, ?,iIU J,JIJ I,AJJ ail 0u, %IIU: IBC,FL, HGUS28-4 71/4 12 69A6 73Ar 4 (36) 0.162 x 31h (12) 0.162 x 31/23,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 16,415 1 LA HHUS210-4 83/a 14 6% 87A 3 1 (30) 0.162 x 31h (10) 0.162 x 31/z 3,405 15,630 16,375 16,485 16,485 12,930 14,840 15,485 15,575 15,575 1 FL 4x Sizes IBC, FL, LA IBC, FL LUS48 43/a 18 3sA6 63/a 1 2 1 (6) 0.162 x 3'/z 1 (4) 0.162 x 31h 1 1,060 11,315 11,49011,610 12,0301 910 11,130 11,280 11,385 1,745 IBC, FL, HUS48 61/a 14 3sfi6 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 6'/z 14 35fa 71A 3 (22) 0.162 x 31/z (8) 0.162 x 3'/z 1,760 4,265 4,810 5,155 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 67/s 12 3% 7'tis 4 1 (36) 0.162 x 31/2 (12) 0.162 x 3'h 3,235 17,460 17,460 7,460 17,460 2,780 16,415 16,415 6,415 6,415 FL, LA HGUS412 10 6 1 12 1 35/e 110%J 4 (56) 0.162 x 3'/z (20) 0.162 x 3'/z 5,695 9,045 9,045 9,045 9,045 4:900 17,7801 -7,780 17,780 17,780 HGUS414 111316 1 12 1 35h 1123461 4 (66) 0.162 x 31/2(22) 0.162 x 3'h 5,695 10,125 10,125 10,125 10,125 4,900 18,1901 8,190 8,190 1 8,190 Double 4x Sizes 1 (56)'0:162 x 31h.l (20)"0.162 x 3'h,la3 835�19.295) 9,29519.2951.9;295-13,300i17.995 (7995,167:9951"7,995,1 FL 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/ TPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 19 HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/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 '/a" per ASTM D1761 and D7147). See technical bulletin T C-HANGERGAP at strongtie.com for more information. Material: 16 gauge Finish: Galvanized Installation: • Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filling round and triangle holes for maximum values • See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 canying member for additional uplift capacity Options: • HTU may be skewed up to 671/2'. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table 9 Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. 13t" HTU26 truss and carrying member HTU Installation for Standard Allowable Loads (for 1/2" maximum gap, use Altemate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) 2x Sizes &.-,; im I Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) ILU) U.I,O4:X-3.y2 .t/1)'V,I�f8,X 1l. %2_`1y�0 l; L`J,4Uj } #YSB" +'SSt '4iU)V "%1 �i'S',w"6 a-r"Li,�?3U°, ^,7U^xg;- ,,.i ,3,,NAU `. IBC, HTU28 (Min.) 37/s 15/a 71A6 31/2 (26) 0.162 x 31/2 (14) 0.148 x 11h 1,235 3,820 3,895 3,895 1 3,895 1,060 2,865 2,920 2,920 2,920 1 FL, HTU28 (Max.) 71/4 15/a 71A6 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11h 2,020 3,820 4,315 41655 5,435 1 35 3,285 3,71n 4,0J5 4,675 LA 1.1210 (Min), _ : 37/i - '15/s He, 31h n �,(32) 0.162=x 31h , '(14),0r148�X'1�h 1;33Q, ...,30Li <; 4,3 3° ; 4;a00- 4,300 �11�5 , : 3,22a• 3 22� , �f3. 1-3 225, =HTU210 (Max:), , 91Ia„ ,15/a 9'ti6 3"Iz_ r(32) 0.162x,3'h (32) 0:1;48 x 11/2 'a-3,315 -0,705. '5 10 8,730 '5,995 2,8 D 4;045 coc ; j4, a n ="5;155 Double 2x Sizes HTU262(Mir.) .'fa,',< 3% H 3'h ".(20j0'162=x3"h .,`.148x3 ,�, � _2,940�.3,ar9E3 i,,3�910 13D'S 1,850�,,.2,090„�:2,255 ,246 HTU26-2 (Max ), 31/ 3% ; 5'he - -3!h (20) 0.162,01/2, . _(20) 0.148 x'3 .2,175 2,940-= e 3,320 33,580 4,480 , 1,870." 2,530 2,85E "-3 080- R�3'1855 HTU28-2 (Min.) 37/s 3-51 71/is 31/z (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 HTU28-2 (Max.) 71/4 3-'As 71/ia 31/2 (26) 0.162 x 31/z (26) 0.148 x 3 3,485 3,820 4,315 4,655 5,825 2,995 3,285 3,'JO.A ,4 _' "5,,010' FL, LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind bading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1h" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVrPI 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 upfrft is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. HTU Face -Mount Truss Hanger (cont.) Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. /11LCI I la LC II lbLai ldLIU1 I Iallid IUl LXz+ a[ I LX0 UalIYII ly IVIdi I IUCI 22E ':Heel Fasteners (in )' '. DF/SP Allowable Loads ; LL SPF/HF Allowable Loads-. ,'Minimum Model No Height; Carrying Code' Ref.;; Carrying,, Gamed; Uplift ;Floor Snow Roof ..Wind �Upl'ift Floor Snow. Roof Wmtl ; Member ,' Member7ember ;`!, {160} ,=�(100) (100).- (115)' , (126) '(160)'` HTU26 (Min.) 37A (2) 2x4 (10) 0.162 x 3lh (14) 0.148 x 11/z 925 1,470 4,660 1,790 1,875 795 11265 1,430 1,540 1,615 HTU26 (Max.) 51/z (2) 2x4 (10) 0.162 x 31h (20) 0.148 x 11/z 1,240 1,470 1,660 1,790 2,220 1065 1,265 1,430 1,540 1,910 IBC, 14TI19R".IAAav1 " ' 71A '1919vr- gg -1,Q on6 I i nor 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1W. 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) Mm. Dimensions(m) Fasteners (in.)! DF/SPAllowablje,Load s . Model Heel 1 L`� (do. �., o Carrying ` C�rFied Upi1t Floor Snow Roofi, , Wmd_ Uplift, Single 2x Sizes i IBC, HTU28 (Min.) 37/s 1 % 71% 31/z (26) 0.162 x 31h (14) 0.148 x 11/z 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, LA HTU28 (Max.) 71/4 1 % 71116 31/z (26) 0.162 x 31/z (26) 0.148 x 11h 1,920 3,820 4,315 4,655 5,015 1,695 2,865 31235 3,490 3,765 HTU210 (Min) ,', 371a ' 1 s% 9'hs 31. ],(32) 0.162 x 31/z ;(14) Oi148 x 11h 1 256, ' 3 600 ,3,6Ory . 3,6'0 3,600' 1,' 5 2 700 �'2,700 2,700 " 2,700 Double 2x Sizes N HTU28-2 (Min.) 37/s 35As 711A6 31/z (26) 0.162 x 31/z (14)0.148x3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, FL, HTU28-2 (Max.) 71/4 3-s 71r46 31/z (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 HTU210 2 (Min) 37/e 3 s 91�6: 31h` (32) 0162 x:31/z - (14) 0148 x3 1755 4 255 41255 , 4,255 4;255 1;510 3,190 `3,190; " 3,190 3,190 HTU210-2 (Max.) _ 91/4 3-s 9 Ar, 3112 (32) 0.16Z,x 311z, "(32) 0148 x 3 ' 3 855 ` - 4 T 5 10 , .5 t30 6,470 3,315 3,530' -3,980 14,300 4,855, 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/s" and 1h°, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 1112" 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. 19 HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/15" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/15" at 100% of the table load. Specify as an `X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) for concrete and 1/4" x 234" Titen 2 screws (Model TTN2 25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or E NIP sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/1s"-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 vAill reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. •. Titen Installation Tool Kits are available. They include a 3/16" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/15" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/3" is required as shown in Figure 1 for full uplift load. ® Where no uplift load is required, a minimum end distance of 11/2" is permitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 3111, di; HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 Simpson Strong -Tie" Wood Construction Connectors HU/HUC/HSUR/L ............................................................._....................................................................................................._........_............................__................................................................._.......................-----.._.._............................................................................._. _._._ Medium -Duty Face -Mount Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. :9Va -Model Fasteners HU26 HU26X (4)1/4 x 23/4 (4) 1/4 x 13/4 (2) 0.148 x 11/2 335 1,000 335 1,545 H028 HUM (6)141214 ": , y' (6} i/4 x l a/4 ,' (4) 0.148'X-J �h 545 1,504 . 760 2{400 HU24-2 HUC24-2 (4) 1/4 x 23/4 (4) 1/2 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 HU26-2(Min} `�� 'HUG262 ($)'/aX23/a `""' ,(8).'/bx,i3l4a - (4)0148.x;3 760 ,r 2,000 760 3;2!)!) HU26-2' (Max) _ = HUC26-2 �{12) 1%4 x 23/a . (12)"1%4 x'1.3/4 (6) 0148Sx 3 - 1135 '3,000 .•1,135 « 3 950 HU26-3 (Min.) HUC26-3 (Min.) (8)1/4 x 23/4 (8)1/4 x 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12) 1/4 X 23/4 I (12)1/4 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU210 HU210X (8)1/4 x 23/4 (8)1/4 x 13/4 (4) 0.148 x 11/2 545 2,000 760 2,415 HU210-2 {Min } . HUC210-2 (Min.) = '(14)1/4' 234' (14) Ya k13/4 (6) 014$ x'3 1135 :3,500 ° 1,135 4,920 "-- HU210-2 (Max): HUC210-2 (Max.)s ` (18)/4 x 23/4 {18)-1laX 13/a', `{10) 014$ z 3 SOQ - '� 4,500 . 1,800 HU210-3 (Min.) HUC210-3 (Min.) (14)114 x 23/4 (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)114 x 23/4 (18)1/a x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212 HU212X�.. - (10)"1/a x 2Y4 _ {10) Y4=x Y4 " o {6) 014$ X,11h 1135'.." 2,500 1,135 HU212-2 (Min.) HUC212-2 (Min.) (16)114 x 23/4 (16)1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)1/4 x 23/4 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU212-3 (Mi } ��,' HUC2j7=3 (M n.)°•(6) 0148 x;3 1135, 4,000, ' 1,1 5 A920 HU212r3 HUC212 3 (Max:) . {22)1/ x 23/4 (22) i/a K13/4 {10) 0 i48>X 3 1800..: 5',085 1;800 50,85" HU214 HU214X (12)114 x 23/4 (12)1/4 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 HU214-2 (Mm )" ; , aHUC214 2 (Min.),, < (18)'/4 x 2314 (18) Tlb"x 7 3/4` (8) 0.148,k3 : 15j 5. 4,500 , - 1,515 085 z=== HU214-2 (Max.) > ' - , NUC219, 2 (Max.}-,^ - (24)1l4 x 23/4 ' ; -A 4)1/4 x 13/4 f j12) 0.1,48-x 3 2 015 5 085 .-: 4015 -. �5,085 ` HU214-3 (Min.) HUC214-3 (Min.) (18)1/4 x 23/4 (18)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)1/4 x 23/4 I (24)114 x 13/a (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216":, HU216X' {18)1l x 231s - 1 {18} 114-X 13/4, (8)'0148"k 1k "' -� 1515 A 2 920,E .. -. 1,515 2 920 . .-_ HU216-2 (Min.) HUC216-2 (Min.) (20) Y4 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)114 x 23/4 (26)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 ;HU216-3 (Mm.}` '` HUG216=3 (Min.) - (20) �%a x 23/a (20} 1/4 x 13/4 ° : (8) 0148.z3 1,515 4 920 :' , 1,515: 9 920".6 HU216 3 {Max } ` . HU„C216' 3 {Max.) {26)1/a x 2314, {26}'/a`x 13/4 (12) O.i48 x 3 "2 015 5,085' 2,015 5 085 HU7 (Min.) (Not available) (12)1/4 x 23/4 (12)1/4 x 13/4 (4) 0.148 x 11/2 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)1/4 x 23/4 (16)114 x 1 3/4 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 HU9 (Min.) {Not available} j18)1/4 x 23t4 {18)"1W X 13/4 ' (6) 0148 x 1'h 1135 3,230 .', 1,135 3;230' HU9{Max) ,, ,{Not available}- (24)11ax231a {24)"%4x73/4 j10}0`I48 VV �i 445 3735 "' 7,4'45o ref „ 3,735 HU11 (Min.) (Not available) (22)1/4 x 23/4 (22)1/4 x 13/4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)114 x 23/4 (30)1/4 x 13/4 (10) 0.148 x 11/2 1,445 3,735 1,445 3,735 HU14 (Min.) „ {Not available) (28)1l< x 23/a "(28)1/4�x 13/4 (8} 0148 x 1 �h ,515 3,485 " i 65 5 . '3 486 (36)1l4 (36} 1/d x 13/4 (14) 0148 x 11!? 2 015 •' " 4,245; > 2 015 4,245: 38 s F ANSCO r�F CA _� I.._ EW STAGGER JOINTS - TYP. RAISED HEEL ROOF TRUSSES ROOF SHEATHING- SEE PLAN RAISED HEEL ROOF TRUSSES B/SKIf LAN -SEE PLAN SOFFIT/FASCIA- SEE ARCH. =' W� ° RIBBON BOARD- < < 3 " SEE SCHEDULE U z LL FOR SPACING ! O w w W FASTENING TO C1 U � > > IBBON BOARD- SEE w N < o = TRUSSES CHEDULE FOR SPACING 1 z 0 IH IH ASTENING TO TRUSSES = WALL SHEATHING -SEE PLAN z MIN. 15/32' GDX PLYWOOD OR 3 1/I6' O5B WITH 8d GUN NAILS U (0.131' X 2 1/2') 9 W O.G. TO UPLIFT/SHEAR GYP. GEILING- UPLIFT/SHEAR ANC MA50NRY WALL- RIBBON BOARDS ANCHOR EACH SEE PLAN / EACH TRUSS - SEE B/SKI SEE PLAN SCHEDULE PLAN DO NOT FASTEN RIBBON BOARD TRU55- SEE PLAN a n NOTE: ADD'L FRAMING NOT INTO END GRAIN OF ROOF TRUSS MA50NRY WALL- _ SHOWN FOR CLARITY BOTTOM CHORD SEE PLAN _ �•REVISION: RAISED HEEL TRUSS BEARINr A RAISED HEEL TRU55 BEARING= B SCALE. NTS SKI SCALE: NTS $KI ya ?dd W SHEETTLTLE: RMEO NEFL ROOF IRUSdFd RIBBON OEIM FOR SHEET INFORMATION: SK. l 100 NO.: Bdllld edErswFix n.Be.la OMYM BT: REVIFWEDBY: M aaa��;aaaaaaaaa��a�iaaa�a� �a�la�na�a�i aaa� a � a aaaaa� aaa� a aaaaau RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT volt=165 MPH (2) 12d GUN (0.131' X 37 (Vaed=128 MPH) 2X4 SPF°2 24' TO EACH TRU55, (4) EXP. B, NAILS AT JOINTS ENCLOSED volt=180 MPH (2)12d GUN 10.131' X 3') (VasdR139 MPH) 2X4 SPFn 16' TO EACH TRU55, (4) EXP. G, NAILS AT JOINTS J.anuary,,I,%: 2 02-0` .CI arpefitOt Contractors of America, Inc: '3ObAvemid d NW: Winter 14-- '38. .,,. FL:3 880 62?,Q,',I' Dear" tt,- lt,bas coffieA6 myattention *:that some questions were raised concerning 5/-Wdiarneteir holes;' i6d f h''fu, the, chdr& face) of sys42 gable end trusses to allow for tru ffif,eade.d rods Iffhe's-ee gable ends'are.overcontinuous . support; . ono��e,-Iully:�fieAtfiesd d ,w arid' the bo-des are drilled about -fhe.,,cenferljngpf the m'id,e face no - in r�ycqnnectorpla.tes'b'r verhcdl,w.then npxepairdrequired.,The imSg OxOSUAPOrtS2; f6et,of fl6bflbads:Ahdh6 addibong. 11 1� I6s I lf,,y,.bu' Have any questions; please givem,,eqcalt.; 9fticerely,, :,F*OTUM.bHVej Suite 806 1 -9790 Qr,and(l). FL 32821 (OQQ) 521 --'(863),,422=8685 vvww.alpinejtvu corn: This rtnaurn : nt hae hen F.lFC*nniMIiy Signed usingaDORM Sig natire. Printed I cop+es w1haut ar, origina: siqn3tureaaust be terfed using the orBg.nat electronic ±vrsio. OgIR tt► i COA #0 278 r� �ay0� .. �,,• oi,,r 07/28/2020 o, i�l�fi"t 1 + sTATE OF OR AL ALPINE AN r-Wr,0v.jRANrY Customer: Carpenter Contractors of America Job Number.' N333978 Job Description: 7A5/320,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Address: Alpine, an ITV Company 6750 Forum drive, Suite 305 Orlando, FL 32821 Phone:(800)755-6001 www.alpineitw.com Job; Ert inaert , CrlterYa: Design Code:: FBC 6th.ed 2017 lntelliViEW Version: 17.02.02A JRef #: 1 WXc89750078 Wind Standard: ASCE 7-10 Wind Speed (mph): 160 RoofLoad (pso: 20M- 7.00- 0 00-10.00 Building Type. Closed Floor Load (s :: None This package contains general notes pages, 22 truss dtaviing(s) and 5 deta'il(s). Item"'! Clsauving,fJuber Truss `. 1 210.20.1516.12952 Al 3 210.20.151613186 A2 5 210.20.1516.12983 A4 7 210.20.1516.12921 A6 9 210.20.1516.1`3500 A8G 11 210:20.1516.12968 B1. 13 210.20.1516.13310 C1GE 15 210.20.1516.13436 MV2 17 210,20.1516.13326 ER 19 210.20.1516.13342 CJ5 21 210.20.1516.13188 CJ1 23 A16015ENC101014 25' A1801.5ENC101014 27 1 VAL160101014 tet Dlawfrl Nitlmet truss , ., 2' 210.20.1516.13046' A1'A 4 210:20.1516.13311 A3' 6 210.20.1516.13217 A5 8 210.20,1516.13108 A7 1'0 210.20.1516.13062 A9G 12 210,20.1516.12889 B2GE 14 210.20:1516.13389 MV1 16 210.20:.1516.134.82 V1 18 210.20.1516 13123 ERA 20 210.20.1516.13420 CJ3 22 210.20.1516.13296 HJ7 24 GBLLETlN1014 26 GBLL'ETIN0118 Florida Certificate of Product Approval' #FL1999 Printed 7/28/2020 3:37 54 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for'verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.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/deft = 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.orq. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com. Page 3 of 3 Job Number: N333978 Ply: 1 SEQN: 6965 / T18 COMN Cust: R8975 JRef: 1WXc89750078 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qly: 8 FROM: RWM DrwNo: 210.20.1516.12952 Truss Label: Al KD / WHK 07/28/2020 1278815 I -}° -� 6"8"9 7476'17 627 5X5 E 38'8" 6-1"7"7 38'8" 9'4" i 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): 0.208 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: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.076 J - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: CMean Height: 15.0o tt ei ei 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 p Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.532 Bearings B & H are a 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 It Rep Factors Used: Yes Max Web CSI: 0.490 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 It FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 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 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W3, W4, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "136" 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 W't;lt6ttlll69/rtt� rla�if E - K 1318 -632 restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab g K" reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun \i#. 0 "O"deb°.p 'Or, d'• sems nails @ 6" oa $- ; �` �`le V rM Loading .°• 9 w z Q Truss passed check for 20 psf additional bottom • 108 ± chord live load in areas with 42"-high x 24"-wide tl clearance. ® — ° Wind ° P►T @ $ , r % 0 Wind loads based on MWFRS with additional C&C °°® �q° �/ti ®° member design. eta 1 .•�� X �'e.'•o®euom°°°� O� COA ff Aloll, •• 07/28/2020 "'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 (Building t Safety Information, by TPI and'SBCA) for safely 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 propperly jid ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 ) e. AppTy plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. a division of 'I PI 1; or for handlir! shipping, instt acceptance of pro) essionar engi any structure is the responsibility ral notes page and these web sites: ALPINE: his drawing,avV failure to build the on this drawl g or cover page le— desii n shown. The suitability ALPINE nramvco.Nvnm 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6966 / T23 / COMN Cust: R8975 JRef: 1WXc89750078 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RDP DrwNo: 210.20.1516.13046 Truss Label: A1A KM / FV 07/28/2020 �21'1"12 7 12'11�2 17104 9'"1'9"12 i "+ 26'6"4 30'9"2 3'88"114 f 7'1100'.1 - 5'8"8 I + 5'4"8 4214 71'512 0 4 = 5X5 F 38'8" F11� 711"5 4'0'11 6' + 3' + 5" + 40"11 T11"5 +11� 7'11"521' 26'8" 30'8"11 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Sid: 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): 0.201 E 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.549 E 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.100 L - - EXP: C Des U.37.00 Mean Height: 15.00 ft HORZ(TL): 0.186 L NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 7Max TC CSI: 0.739 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.793 Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: Yes Max Web CSI: 0.825 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 VIEW Ver: 17.02.01A.1115.21 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :W6, W9 2x4 SP #2 N: 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. �}p91ii11t titflglltl yljtjF` ANO yi ��10}CAI �O•p� �.l��P'�r�. L « s a s d v 1 COA6', P9t6Pi 07/28/2020 ♦ 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 Brg 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 .385 - 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 1-1 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, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building rt Safety Information, by TPI and SBCA) fr sa ety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted d herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly aid ceiling. Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 r e. Apply plates to each face of truss and position as shown above and oh the Joint9Details, unless noted otherwise. F7efer to' 60A-Z for standard plate positions. Building Components Group Inc. shall not be responsible for any deviation from this drawing,anv failure to build the i ANSIlI PI 1, or for handlin shippinp, installation and bracing of,trussesA seal on this drawing or cover pa e . Icates acceptance of promesslonai engineering responsibility solely for the design shown. The suit9ablllty ng for any structure is the responsibility of the Building DesigrSer per ANSI/TPI 1 Sec.2. more information see ALPINE M MCOuPAW 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6967 / T17 ]SPEC Cust: R8975 JRef: 1WXcB9750078 ,7A5/320 ,167EC ,R101 / 1672/ARIAI4EAB ELEV.0 Qty: 2 FROM: RWM DrwNo: 210.20.1516.13186 Truss Label: A2 KM / DF 07/28/2020 6'1"7 12'8"15 19' 25'11"l 32'6"9 38'8" 6'1"7 6'7"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 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: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 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 38'8" 18'8" 28'8" Defl/CSI Criteria PP Deflection in loc L/defi L/# VERT(I-Q: 0.208 K 999 360 VERT(TL): 0.515 K 999 240 HORZ(LL): 0.076 J - - HORZ(TL): 0.132 J Creep Factor: 2.0 Max TC CSI: 0.532 Max BC CSI: 0.886 Max Web CSI: 0.489 VIEW Ver: 17.02.01A.1115.21 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 "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 b( used in lie CLR tytutelfetralyttlrrr ( )f restraint. substitute 1 scab for 1 CLR and 2 scabs for (2) CLR'S where shown. Scab reinforcement to be n rr same size, species, grade, and+®,♦.+,.,+ 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. y�4eo•°lv So% �1 y •* Loading d� .' 4{ ♦ s =; ♦♦° 4• 08 Truss passed check for 20 psf additional bottom i chord live load in areas with 42"-high x 24"-wide clearance. a Wind $® .♦"/.- �AI'u Wind loads based on MWFRS with additional C&C .�It96. l� fit member design.e♦ t ,e� al"Ouf 07/28/2020 10' 1' ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 1661 / 298 / 934 / - / 427 / 8.0 H 1662 / 298 / 934 / - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 2.0 H Min Brg Width Req = 2.0 Bearings B & H area 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 1422 - 3042 E - F 1052 -1962 C - D 1323 - 2764 F - G 1323 - 2765 D - E 1052 -1962 G - H 1423 - 3043 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, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and'SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a properly glid ceiling Locations shown for _permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810, r e._ AppTy plates to each face. otruss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to Alpine, a division of ITW BuildinlgComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI TPI 1, or for handlin shipping, installation and bracing of,trussesA seal on this drawing or cover pa e , listing this drawing indicates acceptance of pro) esslonar engineering responsibility solely for the design shown. The suiTablllty and use of this Pawing for any structure is the responsibility of the uilding Desigrier per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitwxom; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ]CC: www.iccsaf ALPINE ANMCOMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6968 / T16 / HIPS Cust: R8975 JRef: 1WXc89750078 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qly: 2 FROM: RWM DrwNo: 210.20.1516.13311 Truss Label: A3 SSB / DF 07/28/2020 T10"14 7'10"14 b ro X3 1721'8" 30'9"2 9'1'2 "�' 4'8" ')' 9'1"2 =5X5 =5X5 D E 38'8" 38'8" T10"14 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): 0.182 J 999 360 B 1714 / 308 / 940 / - / 385 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.436 J 999 240 G 1715 / 308 / 940 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 1 - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.116 I - - B Min Brg Width Req = 2.0 NCBCLL: 10.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor: 2.0 G Min Br q = 2.0 g Width Re TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0sf P Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.760 Bearings B & G are a rigid surface. g g Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.836 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: Yes Max Web CSI: 0.629 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 1481 -3117 E - F 1509 -2925 C - D 1509 - 2923 F - G 1481 - 3119 Value Set: 13B (Effective 6/1/2013) D - E 1157 -2043 Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.OE: 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 2715 -1174 J - 1 1978 -720 K - J 1978 - 692 1 - G 2717 -1204 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 404 -443 J - E 386 -244 support by erection contractor. K - D 834 -463 E - 1 837 -463 (a) or scab reinforcement may be used in lieu of CLR tittltttuAa iitdipJ¢tr{�js D - J 386 -244 I - F 404 -443 restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab gi vr. reinforcement to be same size, species, grade, and v �� 80% length of web member. Attach with 0.128x3" gun 6" nails @ oc. s a Loading e o a o 708 Truss passed check for 20 psf additional bottom s' * chord live load in areas with 42"-high x 24"-wide s w clearance. Wind o r % i� 0 s Wind loads based on MWFRS with additional C&C '., :® member design. COA ff(' a'�n'a$ 14 PA� tt i�ars�otft°'$� 07/28/2020 **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 proL�erly attached ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracinpp installed per BCSI sections B3, B7 or 910 as applicabgle. Apply plates to each face opruss and position as shown above and on the JolniDetails, unless noted otherwise. Refer to' drawings 160A-Z for standard plate positions. drawing for any structure is the responsibility see this job's general notes page and these web sites: ALPINE: from this drawing,any failure to build the seal on this drawing or cover pa e for the design shown. The suitability ALPINE mrrwcompmy 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 n Job Number: N333978 Ply: 1 SEQN: 6969 / T15 / HIPS Cust: R8975 JRef: 1WXc89750078 ,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 2 FROM: RWM DrwNo: 210.20.1516.12983 Truss Label: A4 KM / DF 0712812020 7'10"14 15' 23'8" 30'9"2 38'8" 7'1014 + 7'1"2 6'8" 7012 T10"14 1 .5X5 ; 5X5 D T3 E 12 XS S 6 SCF W W1 B G A a3 H =4X6(A2) =6X6 62 =6X6 63 =6X6=4X6(A2) 38'8" 1' 10' 9'4" 9'4" 10, 1' 10' 19'4" T 28'8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin 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): 0.194 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: II Snow Duration: NA HORZ(LL): 0.067 1 - - Wind reactions based on MWFRS EXP: C Des Ld: 37.00 HORZ(TL): 0.115 I B Min Brg Width Req = 2.0 NCBCLL: 10.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor: 2.0 G Min Brg Width Req = 2.0 TCDL: 4.2 psf Bearings B & G are a rigid surface. Soffit: 0.00 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.937 g g BCDL: 5.0 psf 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: 17.02.01A.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 :62, B3 2x4 SP 2400f-2.OE: 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 - I 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 ;Y4f0itlt3fl member design. 0ai ap.�A 1+rraprP PP 1 1 * _-e iceFE \ o.7.08 I 8 M Q M S � W m ®� ® °X6 i O 4�*@WfI •Td8*� �L�\ Aam COA�f0N ``e+ "We a I4 07/28/2020 **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, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an r7 SBCA) for safety to these functions. Installers temporary practices prior performing shall provide bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610, as applicable. Applgy Oates to each face oftrussand position as shown above and on the Joint9Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the qry WCOMDANY truss in conformance with ANSI/TPI 1, or for handlin 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) essfonar engineering responsibility solely for the design shown. The s iiPabillty Suite Lao g and use of this cawing for any structure is the responsibility the Designer ANSI/TPI 1 Sec.2. of uilding per 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.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6970 ! T14 / HIPS Cust: R8975 JRef: 1WXc89750078 ,7A5/320 ,167EC ,R101 / 1672/ARIA14EAB ELEV.0 City: 2 FROM: RWM DrwNo: 210.20.1516.13217 Truss Label: A5 KM / OF 07/28/2020 6'9"4 13' 19'4" 25'8" 31'10"12 38'8" 6'9"4 6'2"12 6'4" 6'4" 6'2"12 6'9"4 =5X5 1112X4 ;5X5 D E F 12 6 '2X4 C r, o G 'n ro W3 E nW2�/2X4 fo B H A I = 4X6(A2) = 6X6 = 5X8 - 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 L/defl L/# 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 / - / - 18.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 J - - Wind reactions based on MWFRS EXP: C Des Ld: 37.00 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: 4.2 psf H Min Brg Width Req = 2.0 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.505 Bearings B & H are a rigid s surface. 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# 0 FT/RT:20 /10 0 Loc. from endwall: not in 9.00 ft () () 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 Value Set: 13B (Effective 6/1/2013) C - D 1493 - 2774 F - G 1492 - 2775 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 "13B" 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 572 - 256 K - F 470 - 224 Wind D-K 470 -224 F-J 573 -256 Wind loads based on MWFRS with additional C&C member design. ti;;�frit5irrtr �� ° s 4 ° a L � Q.08 q ��ryg i g S s° • ■ m s ° w ■ �p 0 ° m Y� 9[ 0NAL COA ff 07/28/2020 **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 to functions. safety practices prior performing these 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 ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join�Details, unless noted otherwise. f7efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing,any failure truss in ANSI/TPI 1, for handlirS4, to build the ,w wcoMvwr rrw conformance with or shipping, installation and bracing of,trussesA seal on this drawing or cover pa e , . 2400 Lake Orange listing this drawing indicates acceptance of pro) essionar engineering responsibility solely for the design shown. The spfflabllity g and use of this yawing for any structure is the responsibility of the Building Designer per ANSUTPI 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: 6971 / T12 / HIPS Cust: R8975 JRef: 1WXc89750078 ,7A51320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 2 FROM: RWM DrwNo: 210.20.1516.12921 Truss Label: A6 KM / DF 07/28/2020 19, 27'8" 32'10"12 38'8" + ' 5'9"4 5'2"12 88'a" + + 5'2"12 5'9"4 5 X 5 = 5X5 : 5X5 D E T3 F 12 6 � �2X4 W C 2X4 r, O G � in W3 m B 1 H A a°a I L K 4X6(A2) = 5X5 = 5X8 J = 5X5 = 4X6(A2) 38'8" �1' + 10, L 9'4" 9'4" 10, 10, 19'4" 28'8" +1'� 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (P9,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): 0.236 E 999 360 B 1625 / 701 / 918 / - / 263 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.597 E 999 240 H 1625 / 701 / 918 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.074 J - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.131 J - - Mean Height: 15.00 ft B Min Brg Width Req = 1.9 NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 TCDL: 4.2 psf H Min Brg Width Req = 1.9 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.808 Bearings B & H are a rigid surface. g g Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.832 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: Yes Max Web CSI: 0.760 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 1616 - 2959 E - F 1654 - 2817 C - D 1496 - 2693 F - G 1498 - 2696 Value Set: 138 (Effective 6/1/2013) D - E 1677 -2846 G - H 1613 -2957 Top chord 2x4 SP #2 N :T3 2x4 SP #1: Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W3, WS 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "1313" uses design values approved 1/30/2013 by ALSC B - L 2584 -1314 K - J 2285 -1082 L - K 2278 -1047 J - H 2582 -1341 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 462 -161 K - F 638 - 359 Wind D-K 682 -394 F -J 461 -156 Wind loads based on MWFRS with additional C&C g1s=fstnur+rrr10jrJ�ef E - K 388 -495 member design. �, �'�.e5�®a+rq •uy°� 1r1JJ��f'*vy O 8 A 9 ° m 0/y7 d ffi D °0rr°ru°m°•a y�gAAIL COA l �<< (7/28/2020 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety to these functions. Installers temporary practices prior performing shall provide bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall attached rigid ceilin Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections have a propperly B3, B7 or B10, as applicable. App�y plates to each face, ofPtruss and position as shown above and on the Joinf9Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure truss in ANSI/TPI to build the ANITWCOMPANY conformance with 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 essiona engineering responsibility solely for the design shown. The s.iFability and use of this drawing for is fhe the Building Designer ANSI/TPI 1 Sec.2. Suite 150 any structure responsibility of per 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: 1WXc89750078 ,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 2 FROM: RWM DrwNo: 210.20.1516.13108 Truss Label: A7 SSB / DF 07/28/2020 9' 17' 21'8" 29'8" 38'8" 9. g 4,8„ 8, 9, ,6X6 =5X5 =4X4 =6X6 C T2 D E T3 F T 12 6 W o (a) (a) Lo W5 a e Gl s A Fi 4X6(A2) = 6X6 = 5X5 6X6 = 4X6(A2) 38'8" 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/2 to h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1,60 Lumber Value Set: 13B (Effective 6/1/2013) 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: 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" cc. Wind Wind loads based on MWFRS with additional C&C member design. 9,4„ 19'4" 9,4„ 28'8" 10, 38'8" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in Ice Udefl U# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): 0.229 J 999 360 B 1518 / 703 / 900 / - / 222 / 8.0 Lu: NA Cs: NA VERT(TL): 0.625 J 999 240 G 1518 / 703 / 900 / - /- / 8.0 Snow Duration: NA HORZ(LL): 0.075 1 - - Wind reactions based on MWFRS HORZ(TL): 0.140 1 B Min Brg Width Req = 1.8 Code / Misc Criteria Creep Factor: 2.0 G Min Brg Width Req = 1.8 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.906 Bearings B & G are a rigid surface. TPI Std: 2014 Max BC CSI: 0.854 Bearings B & G require a seat plate. Rep Factors Used: Yes Max Web CSI: 0.280 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 1545 - 2622 E - F 1557 - 2395 C - D 1558 - 2395 F - G 1545 - 2621 D - E 1915 - 3079 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2256 -1202 J - 1 3036 -1647 K - J 3034 -1648 I - G 2256 -1231 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 687 - 289 E - 1 485 - 765 K - D 483 - 763 1 - F 688 - 290 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 810, as applicable. App y lates to each face oftruss and position as shown above and on the Join Details, unless noted otherwise. Refer 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 wm�awY truss in conformance with ANSI/ PI 1, or for handlin shipping, installation and bracing of,trussesA seal on this drawing or cover pa e , , 2400 Lake Orange nw listing this drawing indicates acceptance of pro) esslonaQ engineering responsibility solely for the design shown. The suii9ability 9 and use of this Qrawing for any structure is the responsibility of the Building Designer per ANSI1TPI 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.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6973 / T3 / SPEC Cust: R8975 JRef. 1WXc89750078 ,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RDP DrwNo: 210.20.1516.13500 Truss Label: ABG JB / WHK 07/28/2020 fi �1 T 7' 126'1 '4" 21' 2"12 31'8" 5'4" 8'8" 5.1. 2 5'6"4 38'8" 7' ,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.OE: :132 2x6 SP SS: Webs 2x4 SP #3 :W4 2x4 SP #2 N: Lumber value set "1313" uses design values approved 1/30/2013 byALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads and reactions based on MWFRS. 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 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, 18SS Special Loads 4'4" 4'10"4 21' 25'10"4 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 Creep Factor: 2.0 Max TC CSI: 0.876 Max BC CSI: 0.745 Max Web CSI: 0.725 VIEW Ver: 17.02.02A.1213.21 ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf 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 lb Conc. Load at 19.06 BC: 492 lb Conc. Load at 7.03 BC: 127lb Conc. Load at 9.06,11.06,13.06,15.06 17.06,19.06 .- ......... 07/28/2020 "WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWINGI **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 unless not otherwise. kefer to' fi N_ M V 1 12'8" 1 9"12 + 8' 30'8" 38'8" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1671 /816 /- /- /- /8.0 L 2708 / 1288 / - / - / - /8.0 K 503 /223 /- /- /- /8.0 H 385 /183 /- /- /- /8.0 Wind reactions based on MWFRS B Min Big Width Req = 1.5 L Min Big Width Req = 3.8 K Min Big Width Req = 1.5 H Min Big 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 Per 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 of ITW Buildinq�Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the rice with ANSI 1, or for handling, shipping, installation and bracing oftrussesA seal on this drawing or cover pa e no, indicates acceptance of pro) esslona engineering responsibility solely for the design shown. The suit9abdlty drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ;ee this job's general notes page and these web sites: ALPINE: www.alpineitw.com• TPI: www.tpinst.org; SBCA: www.sbcinduslrycom; IM www.iccsaf ALPINE M rrW COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6974 / T22 / HIPS Cust: R8975 JRef: 1WXc89750078 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qly: 1 FROM: RDP DrwNo: 210.20.1516.13062 Truss Label: A9G KM / DF 07/28/2020 7' 17' 26'4" 31'8" 38'8" 7' 10` 9'4" 5'4" 7' =6X12 %6X8 =8X10 T3 =6X6 12 C T2 D E F T 6� T b (a) W (a) ih io B A G H 4X6(A2) B1 1112X4 =5X5 1112X4 =6X8 1115X5J =5X5 =3X6(A1) 26'4" 12'4" 1' T1"12 4'10"4 5' 5'8" 3'8" 5'0"8 73"8 1' 7'1"12 12' 17' r 22'8" I 26.4" �31,4„8 388„ 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 L/# 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 0.101 K Wind reactions based on MWFRS Mean Height: 15.00 itHORZ(TL): NCBCLL: 0.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 B Min Br Width Re 2.1 9 q = Soffit: 0.00 BCDL: 5.0 lost Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.840 J Min Brg Width Req = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.980 1.5 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 CS 1: 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 :B1 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 "13B" 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;;s19t61itftlr �'>ar�aff D - K 1577 -3128 E - 1 2051 -860 CLR and(2) restraint. substitute scabs for (2) CLR'S whe a shoscab wn) Scab �. K - E 2670 -1054 I - F 365 477 reinforcement to be same size, species, grade, and 80% length of web member. Attach 0.128x3" with gun nails @ 6" oc. g Loading oo° #1 hip supports 7-0-0 jacks with no webs. $ ® ° a Wind Wind loads and reactions based on MWFRS. COA 07/28/2020 "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, Component Safety Information, installing and bracing. Refer to and follow the latest edition of BCSI (Building by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610, as applicabgle. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the pN nY COMPANY truss in conformance with ANSI> fPI 1, or for handlin shipping, installation and bracing of,trussesA seal on this drawing or cover page, , 2400 Lake Orange Dr. listing this drawing indicates g drawing, acceptance of pro) essiona9 engmeerm responsibility solely for the design shown. and use of this for any structure is the responsibility of the Ouilding Designer ANSI/TPI 1 Sec.2. The suit9ability Suite 150 per For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6975 / T13 / SCIS Cust: R8975 JRef: 1WXc89750078 ,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 3 FROM: RWM DrwNo: 210.20.1516.12968 Truss Label: B1 KM / OF 07/28/2020 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 5-1"4 9'8" 18' 5-1 4 4'6"12 8'4" 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 :T2 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "l36" 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. 12'8" 8' 8' =4X4 D 5'4" i 4'8" 5'4" 12'8" i' 18, 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): 0.014 C 999 360 B 605 / 313 / 340 / - / 194 / 8.0 Lu: NA Cs: NA VERT(TL): 0.039 C 999 240 G 466 / 99 / 432 ! - / - / 8.0 Snow Duration: NA HORZ(LL): 0.007 F - - 1 350 / 233 / 227 ! - / - / 8.0 HORZ(TL): 0.013 H Wind reactions based on MWFRS Code / Misc Criteria Creep Factor: 2.0 B Min Brg Width Req = 1.5 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.641 G Min Brg Width Req = 1.5 TPI Std: 2014 Max BC CSI: 0.522 I Min Brg Width Req = 1.5 Rep Factors Used: Yes Max Web CSI: 0.714 Bearings B, G, & I are a rigid surface. Bearings B, G. & I require a seat plate. FT/RT:20(0)/10(0) Plate Type(s): Members not listed have forces less than 375# WAVE VIEW Ver: 17.02. 01 A. 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 0 ­'. C0A#1 .rafVfA%- — 0` 0MIUMMI*'o 07/28/2020 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 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 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 t sheathing and bottom chord shall have a propperly lceiling. Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10 ed. Applgji plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. kefer to' 60A-Z for standard plate positions. Alpine, a division of ITW Building�Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIl1 PI 1, or for handlin shipping, installation and bracing of,trussesA seal on this drawing or cover pa e , listing this drawing indicates acceptance of pro) esslonar engineerin_q responsibility solely for the design shown. The suifabllity and use of this drawing for any structure is the responsibility of the Building Designer per ANSUTPI 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.sbcindus".com; ICC: www iccsaf ALPINE AN ff W COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6916 / T2 / GABL Cust: R8975 JRef: 1WXc89750078 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RWM DrwNo: 210.20.1616.12889 Truss Label: 132GE KM / DF 07/28/2020 9.8" 12,8" 19'4" 9.8" 3' 6'8" 3,8„ i^ 2' (TyP) =4F4 N P3 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 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 "l3B" 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. 12'8" + 6'8" 12'8" 19'4" 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)/l 0(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.012 1 999 360 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 07/28/2020 ♦ Maximum Reactions (lbs), or *=PLF Loc R /U /Rw /Rh /RL /W B 214 189 /114 /- /210 /8.0 B* 61 /19 /47 /- /- /140 L 405 / 260 / 290 / - / - / 8.0 R* 155 / 69 / 108 1- / - / 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# **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 and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary. r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a properly id ceiling. Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610, ) e. Applgji plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. kefer to 60A-Z for standard plate positions. a division of ITW Buildin Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the conformance with ANSI/ PI 1, or for handlin), shipping, installation and bracing of.trussesA seal on this drawing or cover page , this drawing indicates acceptance of pro-fesslonar engineering responsibility solely for the design shown. The suiFability Ie of this yawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. information see this job's general notes page and these web sites: ALPINE: www.alpineltw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com• ICC: www.iccsaf ALPINE AN IiW'.OMPANY I 2400 Lake Orange Dr. J Suite 150 Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6977 / T1 / GABL Cust: R8975 JRef: 1WXc89750078 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RWM DrwNo: 210.20.1516.13310 Truss Label: C1GE JB / WHK 07/28/2020 I M N 43 / 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 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 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. 2'2" 1 4'2" "�` 6'2" '1 8'4" 2'2" 2' 2' 2'2" 2'2" 4X4 D 8'4" 2' 2' 4'2" 6'2" 2'2" 8'4"+� 1 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.003 1 999 360 Lu: NA Cs: NA VERT(TL): 0.008 1 999 240 Snow Duration: NA HORZ(LL): 0.001 H - - HORZ(TL): 0.003 H Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.223 TPI Std: 2014 Max BC CSI: 0.095 Rep Factors Used: Yes Max Web CSI: 0.086 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 17.02.01A.1115.21 WAVE 7 a O d O i08 9 t c r lot AN CONQ'ON AL e p s O %oaaa!a(erse+taea�w 07/28/2020 ♦ 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 Req = - F Min Brg Width Req = - 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 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 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 propperly aaid ceiling.Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 le. Appjplates to each face ofptruss and position as shown above and on the Join Details, unless noted otherwise. Defer 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 1 r1 1, or for r acceptance any structure ALPINE: www.alpineilw.com; TPI: www. his drawing,any failure to build the on this drawing or cover page, redesign shown. The suitabdlty ALPINE AN nW IGMVANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6978 / T6 / VAL Cust: R8975 JRef: 1WXc89750078 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RWM DrwNo: 210.20.1516.13389 Truss Label: MV1 JB / WHK 07/28/2020 1112X4 B 4'3"9 4'3"9 4'3"9 i Loading Criteria (psi) 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 EXP: C.00 ght: 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.2017 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)/10(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 "1313" 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. i iy * 1�gsy�aaemmooe V- >�,, r €i. 708 1 a ® i S AT 000A ' ial b�tl�l aKP ♦ 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# 07/28/2020 **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, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and'SBCA) for sa ety 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 ceilingq Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 le.� App!y plates to each face: ortruss and position as shown above and on the Join Details, unless noted otherwise. Defer to Alpire, a division of • truss in conformanc listing this drawinc and use of this i For more information see any structure is the res ral notes page and these web SBCA: failure to build the I or cover page n. The suitability AL NE nry mNwMvarrc 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6979 / T7 / VAL Cust: R8975 JRef: 1WXc89750078 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RWM DrwNo: 210.20.1516.13436 Truss Label: MV2 JB / WHK 07/28/2020 12 g � 1112X4 B 4X4(D1) T A (V CD 1112X4 2'3"9 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 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 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. 2'3"9 2'3"9 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(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)/l 0(0) Plate Type(s): WAVE VIEW Ver: 17.02.02A.1213.21 ~o Aga �\�% ' \�tG+ �• oC Niza ♦ 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# „ ~ ® A% . COA'1116 &AL � `+��ft,t�t�'�'`��� (7/28/2020 "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, 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 otherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a propperly aid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810, ile. Apply plates to each face ofptruss and position as shown above and on the Joint Details, unless noted otherwise. kefer to 60A-Z for standard plate positions. Alpine, a division of truss in conformanc listing this drawinc and use of this 1 For more information see uildm$cLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANSI/TPI 1, or for handling, shipping, installation and bracing oftrussesA seal on this drawing or cover page , . •ates acceptance of roTessionai engineering responsibility solely for the design shown. The suif9abdtty g for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 's general notes page and these web sites: ALPINE: www.alpineitw.com• TPI: www.tpinst.or • SBCA: www sbcindustrycom• ICC: www iccsaf ALPINE ANR COMCANY 2400 Lake Orange Dr.. Suite 150 Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6980 / T5 / VAL Cust: R8975 JRef: 1WXc89750078 ,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 City: 1 FROM: RWM DrwNo: 210.20.1516.13482 Truss Label: V1 JB / WHK 07/28/2020 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 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.00 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 1 2'11119 1'5"13 1 1'5"13 =4X4(D1) 12 6 =4X4 B4X4(D 1) —F A C (V D i— 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 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 y • 4 !p o.T08 1 � 0 8 C a ° 0 wqM M ae l a° COAfi ♦Maximum Reactions (lbs), 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# 07/28/2020 "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 BCS] (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCS!. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a proLp�erly attached r! id ceiling Locations shown for _permanent lateral restraint of webs shall have bracinq insalled per BCS! sections B3, B7 or 910, as applicable. Apply plates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. i m i , or tor r acceptance any structure L e failure to build the n r The P.I.Pability ALPINE AN rTW Dr. ouvnNv e 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 more information see this TPI: www.tpinst.org: SBCA: Job Number: N333978 Ply: 1 SEQN: 6981 / T8 / EJAC Cust: R8975 JRef: 1WXc89750078 ,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 I Qty: 20 FROM: RWM DrwNo: 210.20.1516.13326 Truss Label: EJ7 JB / WHK 07/28/2020 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 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 "l313" 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: 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)/l 0(0) Plate Type(s): WAVE 7- 7- 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 ..rj/j ��• ,AGE & a o.70� a a 44 Cop rsr Y�iyM®mP'�,�i��`� 07/28/2020 C Lo M V ♦ 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) fo'r saety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathincl and bottom chord shall have a propperly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of"truss and position as shown above and on the Joinf9Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildino Components Grout) Inc. shall not be responsible for anv deviation from this drawino.anv failure to build the AL NE ANITWCOMPAW I 2400 Lake Orange Dr. lull Suite 150 Orlando FL, 32837 rI NI 1, or for r acceptance any structure TPI: www.tpinst.org; SBCA: 1 or cover pa e n. The suif9abdrty Job Number: N333978 Ply: 1 SEQN: 6982 / T4 / EJAC Cust: R8975 JRef: 1WXc89750078 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RWM DrwNo: 210.20.1516.13123 Truss Label: EJ7A KM / OF 07/28/2020 T3 2X4(A1) 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 ft 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 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Sid: 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 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N 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. 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 Udefl U# 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 07/28/2020 "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 pro erly per BCSI sections B3, B7 or 910 finless noted otherwise. keferto' Alpine, a division of ITW.Buildina omponents Group Inc. shall not be responsible for anv deviation from tI « truss In conformance with ANN/ I F9 1, or Tor r listing this drawingg indicates acceptance and use of this drawing for any structure For more information see this job's general notes page any B 0 rM ♦ 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# e Idullrting Designer per ANSI/TPI .alpineitw.com; TPI: www.tpinst.org; SBCA: failure to build the I or cover page n. The suitability ALE M rrw COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333978 , Ply: 1 SEQN: 6983 / T21 / JACK Cust: R8975 JRef: 1WXc89750078 ,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 6 FROM: RDP DnwNo: 210.20.1516.13342 Truss Label: CJ5 KD / YK 07/28/2020 C 12 6 M N M B M A D 2X4(A1) 4' 11 "4 �1 4' 11 "4 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L!# Loc R / U / Rw / Rh / RL / W TCDL: 7,00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA B 256 / 95 / 207 / - / 128 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): NA D 89 / 13 / 68 / - / - 11.5 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.005 D C 118 / 92 / 61 / - / - / 1.5 Des Ld: 37.00 EXP: C HORZ(TL): 0.010 D Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 B Min Brg Width Req = 1.5 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed.201 Max TC CSI: 0.411 D Min Br Width Re g q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.254 C Min Brg Width Req = Bearing B is a rigid surface. Spacing: 24.0 " P 9 C&C Dist a: 3.00 ft Re Factors Used: Yes P Max Web CSI: 0.000 Bearing B requires a seat plate. Loc. from endwall: not in 4.50 ItFT/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 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. 4 ..'coo ooeQ@ i a p. 018 07/28/2020 **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 sheathin and bottom chord shall have a properly attached ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applical5 e. Applgy plates to each face, of truss and position as shown above and on the Joinf Details, unless noted otherwise. Refer 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 truss in conformance with ANSI 1, or for handlingq,, shippingq, installation and bracing oftrussesA seal on this drawing or cover page , 2400 Lake Oran a Dr. listing this drawingq indicates acceptance of pro) essionai engineerin responsibility solely for the design shown. The suit-abdlty 9 and use of this drawing for any structure is fhe responsibility of the Ouilding 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: 6984 / T20 / JACK Cust: R8975 JRef: 1WXc89750078 ,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 6 FROM: RDP DrwNo: 210.20.1516.13420 Truss Label: CJ3 JB / WHK 07/28/2020 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 T co d7 � N 4"3 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. Hlpine, a truss in c, listing th and use For more ini 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 2' 11 "4 2' 11 "4 Defl/CSI Criteria PP Deflection in loc Udefl U# 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 07/28/2020 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT`" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 185 / 75 / 160 / - / 84 / 8.0 D 50 /6 441 /- /- /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# of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ince with ANSI PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page, in gg indicates acceptance of pro) essiona engineering responsibility solely for the design shown. The suiTability s drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. see this job's general notes page and these web sites: ALPINE: www.alpineitwxom; TPI: www.tpinst.org• SBCA: www.sbcindustry.com; IM www iccsaf ALPINE M fRV COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6985 / T9 / JACK Cust: R8975 JRef: 1WXc89750078 ,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 6 FROM: RDP DrwNo: 210.20.1516.13188 Truss Label: CA JB / WHK 07/28/2020 12 6 C B F T A D 2X4(A1) Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 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 "l3B" 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: Ni 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)/l 0(0) Plate Type(s): WAVE ME! 11 114 ' Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(TL): NA HORZ(LL):-0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.196 Max BC CSI: 0.025 Max Web CSI: 0.000 VIEW Ver: 17.02.01A.1115.21 _ �l ��rY1PpI A? . . v i 5 AT O �. 07/28/2020 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 143 /79 /148 /- /41 /8.0 D 11 /12 /18 /- /- /1.5 C -15 /32 /27 /- /- /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 sheathing and bottom chord shall have a pro erly attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections 63, 67 or 910, as applicable. Apply Oates to each face, oftrussand position as shown above and on the Joini Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildincc��Components Group Inc. shall not be responsile for any deviation from this drawing,apy failure to build the nNmvmurnNr truss in conformance with ANSI/TPI 1, or for handling, shipping, Installation an(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 suicablllty and use of this yawing for any structure is he 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.sbcindus".com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6986 / T19 / HIP_ Cust: R8975 JRef: 1WXc89750078 ,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 3 FROM: RWM DrwNo: 210.20.1516.13296 Truss Label: HJ7 KD / YK 07/28/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 4.3 1'5" 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 BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: NA 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 2400f-2.0E Webs 2x4 SP #3 Lumber value set "136" uses design values approved 1/30/2013 by ALSC Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind 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. 5'3"5 5'3"5 9'2"2 97'2 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: No FT/RT:20(0)/10(0) Plate Type(s): WAVE 9'10"1 4'6"11 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.040 F 999 360 VERT(TL): 0.111 F 999 240 HORZ(LL): 0.010 C - - HORZ(TL): 0.018 C Creep Factor: 2.0 Max TC CSI: 0.546 Max BC CSI: 0.416 Max Web CSI: 0.260 VIEW Ver: 17.02.01A.1115.21 �A `y •®q�QGigO t•p � ram, AR 4: e® 9 0 64 e 0 ,, S �►T Ci � �, �P COAQ 07/28/2020 0 9'10'1 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 326 /154 /- /- /- /10.6 E 364 /84 /- /0 /0 /1.5 D 214 /177 /- /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 E Min Brg Width Req = - D Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 "WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join�Detalls, unless noted otherwise. kefer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW BuildincL Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ,wmacoMrwv truss in conformance with ANSI 1, or for handlinc shipping, installation and bracing of,trussesA seal on this drawing or cover pa e, , 2400 Lake Orange Dr. listing this drawing indicates acceptance of proTesstonar engineering responsibility solely for the design shown. The suit9ability 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.al ineitw.com; TPI: www.t inst.org; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32837 Gable Stud Reinforcement Detail ASCE 7-101 160 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. tpn --k %ji-,J C.. A iG, m--- u,.1,.L.+ o..._+1_.,., c.._-_...__ n v_i _ . n,. S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace x (2) 2x4 'L' Brace w (1) 2x6 'L' Brace w (2) 2x6 'L' Brace w Group A Group B Group A Group B Group A Group B Group A Group B Group B +> S P #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12, 8' 14' 0' - P #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 111 9' 1' 9' 6' 12, 0' 12, 6' M1410' 14' 0'Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' o Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' #1 4' 0' 6' 8' 6' I1' 7' 10' 8' 2' 9' 4' 9'8'12' 4' 12' 9' 14' 0' S P #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d oj P Stud 3' 9' S' 3' S' 7' 6' 11' 7' S' 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 _ #1 / #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' +> _ S P P #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' U I H If Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' all O r Standard 4' 2' 6' V 6' 5' 8' 1' 8' 8' 10' 5' 10' 10' 12' 8' 13' 7' 14' 0' 14' 0' \ #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10' 8' 11' 1' 14' 0' 14' 0' 14' 0' 0 14' ' / S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' I1' 0' 13, 111 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' QJ D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 1 7' 6' 8' 0' 10' 2' 10, 10' IS' 10, 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10, 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' _ S P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' L� U II— I H Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O r 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' 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' ri D P Li Stud 4' 9' 1 7' 4' 17' 10' 9' 8' 10' 1' 11' 7' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' IS' 8' 8' 1 9' 3' 1 11' 6' 12' 0' 1 13' 7' 14' 0' 14' 0' 14' 0' About able Truss Dlagonal brace optloni vertical length may be T doubled when diagonal 18• )K brace Is used. Connect L diagonal brace for 600# •L• at each end. Max web Brace total length Is 14'.WX 2x6 ➢F-L #2 or better diagonal r Vertical length shown brace) single 8• In table above, or double cut 45' (as shown) at upper end. o Connect diagonal at midpoint of vertical web. Refer to chart "WARNBRIGN t READ AND FTILLOV ALL RITES ITN THIS BRAVING wwDPORTANTww FTRCI[SH THIS DRAVING TD ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. ReFe�b follow the latest edition of BCSI (Building component Safety Information, by TPI and SBCA) fo V-si practices prior to performing these functions. Installers shall provide tenporory brad p B Unless noted otherwise, top chord shalt have property attached structural shentiVng and bo shall have a property attached r1Dld ceNng. Locations shown for permanent Iaternl restroin I �r,� I� II d i'�I�rLJ—��i J I�I�\`V'l l B7 or BID, as applicable. no Apply plates to e te shall have and Installed per above sections the position of truss and position all shown above and on the Joint BID, s, vdess noted otherwise. LI V Refer to drawings 16CA-z for standard plate posltions. AN ITWODMFANW Alpine, a division of ITV Building Components Group Inc shall not be responsible for my deviatl this drawing, any fallure to build the truss In ANSI/TPI 1, conformance with or for handling, shipl Installation 6 brhisacing of trusses. seatonver listingIndicates acceptanceofprofessional l inie \ \ 13723\ Rive art\ Drive rp a Y'iee sponsib" solelyor nil f tlx shown TYw sul tobKtty use of draw4g 1\Suite1200 the fr any structure Is responsb" of Building Designer per ANSI/TPI 1 Sec2 \1Maryland\Heights,\MO\63043 For mom Information see this Job's general notes page and these web sites+ ALPDFu www.atpineitw.coni TP1i www.tpinst.orgl SBCA� www.sbclndustryorRi ICd wwwJccsafe.org Bracing Group Specles and Gradesi Group At S ruce-Plne-Flr Hem -Fir #1 / #2 Istandnrd 1 #2 Stud 03 Stud #3 Standnrd Dou ins Fir -Larch Southern Pinewww #3 #3 Stud Stud Standard j I Standnrd Group Bt Hem-Flr #1 IL Htr #1 Douglas Flr-Larch Southern Pinewww #1 #1 #2 #2 lx4 Braces shall be SRB (Stress -Rated Board). wwFor lx4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values my be used vlth these rndes. Liable I russ Betail Notesi Wind Load deflection criterion Is L/240. - Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3.0' min) nulls. )K For (1) 'L' brace) space nails at 2' o.c. In 18' end zones and 4' o.c. between zones. )K)Wor (2) 'L' braces. space nails at 3' o.c. In 18' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 80% of web member length. Gable Vertical Plate Sizes + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail. REF ASCE7-10-GAB16015 DATE 10/01/14 DRWG A16015ENC101014 Vertical Length No Slice Less than 4' 0' 2X3 Greater than 4' 0', but less than Il' 6' 3X4 Greater than il' 6' 4X4 MAX, TOT, LD, 60 PSF MAX, SPACING 24,0' f 'T' Reinforcing Member Gable Truss Gable Detail Fnr I Pt -in Vartirn I Gable Truss Plate Sizes pproprlate Alpine gable detall for e sizes for vertical studs. Engineered truss design for peak, ,b, and heel plates, vertical plates overlap, use a . ate that covers the total area of lapped plates to span the web. ei 2*2X4 2X8 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven NaRsi 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 detall to be used with the appropriate Alpine gable detall 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, A20015ENDI01014, A20015PEDI01014, A11530ENC101014, A12030ENC101014, A14030ENC101014, A16030ENC101014, A18030ENC101014, A20030ENC101014, A20030END101014, A20030PED101014 S11515ENC100815, S12015ENC100815, S14015ENC100815, S16015ENC100815, 518015ENC100815, S20015ENC100815, S20015END1008 �� ` S11530ENC100815, S12030ENC100815, S14030ENC 03 C100 , 518030ENC100815, S20030ENC100815, S20030 00 Q SDI See appropriate Alpine gable detail for maxim e -'in ®ear 1q, '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 Example ASCE 7-10 Wlnd 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 fl �1�I\ fl1� d IILII`711LILJ�1 Illlll�\\VVI I111Lr�� AN RWCOMPAW \\Suite\ RiverpoR\Drive \ \Suite\ 200 wwvARNBICdww READ AND Fm-Law ALL NDiES ON THIS BRAVMG a w>!I)!PEIRTANi-w FI FMM MS DRAVING TD ALL CONTRA MU MCLUIPING TIE MT&L. R4 o Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref n4 follow the latest edition of BCSI (Building Component Safety Information, b TPI and SHCA) fo '.. s t3b practices prior to performing these functions. Installers shall provide temporary brndng pe HCSL r Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m chop rhall have a properly attached rigid ceiling. Locations shorn for permanent lateral restraint f s Apply plates to end shall have and sections -the Installed per BCSabove J or DIQ, as unless of truss and position as sham above and on the Joint Details, unless noted otherwise. .� position Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc, shell not be responsible for any deviatlo r this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin Installation L bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering my Is the responsibility of the BBultdifor the design inng DDesigner�per�'�SI/IPPII i ser2 drnrYg �• ��,?is � a • .4,•. w ® a. a° Q s� ki °®®•Bmwrr ra®s° C1 � °\ S7 }y`$ ',� /28/2020 MAX, TOT, LD, 60 PSF REF LET -IN VERT DATE 10/O1/14 DRWG GBLLETIN1014 DUR, FAC. ANY MAX, SPACING 24,0' \\Maryland\Heighls,lMO\63043 For more information see this Job's general notes page and these web sites ALPINE www.alpineltw.coni TPI, www,tpinst.orgl SBCA, mrw.sbcindustry.orgi ICC, wrwlccsafeorg 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 Or, 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 flrr 14n mnh Wind SnPPd. 15' Mann Helnh+ Pn +lull., n v_+ - i nn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace x (1) 2x4 'L' Brace a (2) 2x4 'L' Brace lc (1) 2x6 'L' Brace 11 (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 ..� r #1 / #2 3' 6' 6' 0' 6' 3' 7' 1' 7' 4' 8' S' 8' 9' 11' 1' 11' 7' 13' 3' 13' 9' 0) U S Pf #3 3' 4' 5' 1' 5' 5' 6' 9' 7' 3' 8' 4' 8' 8' 10' 7' 11' 4' 13' l' 13' 7HF ' Stud 3' 4' 5' 0' 5' 4' 6' 9' 7' 2' 8' 4' 8' 8' 10, 6' 11' 3' 13, 1' 13' 7' 0 Standard 3' 4' 4' 4' 4' 7' 5' 9' 6' 2' 7' 10' 8' 5' 9' 1' 9' 8' 12' 4' 13' 2' #1 3' 8' 6' V 6' 4' 7' 2' 7' 5' 8' 6' 8' 10, 11' 3' 11' 8' 13' 4' 13, I1' --� 1, S P #2 3' 6' 5' 9' 6' 2' 7' 1' 7' 4' 8' 5' 8' 9' 1 I1' 1' 11' 7' 13' 3' 13' 9' Nt #3 3' 5' 4' 7' 4' 10' 6' l' 6' 6' 8' 2' 8' 9' 9' 6' 10' 2' 12' 11' 13' 8' P Stud 3' 5' 4' 7' 4' 10' 6' 1' 6' 6' 8' 2' 8' 9' 9' 6' 10' 2' 12' 11' 13, 8' d 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' ill 12' 7' 13, 1' 14' 0' 14' 0' L U u P 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' ill 11' 1' ill 11' 14' 0' 14' 0' #1 4' 3' 7' 0' 7' 3' 8' 3' 8' 6' 9' 9' 10, 2' 12' 11' 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' I1' 8' 12' 6' 14' 0' 14' 0' Q� D P 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' 11' 5' 3' 6' 7' 7' 0' 8' 11' 1 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 / #2 4' 5' 7' 7' 7' 10' 6' 11' 9' 3' 9' 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' Sr P f #3 4' 3' 7' 2' 7' 7' 6' 10' 9' 2' 10' 6' 10' 11' 13' 10' 14' 0' 14' 0' 14' 0' Lf U I_II- Stud 4' 3' 7' l' 7' 7' 8' 10' 9' 2' 10' 6' 10, 11' 13, 10' 14' 0' 14' 0' 14' 0' O I� I Standard 4' 3' 6' 2' 6' 6' 6' 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' c I D rr 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 1 4' 3' 5' 8' 6' l' 7' 7' 8' 1' 10' 3' 1 10' 11' 1 11' Il' 1 12' 9' 14' 0' 14' 0' Bracing Group Species and Gradesr Group At S ruce-Pine-Fir Herr -Fir #1 / #2 istandnrd #2 Stud #3 1Stud #3 Standard Dou las Fir -Larch Southern Plnewww #3 #3 Stud Stud Standard Standnrd Group Bi Hem -Fir #1 & Btr #1 Dou ins Fir -Larch Southern Plnewww #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). ■wFor 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 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. About I Attach 'L' braces with 10d (0,128'x3.0' min) nails. able Truss )K For (1) 'L' brace- space nails at 2' o,c. In 18' end zones and 4' o,c, between zones. Diagonal brace optloni iK)Wor (2) 'L' bracesr space nulls at 3' o.c. vertical length any be T In 18' end zones and 6' o.c. between zones, doubled when diagonal 18' )K 'L' bracing must be a minimum of 80X of web brace Is used. Connect I member length. diagonal brace for 775# 'L' L at each end. Max web Brace Gable Vertical Plate Sizes total length Is 14,. Vertical Len tin No Slice 2x6 DF-L #2 or Less than 4' 0' 2X3 better dlagonal 'r' Greater than 4' 0', but 4X4 Vertical length shown J51*J//�/ bracel single double 18, ) t 1 1 1110l0 less than SO' 0' In table above, 45' 4 or cut (as L 1 J shown) at + Refer to common truss design for upper end, peak, splice, and heel plates. Connect diagonal at o � • '� ® aw �y fry Refer to the Building Designer for conditions mid olnt of vertical web. Refer to chart r x gab: r IL•pl 25, h, not addressed by this detail, OLOALLLCOCONTR�ACTORRSS �UDING � DSTALLER&Z -DFORTANToFIB uTFRSS 11M NO �klx)(D� q ; ' O•'^'" REF ASCE7-10-GAB18015 DATE 10/01/14 Trusses require extreme core In fabricating, handling, shipping, Installing and bracing. Referato andD follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) foasafety® Practices prior to performing these functions. Installers shall provide tenprary brncinp p w unless noted otherwise, top chord shall have properly attached structural sheathing and bp.' o hoed shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrain f web9 6 ° ► DRWG A18015ENC101014 a I'rU�J shall have bracing Installed per BCS[ sections H3, B7 or H10, as applicable. Apply plates toe face® of truss and as shown above and on the Joint Betalts, pI Y'!, o •. V �LJ LI position unless noted otherwise, .,tea Refer to drawings 16OA-z for standard plate positions. •`tR fi a ,[ � O` AN ITW CJDMPANY Alpine, o dlvlslon of ITV Building Components Group Inc shall not be responsmle far any devla this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, sip • 'N �' ~ �� a� 1 MAX, TOT, LD, 60 PSF 1113723/ Riverpon\ Drive Installation L bracing of trusses. A seal on this drawing or cover page Ustirg ifs drawing. ldgcates acceptance of professional engtnweNrg resporlstK ty solely for the design shown The suttabi lty and use of this drawing a0t ,• wwtwwrrewlw} rtp 11 Suite%200 for any strmt- f the responslAtty of the Bulding Designer per ANSI/TPI 1 Sec2. �t�° 11 Maryland% Heights,% MO% 63043 For more Information see this Job's general notes page and these web sites- /f ,AEI � �Z 8/2,02,0 MAX, SPACING 24,0' ALPINE wwmalpinNtw,coml TPI- www,tpinst.orgl SBCAl wwwsbdmdustry.orgl Ica wwwlccsafe.org 'T' Reinforcing Member Gable Truss Gable Detail Fnr I at -in \/Prtirn I � Gable Truss Plate Sizes pproprlate Alpine gable detall for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a to that covers the total area of lapped plates to, span the web, 2X4 2X4 *2X8 Provide connections for uplift specified on the engineered truss design Attach each 'T' reinforcing member with End Driven Nalls- loot Common (0.148'x 3,',min) Nails at 4' o.c. plus (4) nails In the top and bottom chords. Toenalled Nolls, 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 a 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 E11b1"ff0D1j� S11530ENC100118, S12030ENC100118, S14030ENC 30( 100*1 "'/4 S18030ENC100118, S20030ENC100118, S2003CE O1 ®•• QgQP bio See appropriate Alpine gable detail for maxlt ectlQcl dq 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End -nail To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, 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.D1PDRTANIIu � na BRA w Two °ALLY TONOTES RS �wDmG TVIIi°HE INSTALLERS! ; 0' 0 REF LET -IN V E R T �r,�^ II� d I ll'�rJJ��JJ lull\vll LL AN ITWCOMPANY \\13723%Riverport\Drive \\Suite%200 Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref r n�, follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) fo - s tyy practices prior to performing these functions. Installers shall provide temporary bracing pe. SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bo n cho�i fl shall have a properly attached rlgld ceiling, Locations shown for permanent lateral restraint f s B7 or B10, as unless applicable. Apply plates to eaEy shall have bracing Installed per BCSI sections the of truss and posltlon all shown above and on the Joint 310,Details, unless noted otherwise. , Refer to drawings l60A-Z for standard plate posltlon. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatio r this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlppin Installation 4 bracing of trusses. A seal on this drawing or cover page Us i g this drawhg, 4x0cates acceptance of professional eng4leering responswity solely for the design shown. The suitability and use of this drawing For any structure Is the responsibility of the "ding Designer per ANSI/TPI 1 Sec2. a e e pT t"9- o = P: f lJ a A� �+` s �O • `a• 4 �i�` q'� •o"• { •ge s[$ '••rr••"' ,` �(� ,ry` Sev 'dip 'V I~ yd j�2g�2020 C: ti1 MAX, TUT, LD, 60 PSF DATE O1/02/2018 DRWG GBLLETIN0118 DUR, FAC, ANY \\ Maryland\ Heights,\MO\63043 For more Information see this Job's general notes page and these web sites,MAX, ALPINEi www,alpineltw.conl TPIi www.tpinst.orgl SBCA, owsbclndustry.crgl ICd wwwlccsafe.org SPACING z4,0� t , � • 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. 2X4 X4 — 8-0-0 Max 4X4 12 12 Max, I 1X3 1X3 (Max Spacing) 1X3 5X4/SPL I -1X3 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, 80% length of web, same species and grade or better, attached with 10d box (0.128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014. Top chord of truss beneath valley set must be braced with: properly attached, rated sheathing applied prior to valley truss installation. Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, ww* 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', Valle j. Spacing Pitched Cut Square Cut Bottom Valley Chord Bottom Chord Valle Toe -nailed / y *s 2X4 � o- SP ysaseraE,,, Lim +'►� �awrasaa■ �eal mARN04131 REAR Arm FOLLOW ALL MTES IN THIS BRAVIMi AM X-WMTTwa FUl*= THIS BRAVING TO ALL CINTRACTORS INCWDIM THE DWALLERS. Trusses require extreme core In fabricating, handling, shipping, Instnlling and bracing Refer to follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) for :of practices prior to performing these functions. Installers shall provide temporary bracing per BC Unless noted otherwlse, top chord shall have properly attached structural sheathing and bottom IIIIII f� shall have a properly attached rlgld ceiling. Locations shown for permanent lateral restraint of dI�LI �� shall have bracing Installed per BCSI sand on B3, B7 or Det as applicable. Apply plates to each f of truss and position as sham above and on the Joint B10, s, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Alpdring, aine, a division of ITV Building Components Group Inc shall not be responsible for any deviation f AN rrW COMPANY this awny failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation 6 bracing of trusses. A seal on this dravi g or cover page Listing this drawng, indicates acceptance of professional engtrcerkg resPo solely far the design sham The sul add use of this draw \ 113723\ Riverportl Ddve tahi:Ky :mg \\Suite\200 for any struetar'e Is respa lAty of the Building Designer per ANSI/TPI 1 Sec2, \ \ Maryland\ Heighls,\ MO\ 63043 For more Infornation see this Job's general notes page and these web sites, ALPINE, wwe,alpineitw.coni TPB w whpinst.ergi SBCA1 wwe,sbdndustry.orgi ICC, wwwdccsofe,org 2X4 Stubbed Valley End Detail T s a70$ 1 T LL 30 . m T 20 e w C4 D L 10 SAS O 89LL 0 a°y4�rbT, LD, 60 At G v DUR-FAC.1,2S/1.33 ❑ptional Hip Joint Detail Mom Partial Framing Plan 10 40PSF REF VALLEY DETA 5 7 PSF DATE 10/01/2014 0 10 PSF DRWG VAL160101014 0 0 PSF i5 57PSF 24,0' 1, t 4 'W VALLEY FRAMING & BRACING DETAIL RI 13C h/2 of Lumber Size and Grade-Minumum Reauirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is Impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.6") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7.05, 140 mph, Enclosed, Cat II, Exp 8,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL)'and 20 psf (TD) Max. :e the crippes for each row starting from the valleys or sleepers working inward to the ridge board so that cripple locations are gored between rows. 7yp) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (••) 8 16d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails . Ridge board to truss 416d toe -nails Purlin to (Typ) 3 16d toe -nails Truss to blocking 4 16d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 3 16d toe -nails OCKING NOTES v ^ ____ 13. Collar beam to rafter 416d toe -nails 8t BL CRIPPLE, BRACING, NOTE: 16d (0.162"x3.5") COMMON NAILS -20 continuous lateral restraint (CLR) min, is required for cripples 6'-0" to 10%0" Ion nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of cripple with 10d 10.128"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 f{q Nails are common wire nails unless noted otherwise. H� • (A) 1 (B) ("`) iaVA&mlCfe>• R[AD Alm FU-LW ALL tares ON nos DRAVDY9 s LL 20 30 40 54 REF VALLEY FRAMING ­M�WANrna FINIM THIS MAVDG M ALL CCKTRACTDR3 D1r11 M nE ISTAL1.10M * DATE 10/01/14 llosxas txocCSIn d9nm«°'O1d°`"Sffolthe atecedltlnofBi BkComponent ftyI �,byTPland BW o mf_Q"y DL 10 20 7 7 prcetices prior to perfornft these functlens. Installers shaU provide tenparary bracing per B Unless noted otherwise, tap chord shag have property attndwd structural sheathing and bottan . STATE OF _ SC DL 0 0 0 0 DRWG VACNV1801015 shall have a property attached rhpld celY,p. Locations shorn for pennant lateral rcstraMt of that have brac►Q Installed per BCSI sections B3, B7 or Blg, as apptkobte. Apply pates to each f �` '; .� : • �' A of truss and paslean as shown above and on the Joint Detas, a Less noted otherwise. Refer to drawings 16GA-Z for standard pate poshtlons. '- • •• ORIOP•• •••.se,,..•• C LL 0 0 0 0 AN frW COMPANY Alpine, a dvldon of nV Building conponents Group Inc. shad not be responsible for any deviation iron this aFvh g, any f aure to build the truss In confornance with, ANSVIPI 1, or for harWlkp, shipping, � �� �`r S!1/0��� C\�\ �i TOT. LD.30 50 47 61 Installation t brack of trussts. gape Ui� A seal an this drawing w cover, L DUR. FAC. 1.25/1.15 solely for the sh,oen he suft°bsMy i 11dr.0 tth. utH 13389 Lakefront Dwe EaM City, M0630d5 faXa�`�...c•^ . resporns�ItT n„dr,g msgn.. p., AtavlPl 1 S-l:2 For rare Infornatton sew this es page sit Iteebww3cl:s`aafrarg �sbdndgus 2�`� SPACING SEE ABOVE ALPDE, ww.alpineltw.canl TPl,.—AplrsUrgi S°e`BCal yy.ortgr I