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;,, PLUM TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING a— c I N N a I co SHINGLE L1 C- AYL-0 & 1-2 3'. S V 14'-0" 4'-4' 21'-4" 39'—B" Labeled End Mark Total Truss Quantity = 72 NOTE: DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE. BACK CHARGES WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE DEPARTMENT AT CARPENTER CONTRACTORS OF AMERICA, INC. 877-293-9487 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. ROOF -,L10 Reviewed for Code Compliance Is Universal Engineering Sciences "CZ - General Notes 1) w atota tttt�, � we.a ad 2) N Itatgatt to 9-;— MI529 vim dh�flee 3) N tnm WRiV Y 24- B.C. wdm othw�ia MtML 4) Sw Tlttm Plow YoBhw BC9-131 nmffmwldotlm pa am X-Ittod" r mM be ptootd at a =dn". waft 15' MC. aua® Bs WMN to npawdNdt a c � be6rl eadt PN®a ab*. N(W laBCS"I for aq adman d Nuam ROOF LOADING SCHEDULE TCLL - 20 PSF TCDL = 7 PSF BCLL = • PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 X WIND SPD/TYPE- 160 ENCLOSED BLDG EXPOSURE = C USAGE = RESIDENTIAL CAT II WIND IMPORTANCE FACTOR-1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FHC 2020 TPI 2014 Tress member design & connector plates rc dcsiSned tiv A.S 7-18 and m nnern forces from both components and claddings and main %ind to= resisting rystcmc • These trusses have been reviewed otcarry - additional 10# psfnon-concurrcnt bottom chord live load. FLOOR LOADING SCHEDUL TCLL — PSF TCDL = PSF BCDL PSF TOTAL PSF ROOF DESIGNED FOR SHINGLE AM REACTIONS AND UPLIFTS ARE SHOWN ON ENGDiEERRDIG s \ I I J MCARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. N. V. WINTER HAVEN FLORIDA 33880 PHONE.(600, 939-8806 FAX. 1.1., 294-2488 BUILDER D.R. HORTON STATEWIDE PROJECTCREERBIDE MODEL 1828/CATd/4EBB CCA PROJ/MODEL/ALT 7A5/ 182EC,E/ 02 ALT DESC OTC 33W' ffb%1*W8bi'N LOT B BLOCK DESIRGFNE PACE 1 3 17SCALE p30 'NN334501R 1 4 "=1 Builder: Project: Model/Building: Lot Alt: Lot: 8 ENGINEERING PACKAGE Block: Unit: _. _ ........._ Address: rr� ...................................................................................................................... ........... JobNumber: N334501 Revision Date: New Load #: Reviewed for Code Compliance Universal Engineering Sciences CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 R101 ALPINE KAarr613,2010 ANrrWCOMPAW Mr. B64 Michaelis: Car06nter.'COritractofs cif : Ind.. with a width.less } . i ` .supporting girder '------ Mail -'-----'- qepr Bob, ' Tot-b single ply carried ti�uiss Witha width less than , engt� pf 4W' and will have a. minimum pitdh.:of.,5fl 2,. The single ply carned"truss shall have a reaction of . —_-_--_-__-_-'__---_-_- �161 Figpro:-3� � For -a single pl" ied6r'that tequir4s; wood blocking to,'adhieve1UH design load value forface-mounted hariggrp -,attach one wood. block to 'the back face. of. e Ojrig*jp��ply girder with thosame size: and drade-;�is'the' bott bm. cho�d, OUthe sing lie. -ply girder. Thie.`Wo6d: block length to- bo,,. s.Ubh that.10eWbod 676OForum Dhve505, Orlando, FL 282'.1 -�- 0 ALPINE AN OViCOMM single ply-.gjFOerfqce; With - an ad.ditip.na.l. (20) O..j:28!x3., 0'!.GunNaiIsat-.each-pan61.p applied to `the: : . additional .1 1 � . - . .. I .. . . pin. Wood blo&fade 06e Figtlre2' W'OW..PIe0s6 tbf6r'to th6.Simosbb.gteohg-T.ie:'C.'6taloo CL0,20.19i pade 216 .'Figure: l for more irif6thiation. Frgure % 2':'� ... . .. ............ . .. ............. ..... . . ... .... . .... .. .... ... .... ...... .. .. ... ......... .. . . ...... ... .... .. .- _ __ ....... .. . . ...... .. ... .... .. ......... .... ....... . .......... ... The appli ' cation of prefabricated Jack scab tru".§s for Wdod fille'r: blocki n*g :or wood blocking to; achieve fUll. design load value for fpc&-mounted Mrigers Must be :approved by the. hardware manufac Wren. Afl edge and b1nddistarices, and tpkiho for all riail d6nnedtibn8'md8tbe su#idi6nttb"pteVdht-.tplitti*hg of �wood. If I can.be of any further assistance, -or if you 'have any:questians, please . give -me a call.. Wlliam H. Krick -RE. Chief Engineer Alpin-e-an-1-17W Company Engineering Department. Oflandoj FL No $61 ST ATE - dF ATE 11. 6750 Fdrlu"M` - DfiV& S6R6'306', (800.).521-9790 - (863) 422- - 8685 61 ALPINE &,?"CW~ April 26;,.:2019- Mr. Bob Michaelis Carpehter Coritraidtors ofAth6rid;Et, Inc. AvenueG...; Northwest . .... Wiritet Haven; FL 38860-6-201: Dea.r. Bob,. .R6' Stro-nobabic bridging: on fbo' f trusse$. I understand'there is §&hd concern over our 'recommendations f6r strohgback bridging* on ioof'trusispes, 'giroriaback bridging for roof trusses is not.a requirement of ANSI=TPI 2014 nor it a requirementofthe B S stron back bridging 6 r roof. ..tru Safety Information ion- (5 9 §8es 19 recommen-c[eo,by-.Ckrp'phtR"__C' r .On adtort of.. mbtjc;j: w%rongo k bridOihO..se'r'V'Q the: follpwipgjWp,_ functio''n.s; One, bridging aligns the- bottom - chords after they are. set :so_ they :are uniform. along the ceiling line and h('�lo:s"%.At(ith.-.t.-eiiihg:servipeab.;iiiiy. Twoj bridging reduPes f6latW d6flectio"ifi of adjAb&ht1rUssd§:: Strongbackb(idginq.do6s: hbt.,pr6Vent or reduc6wefAll in-diVidual d6flecti6n, e6pedially -a any roofrooffebsg6gl - .: ... . . .. .. ....... ........ ... pfleqf(qg prrp. 01. aQ..1L4" irlc.,.�O. _ L _ — _ ___ .. .. .. ........ ... ... ......... .. ....... ............ ... .. Sirongoack bridging in roof. trusses does not serve. as 1ernobra"'ry.oe. 06ftfria'nidn't: bracing �and is not intended to . -be ee trusses. Consequently, no desi .distribute. or share. design loads, OV n . U. tsep. h load's have` been accounted forAh this. detWl and continuous- str6figback thdUld'hotbe -.afta'c'hed between common and girder 'trusses-.. The use :of strongback bridging shall not. `interfere with other- design considetatibhs asspecified . :bj the Ehgih66r`0f Record ec&d or the Build . ing: Designer. Th& outer ends of strongbadk-bridging shall beatta.ched.10 a wall or anothor%secure end..rqstra'in . t; -or as..sppcified:bY the Engineer of Record 6r.thd BUilding.Desigh6r. Str6figbackbridging shall. be .a minimum 2X6 horinat lurber oriented with the dep th vott; ical: Attach with:common. (3) 1:6d nails :(OJU�x&.51 nails at% each intersecting thember:'When extending the- tru. The :location: strongback bridging overlap by at. aminirripm -of two trusses. 4 ca. . P: of. fho: strQn&ack bridging maybe: specified: p*y",�heTru§'s Manicifactut.Or-, E-fi&e&r, 6f , Record, or Building De§i6ri& Pleas& refae-:to 1§6_8, 1 "' Strong ba &I hp 'Provisions" or (RdUr' 1) is f6rgeni�ric .illustrativeio.Alp 1 n6..- STRO R. 18 k.11 0 14 detail for more. information. The. graphic e-. —* thoWh -pUrobse only. ,6760 Forum 'Drive:S . uite 305, Orlando, FL 32821%.- (800) 521-9790.- (863), 422"8685 11 ALPINE--u- I % '..' Q..; U " .. f-IL L_ k,.l I . I . , J ) Figqrej. If Lcan bb of any fudhbr EisiilOaric6 or. ifyou "have -any questions, please; give me -a call. William, H.,Knck- F.:E'*. Chief Weer Alpine an ITW:Co :Company Enginq6rihg'13605ttme'fit - -Orlando;. FL. V8 2.1 -6780 - Forum Wive Suite.3015, Orlando; FL 3282' 1'-; (800). 52I!197.90'- (8153)4224685* Iq il -STRONGBACK BRIDGING BUTT STRONGBACK BRIDGING TOGETHER SCAB WITH 10d;BDX/,GUN :4! '_V 2z6- NAILS 3N*"E ROWS -AT ;SCAB' .6' O.C. NOTE, IN LIEU. -OF - SPLICING AS SHOWN, LAP 'STRUNGBACK-' BRIDGING HEMBERS. FOR:AT'LEAST ONE .TRUSS SPACING STRONGBACK 'BRIDGING: :SPLICE DETAIL STRONG'BACk BRIDGING' ATTACHMENT ALTERNATIVES AN MODMPAW Ito WRY;;. truss In kwt4ution 9. bedebo f.i 1372a jiwipbti D&B . PC MeAv *ft drawbic. hd=t"-,ftci*P*&h .—..f!bxrr. tw .. =,.show%: Tht,wAkbK1iY.md'ust S09 2DO fer . . . . . . . . . . . . wANSVM.1 Malylaw FAIghts, MO 63043 Nth RECOMMENDATIONS lip- All scab7-soh blocks shall. be: .-cx minimum_2x4 'stress gt7aqlecl Iupbet,-;* so -.-Alt strongback bridging .and bracing shall be::a minlinUm 2x6 'stress gradle.61- luHbLn;f,.'v -k bricibihals: to. 0�--Tbe :p:ui;,�pose of stronb'b.ac. o between 'indlVid -t develop load sharing A r�yst,;es,: ra[('In&e6.s In the res�.qttlng In an overall stiffrless,:of the. floor. system. Sx6 sti^ongback b6biging, pdMtIoh0cI- ias� is.how1h." In i cletcix'fls, Is recommended at 10' =01; D.C. <max;) 6,-Jhe- terms: 'briabind' and `b'r'dCihg' times are. some mistakenly �u le sed-Ant rchonge;abty. Ls',an impqr-,-tantl structural rec qulretnent-.bf :any flo*&- or roof system, kefet- AD tkL-;: Truss. Dle,-Igh 1)rq*Ing (TbD) 'for- the;*,bracInb rL*q e uV&m nts 'for each IncIIvIcIU L truss com 'Brldglng,` ponll�rlt part1ctAaHy* "strongback.' I�s :Q:., :bridging' recommendation f Fr truss oa trusystem to, help contr..o( I'vi'bratior)."' In: add . MID . . n: -to- ,Q.ICIIhq..,In the: dl.5trjb t1oh of pbInt loads Jpetw.e 'e6 adjacent truss, -'ktrongioack bridging serves -to reduce NG. , 4TS 'd ?3 M10 14 mift c P&ew bounce. or resI.00 From Movingpoint oqcItj--:5Uch as footsteps'. The Oerformanc'e. of -all 'floor -systems -a re enhanced toy. the. Int-tallat's of trbhd�- ig6a loric.1gibb and therefore :Is. strongly recommended nclect by Mpine, For jadditional Inf&,*McAIori regarcIft. -strongback bridging,. ref-ei;- Component Safety Information). :H V 1 ',Tt L L 4 .. - - PSF TADL. tPSF N6. %08 .6-1. `1 - s; - AC M PSF. rp.i L L. PS F ST F:.-- It, A D, PSF FAC,. Loo kwM W, 0 It' 6 'MVE ':10' uff-T-AL A-16HINS. HORE 50oo iwie 'T. - SHOA-114a U. PLAOF CO XINIRA TE9 -:TO.';:UPP -PI 'dA. 10' N H AL x.,7t" AAKIMUM L Sm F"Iq 0 OVER 8 A SM� -AP-PLATIE.8 A PROPRTA AVPINE-D)RA, .0,. ISER ME] El P AND TID- -R'%vfS.-THIN tail TO, UE Su PLIEO' PY T. - a -a- T. Mum - 17�, 7 l A A- NO -Pl. U SSE PO�T$ ts • JoP&T. E.: SCALE NONE Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member, This design Is valld onlyy for single ply trusses with 2x4 or 2x6 broken members, No snore than one break per chord panel and no more than two breaks per truss are allowed, I. Contact the truss manufacturer for any repairs that do not I comply with this detail, (B) = Damaged area, 12' max length of damaged section { U = )41nlmum nailing distance on each side of damaged area (B) I (S) = Two 2x4 or two 2x6 side members, same size, grade, and i. species as damaged member. Applyy one scab per face, Minimum side member length(s) = (2) 1-) + (B) ; Scab member length (S) must be within the broken panel, Nall Into 2x4 members using two (2) rows at 4' o.c., rows staggered, Nall Into 2x6 members using three (3) rows at 4' o.c., rows staggered, Nail using 10d box or gun nails (0.1281x3', min) Into each side member, The maximum permitted lumber grade for -use with this detail Is limited to Visual grade #i1 and MSR grade 1650f. This repair detail may be used for broken connector plate at mid -panel splices. This repair detail may not be used for damaged chord or web sections occurring within the connector plats? area. Broken chord may not support any tie -In loads, I.a L L 41 O,C Typical + o + o + o + o o + o + 0 + o + �{ 21 �'- Stagger + = Back Face 10d Box C0.128' x 3', m1n) Nails, o = Front Face 2x4 Member - Double Raw Staggere 2x6 Member - Trlp`e Row Stagoerec Nail Spacing Detail Member, Repair Detall Load Duratlon = 07 Member forces may be Increased for Duration of Load Maximum Member Axial Force . Member; Size L SPF-C HF DF-L SYP Web Only ! 2x4 12, 620# 635# 730# 8004 Web Only 2x4 18, 975# 1055# 1295# 1415# Web or, Chord 2x4 24 975# 1 1055# 1495# 1745# Web or Cliord 2x6 1465# 1585# 2245# 2620# Web or Chord 2x4 30, 1910# 19600 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36' 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 36354 4295# 4745# Web or Chord 2x4 r 42 2975# 3045# 35054 3835# Web or Chord 2x6 439541 4500# 5225# 57254f Web or Chord 2x4 -4ely . 3460# 3540# 4070# 44454 Web or Chord 2x6 5165# 5280# 6095# 6660# Hlnlnun H 1 L i L Dlcinnee Hlnhlm L Dlstnnee 8 tceVAMINGI•s READ AND roLLOV ALL Nark ON THIS:'DRAVIXOI REF MEMBER REPAIR asMIATANTra FURNISH THIS MAY= Ta ALL CONTRACTORS INMHING THE INSTALLERS, DATE 10/Ol/14 Trusses require, ertrent care h PabrieattAm handlhp, shlp Ina Install ` and bradno. Refer to and by TPI follow the lat.st edition of BCSI 43,dldNo Corps nt Safety inrornatle-V and SBCA) far safety pprraetkes prsr to perforvJno these funetlans. install.rs aholl pravld. ,tenpar a y �hraeNO per 3CS1. Unlaess noted otherwlsa, top chord shall have properly attached structural sheatMnp antl botton chord DRWG REPCHR111014 ti ��O shall have a properly aiiadiOd rlald eri t L.eattons shown far perranent lateral restraint of webs shall have braehp hstalled per B I se 13. 17 or 71D, as applIcobir, Amly plates to each face of truss and as shown above and on the JoInt Betatls, wlless note oth�rvlse, d pposlilan Rehr io dNawlnos 16OA-2 far standard plate pasltlonr, AN ITW OOMP+�NY Alpha, a dNlaton of !TV 14idh components Oroup Inc, shall net be responsible for o devlatlon from this drawing, any fallurr is WV-khe truss In aonfornanat with ANSI/TPI 1, or for h.rdAno, shlppho, ' kutnllatlon L-bs dtp of irussas. A se.l•m this drawl% or Cover pope ortYp iNs dra■hp. MmUs acceptanw of pe O.ssbnal nyb+.er*p rwsao ara ,, sotely for the Arelon shown. The sultabllty and use of iNs dravino for °ny s'truetu�e k t7w rnpansLilfiy of iFx AsksM Des>Onar per 'Wslrtfi t Sect. , ' /1 ri1' SPACING 24,0' MAX 13338 Lekefronl Odve Esdh cµy. MO 03045 For mars Infornatlon set this Jobs general notes Plot and thtse web 11021 _ALPINO wwa,slpli"Itmeanl TPI, vse.tplrrtor-M SBCA, vvwsbelnduetryarol )CO wwTUCsaf.,arg glcidg BOARD axi) Lumber Size and dracle--Mlnumm R(equi roments. .9e 4yr$tqar -50 purPhs Yrust pine Material ....... .. . . . BEAh%-FVeRy THIRD. RAPPERS 4 -&&m a toVaj -hesTSY-40?.L0:. -.or L"§. gfit; 14 -MaxlMu(n rdo.An'robf helght; 3,0-luet l(Sgpt 149 mpht.Fnalosed, Mph; lniWall, Tutq 1-89 BEVZbRAM F 30,lg6u3-.0.-1 palhd -jat a... or.$ long raqure'tiVc:t7Lft 'fa ox or do ntin an ;nails. ce, i---, . pp(e-Jiaftlm , e dae.- joFtafter w,numderW-nauls are iiei nifinr if ame pamare.not used,. der cklopt . a : s It, . trippi I oe -fait betWe.an- jAs.and-'uwr Z�e C ., wren{ NDS xe"lrRMqT*. VALLEY FRAMING VALLEY Ft.CR NDqE ® CRMPLt 1ppleb--41-M`ldr-30 psf tTL)iUid -26 pof (.TD) Mak. pOte locations are Ty P) 1. u6,h8fWito.A46 4 lkala-Vial&- . z C. Aldylklid:. 00 41,6d -to"ills rec tly 3. te,,;rzo Cflp0Wt&iJaf&i- -416dloemallk (114) & 164-fatx-nalls i.:h i6 sheathln9 Raitie.Co 'blbtklh'g 516dive-naps Mft6'et6r.wo-2x6 sleepers. 425dW64falri S. -sleepa w-bldi. 4*16d td&ftft 3 100 Sleeper. -Ntruss .6. ::Rld9e:bobrdAi3 roof bldck 9 16d top-rigus .7. lrid-g--e-bo;fed fmJr.u!e,- 4 34dAd@:i6ails $I --Frufm to (rm. Is. rrW'to dt*,We- 4 ;.ARE USED) tb-Taftdf 4 l6dlo�nalls. NOTE-;116a+jOAS:ENS44Y dOMMbff NAILs WA fM; 6ADO . - i * 'X_' 'I; !ft- L� P-b:- 40 54 1?t r AW - - I I FLMtMI tM DPAVDLr. To -"'Ott aL. -Tc DL.- I ZO 7 DATE 101011A u n m ITIAm"If'SILM, fori irb. �Wrm; 43d '&A- * A aiw W. ;"tcp%aw;�a, itv-Xt^�Ci loiwr� . . p a 0 -0 0 0 DRW.G V� tIV1801015 M =-r-*ukAz-0 ;,wt! t Qr/ BC. -LIB 0 .0 0. 0 -.d stj.U. pat. *9 rasp— Vft 1DJO 5b 4-7 61 WbLt. It m1w or F= . .. . .. PT For ABOVE C g°e• 00 Simpson Strong-Tie°Wood Construction Connectors SIMPSON • Frill • • r�: A L3 u These products are available vrith additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. 'Actual Joist Size (in:) Model No. Carried Member Dimensions 1 (in:) Min./ Max. Fasteners (in.) Allowable Loads Code Ref:` E E5 Web Stiff _ Reqd, W H B Face Joist DF/SP : Species Header SPF/HF a ,Species Header Uplift' (160), Floor, (100) 'Snow (115) Roof' (125) Floor :(100) Snow (115) Roof (125) IUS2.56/16 - 2% 16 2 Min. (14) 0.148 x 3 - 70 1,660 1,805 1,305 1,425 1,555 1,555 Max. (16) 0.148 x 3 - 70 1,805 1,805 1,805 1,555 1,555 1,555- 21h x 16 MIU2.56/16 - 29A6 15346 21h - (24) 0.162 x 31/z 1 (2) 0.148 x 11h 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 ✓ 29/t6 101/2 2 - (16) 0.162 x 31/z" (6) 0.148 x 11/2" 970 1,945 2,205 2,375 1,675 1,895 12,045 HU316 / HUC316 ✓ 29/k 141/s 21h - (20) 0.162 x 31/2 (8) 0.148 x 11/2 1,515 2,975 3,360 3,610 2,565 2,895 3,110 IBC, 2hx18 MIU2.56/18 •' - '29A61 177h6 21h - (26) 0.162 x 31h, - "(2) 0.148 x 11h 230 3,745 4;04514,045 3,220 3,480 3,480 LA HU316 / HUG316 : • ✓ 29A6_1; 1417a 21/z - (20) 0.162 x 31h" - (8) 0.148 x 11d' 1515' 2,975 3,360 4 3,610 2,565 i'2,895 3,110 21h x 20 MIU2.56/20 - 2% 10,1 21h - (28) 0.162 x 31h (2) 0.148 x 11/2 230 4,030 4,060 4,060 3,465 3,495 3,495 21/z x 22' to 26 MIU2 56 20 I ✓ '2 fib 19'/s 2'h - = ' (28) 0162 x 31/2',, ' (2} 0.148 x 1 /z ., 230 ; 4,030. 4,060 4,060 3,46513495 3,495' 29x 91/a to 26 to 29/s" wide joists use the same hangers as 2W wide joists and have the same bads. . MIU3.12/9. • -' 31/a 1' 9M6 2'h ' - (16)'0.162 x 31h • -` (2) 0.148 x 11/2 :' 236 2,305 21615 3 2,820] 1`,980 2,245 2,425 3 x 9'h HU210-21HUC210-2 ✓ ITAI 8"hs 21h Max. (18);0.162 x3'1/2 . - (10) 0.148 x 3 ,,.:»- 2,'680.3,02013,250 2,305 2,605 2,800 IBC, MIU3.12/11 - 31/s 11 'A 21h , - (20) 0.162 x 31/z (2) 0.148 x 11/z 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, HLI212 2 / HUC212-2 -LA 3 Is -' IGjs 2 h Max. -(22) 0.162 x 3 /z (10) 0.148 x3-- : YS • 3;275- 3;695 3;970 2,820" 3;180 3, t25, HU3.25/12 / HUC3.25/12 31/4 i i s/4 21h - (24) 0.162 x 31/2 (12) 0.146 x 3 .,795 3.570 4,030 4,335j 3,075 3,470 3,735 HU3.25/16'/ HUC3.25/16 • ' 3'/4 13'-Y6 21h Min. (20) 0.162,x 31/2 , (8) 0.148 x 3, . 1,515 2,975' 3,360 3,610 2,560 2,890 3,105; Max.. (26)`0.162 x3/z ," (12) 0.148 x'3 ` -,,95 3,810 4,365 4,695. 3,330 3;755 4,040 - Th glulam HUCO210-2-SDS • 31/a 9 3 - (12)'/a" x 2M? SDS (6)1/4" x 21/z" SDS 2,345 4,515'1 4.315 4;31513,600 3,710 3,710 FL HGUS3,25/10 ' '" • " 31/4 F 85/a 4 - (46) 0.162 x 31/z (16) 0.162 x 31h, 4,095 9,106 9,100 19,100 17,825 7,825 7;825 I IBC, HGUS3:25/12 31/a 105/1, 4 - 56 0.162 X Th ( ) 1 (20} 0:162 x 3 /z' 5,040' 9,900 9,400 i 9,400I 8,085 8,085 $,085 FL LGU3.25-SDS, - TAT 8 to 30 41h - (16)1/4'" x 21/2" SDS (12)1/a' x 21h" SDS 5,555 '6,720 T3)0 17;310 14,840 5,265 5,265 31h 51/4 HHUS46 - 3% 51/6 3 - (14) 0.162 x 31/z (6) 0.162 x 31/2 1,320 2,785 3,155 13,40512,395 2,715 2,930 x HGUS46 - 35/a 4'/�s 4 - (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 4,360 4,885 5,230 3,750 4,200 4,500 HUS48 - 39/1s 1 61% 2 - (6) 0.162 x 31h (6) 0.162 x31/z ' 1,320 1;59,5 1,815 1,960' 1,365 1,555 1 1,680': 81/2 x 71/4 HHUS48 ' • - 35/a 4 71% 3 - . (22) 0.162 x 31h (8)'0.162 x 31h ` 1,780 4,210; 4,770 i 5,140 3,615:14,09514,415 HGUS48 - 35/s 7M. 4 - (36) 0.162. x 31/2 (12) 0.162 x 31h 3,235 7,460 7,466 7,460' 6,415 6.41516,415 IUS3.56/9.5 • - 3% 91h 2 - (10) 0.148 x 3 - 70 1,185 1,34511,455 i 1,020 1,160 1,250 MIU3.56/9 - 3% 81-'As 21h - (16) 0.162 x 31h (2) 0.148 x 11/z 210 12,305 2,61512,82011,980 2,245 2,425 U410 ✓ 38A6 8% 2 - (14) 0.162 x 31/z (6) 0,148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 HUS410 - 39AG I 8t1A6 2 - (8) 0.162 x 31/z (8) 0.162 x 31/z 2,990 2,125 2,420 2,615 11,820 2,070 2,240 HHUS410 - 35/s 9 3 - (30) 0.162 x 31/2 (10) 0.162 x 31/2 3,565 5,635 6,380 6,445 4,845 5,486 5,545 31/2 x 9'/z HU410/HUC410 • • • ✓ 31A6 8% 21h - (36) 0.162 x 31/2 (12) 0.162 x 31/2 3,235 7,460 7,460 7,460 6,415 6,415 6,415 HUCQ410-SDS • • - 39A6 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 3,240 3,240 HGUS410 • • - 35/s 9'1A6 4 - (46) 0.162 x 31/z (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 7,825 17,825 7,825 IBC, LGU3.63-SDS • • - 3% 8 to 30 41/2 - (16)1/4' x 21/2" 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 - 35/s 9'/4 to 30 41/2 - (24)1/4" x 21/z" SDS (16)114" x 2Yz" SDS 7,260 19,450 9,450 9,450 6,805 6,805 6,805 'IUS3.56(11:88 -: 3% 111h 2 _ (120.148 x 3 ° - ' t, 1,420 1;61511,745 i 11220', 1,390 1;485, ° MIU3.56/11 - 39l6 111A 21h - (20) 0.162 x 31h ° (2) 0:148 x 1.1/2 210 "2;880 3135 3;135 2,475 2,695 2,695 U414 • ✓ 39/i61 10 2 - (16) 0.162 x 31h (6) 0.148 x 3 . 970 2,305 2,61512,82011,980 2,245 2,425 HHUS410 - 35A 9 3 - (30) 0.162 x 31/2 (10) 0162 x 31/z' 3,565 5,635' 6,380 6,44514,845 °5,486 5,545 HUS412 - 39/i6 j 10'h 2 - (10) 0.162x 31h (10) 0.162 x 31/2, 3J35' 2;660 3,025 3,26512,275 2,590 2,795 31/z x 117/a HU412 J HUC412 • • = 39As 10-51. 21/z Min. (16):0.162 x 31h (6)`0.148 x 3 1' 35. 2,380 2,685 2,89012,050 2,315 2,490 Max. (22) 6.162:x 31/2 (10) '0.148 x 3 ` ' 13 5 3,275 3,695.13,970 ` 2,820 3,180 3,425 HUCQ412 SDS • +' - 39/6 11 - (14)'/a" x 21/2" SDS (6)'W x 2'h' SDS "2,265, 5,0,). 5,045' 5,04513,630 3,630 3,630 HGUS412= • 5 /s :3 � 10/i6 . 4 - (56) 0.162 x 31h (20) 0.162 x 31/z.; 5,040, 9,400 9,400 j 9,400 [,8,085 8,085 1 80$5 LGU3.63-SDS "� - 35/s 8 to 30 . 41/2- (16)1/4" x 21/2" SDS (12)1/a' x 21/i'`SDS. 5,555 6,7N 6,720 6,72014,840 4,840 4,840 MGU3.63-SDS - j"35h 9N4 to 30 41h - (24)1/a" x 2'h" SDS "(16)1/4"x 21h" SDS 7,260- 9,450' 9,450 -9,450 j 6,805 6,805 6 805 11 to 30 '41/2 - (36)1/' x2/' SbS (24)/'x 2th" SDS 91 1#�33 i 1 , 9,.79HG03.63-SDS 175 46 See footnotes on p.150. THA/THAC Adjustable Truss Hangers This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c).lower installed �j cost, or a combination of these,feoures. 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 patterri in the straps, which provides more installation options and allows for easy top -flange. installation. Material: See table y Finish: Galvanized.. Some products available in ZMAX11 coating. C See Corrosion ;Infor nation;.pp.13=15 v Installation: d . CUse all specified fasteners; see General Notes. The following installation methods.may.be used: to • Top-Flahge• Installation —The straps must be field formed �. over the.header - See table for minimbrn top -flange requirements. . H _ Install top and face nails according, to the table. Top nails shall 3 not be within 1/4" from the edge of -the top -flange members. For - - r�—••---• -the R-lA2a,-nail&-used for joist attachment must be driven at —an,- d - an le so that the . g y penetrate through -the corner of the joist and into the header. For all other top -flange installations, 'straighten the double -shear nailing tabs. and iinstall-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 mitiimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails. straight into the joist. Tie 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 flied except for the following models; THA29, THA213, THA218 and fHA413. For all . .other models with more nail holes than required, the straps maybe installed straight or wrapped over the header; with•.the tabulated quantity of face nails installed into the face and top of the header. -The lowest four face holes must be filled; Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: THA hangers available with the header flanges turned in for 3s/a" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart d Double - Shear Nailing Top View Double -Shear Nailing Side View; Do not k bend tab 1314' for THAG422 for 122-2 426.2 011"THAC422 Face nails Top nails pertable per table, M typical 2�'h' for THA422-2 and THA426-2 THA418 �2Y� •33 �u , r �r i. �W 21G UVI"THA29 Double 4x2— face nails Use full table value (total) Single 412 4 top nails See (totaq nailer table �° . -,ice %' Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation ona Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of headE Dome Double -Shear Nailing Side View r � (Available on _ some models) r 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 ryplual I "r v Top Flange Installation er to tnote 5 p.187 U Z Y 0 0 W r G z 0 F z 0 a U) N e m 0 U 0 86 4 0 Z_ } a rL 0 0 0 z 0 Cn z Cn z rn 0 N rn N U 0 0 Simpson • • -4 Wood Construction Connectors THA/THAC Adjustable Truss Hangers (cont.) ® These products are available with additional corrosion protection. For more information, see p.15, 0 1 'Dimensions, fasteners DF/SP SPF4 {m) Mln . Min. (1n) Allowable Loads Allowable Loads Model Top Header -- Code No 7 a I Flange Depth Carry' inD Member.., Carned s 'Upint, Figor Snow" Roof ( Uph(t- "Floor Snow Roof%; Refi. - (m } Member Wind- Wind Top Face (160) (i00j (115) f12511601: (160) {100)- (1A5} f12511601 THA29 18 1s/a 9"ti6 5'/s 11/z — (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 11,750 1,750 1 1,750 450 11,330 11,330 1,330 21/is — (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 2:610 2,610 2,610 450 1,935 1,985 1,985 TF1A213 18 15/s '13546 5%2 2-. — (4);0.148x3`'"(2)014,8z3 (4)0.148X1'h', „14a^a 1' 146f3- 1;�iQ 1 =fit 1;11J` THA218 18 15/a 17's 51/z 2 — (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 11/z 1 460 1,460 1,460 — 1,1110 1 ' 10 1,110 THA2182 16 3Ya°1711/`s 8 ; 2 " — (4)0.161013 (2)0.162X3Y2 (6)0148x3, 1 & 1 "vi' 1Qa•; 'c49U 131i .1,515° ., IBC, FL, THA222-2 16 31/a 22,s 8 2 — (4) 0.162 x 31h (2) 0.162 x 31/z (6) 0.148 x 3 1,960 1:995 1,995 1:;490 1,515 1,515 LA TI A413 18 r35/a. 735/s 4.'/z' 2 - — (4)0148x3: ,(2)p,148`x3 (4)0148x3' i v30 "A 11t z 11ti5' e THA418 16 35/a 171/z 77/a 2 — (4) 0.162 x 31h (2) 0.162 x 3Yz (6) 0.148 x 3 — 1,960 1,995 1,995 — 1,490 1,515 1,515 THA422 % 6 35/s ' 22 77Is ' 2' . {4}`0`162 x'31/z ' {2} 0.162; X 31h (6) 0148 x 3 `1 w6 o i � 1;99 777n t 490 I iL>" 1 1 THA426 14 35/a 26 77/a 2 — (4) 0.162 x 31/z (4) 0.162 x 31/z (6) 0.162 x 31/z — 2,435 2,435 2,435 — 2,095 2,095 2,095 THA422 2 � 14 '7Y4 2211fs 9a/4; 2 (4jb.l62x 3'h (4) OJ 621,jih (6) (i. 62 X 3?h 3,330 .3;330' 3 330 '' — 2,"865: 2,865 2,865 ' FL THA426-2 14 71/4 I261/s 9a/4. 2 — (4) 0.162 x 31h1 (4) 0.162 x 31/2(6) 0.162 x 31/2— 3,330 3,330 3,330 — 2,865 2,865 2,865 THA29 118 1 1 % 1911/e 1 51/a 1 - 191%s I — 1 (16) 0.148 x 3 1 (4) 0.148 x 3 1 525 12,26512,2651 2,265 1 450 11950 11950 1 1950 THA218 18 15/a 17-M6 51/z 1 173A6 1 (18) 0.148 x 3 1 (4) 0.148 x 3 855 12,450 2,450 2,450 735 2105 2105 2105 THA218-'2.; 16 31/a 1 _,A6 , 8 — �. 141/4s (22} 0.162 X 31Iz {6j;f1.162 is 31h 1$55 3,w.)Q 3 f ' , 5 1,595 -2„ "'x 1 45 t ? .5 ''' IBC, THA222-2 16 3% 22M6 8 — 141/1s — (22) 0.162 x 31/2 (6) 0.162 x 31/z 1,855 3:3.1u 3,310 3,6.3 1,595 2:845 Z 845 2,845 FL LA TFiA413 r 18 35/s'-34s 4?h; ":3a/a - °; (14) Q148 x 3" (4) 014$ x43 - 8r s Qr445�J 35 760 ? Ca6 ?,30` THA418 16 3% 171/z 77/a - 141/s — (22) 0.162 x 31/2 (6) 0.162 x 31/z 1,855 3:310 3310 3,310 1595 2,845 2,845 2,845 THA426 14 3% 1 26 . 77/a 1 — 161/6 — (30) 0.162 x 31/z (6) 0.162 x 31/z 1,855 4,415 4,480 4,480 1,595 3,795 3,855 3,855 THA422-2 14" 7'/ 221M 9:W'- 16ahs (30) 6.162 X 31/z {6) 0.162 X 31/i 1855 .5,170 5 52©- 5 520 1 595 4 445 4;745 4,745 `l FL THA426-2 14 1 71/a 261/s 93/a — 18 — (38) 0.162 x 31/z (6) 0.162 x 31h 1,855 5,520 5,520 5,520 1,595 4,745 1 4,745 4,745 1. Upift loads have been increased for earthquake or wind leading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11/2" min. top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 1112" nai6 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. Simpson Strong Tie® Wood Construction Connectors SIMPSON AIL Face -Mount Joist Hangers �5A!AiRF&/ This product is preferable to similar connectors because '�+ o of a) easier installation, b) higher loads, c) lower 7> installed cost, or a combination of these features. b ` e The double -shear hanger series, ranging from tl �e light -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative doubts -shear nailing that distributes the load through two points on each Joist mail 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 ZMAXO 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. • t�fof c]-esigned�tor welded o`r riaile`r applies -Lions. 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 0 Double -Shear Nailing Top View Double -Shear Nailing Side View Do not bend tab : Dome Double -Shear Nailing Side View (Available on ,. some models) rJ 1. for 2x's t'tid' far 4Xs e.� 0 OH m W-. 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Ex"8bL0 <(tr) £x8bL0 8) ?/IIL ;"� 9k4L • 9�L =.8L, . e v/�7 0LZSnl z/�£ x Z9l'O (ZL) zm x Z9l'o (9E) S 9hL 8/s L Zl 'y.9 8ZSn9H %E x Z9l'0 (8) zhE x Z9L'0 (ZZ) E L %L 9L %9 8ZSnH E x wo (9) E x 8trl'0 (8) Z 9�iL9 95E L 8L 9VS9 ennn E x sfr °O E x s-v `o (9) " ' �"/e L s/s9'= : 9%a L" $L. ' ' 9h�tr 8ZSI17.. z/u£X-Z9�L'0(8) •"�mxZ9l'0{04 S- 9leS', 9YeV 97,Sn9H Y'E x Z9l'0 (9) zhE x Z9l'0 (bl) E 8/e9 9/s L 9L 9Ysb 9ZSnH E x 9bl'0. (9) E x 84l'0 (9). Z 9M 9A L 8L 9Y4V 9ZSnW E x syro (b) .> >/eb" 9 L . sL >/w szsnl-. >/e � . 9m: 9* L E - %z °; . nni" sazlg xZ al6ulg aaquiaW aagwaW p2l�ie0 e� ' a H. '- M . eg 30i9H` )aaH ON " iW " IePoW" s�auajsej cul)Suotsuewid . -- (•juoo) saabu-eH jsior junon-aop j -- sroloauuoi uo/lorujsuoo poom pail-5uo17s uosdwrs LUS/MUS/HUS/HHUS/HGUS ---.--'------"----._....---._...._--.._------------------------------ These products are available with For stainless Many of these products are approved for installation - -- - - - - additional corrosion protection. ® steel fasteners, B 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 2 ` 21/4, 8 , 3i 3 2, 6 3;z , $ 0 1Q70'WS24 ®' LUS26 2 ' ' 4s/is 18 3'Ya 47 3'h;z {4) 0:1`6 x 3'/z u " -4;030 1170=' 1265 1595'; , 391Q + 885 1005 1090 '1,370 HHUS26-2 4-'AG 14 3b/i6 53/a 3 (14) 0.162 x 31/z (6) 0.162 x 31h 1,320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 2 4946 12 3b/6 57ti6 4 (20) 0.162 x 3'/z (8) 0.162 x 3'h 2,155 4,340 4,850 5,170 5,575 1,855 3,730 417 4,445 LUS28 2-.;•. 46},Q162x3'!;' {4) Q.162.x3'h : 1,t3CL 1,315 1490 l 61b ?;00 910, 1130 ,1`280 i;385.IBC, d3,655HGUS26 FL, HHUS2$ 2 " �; 691is" , 14' ;3b/is 7Ya -;"3` t22) 0.162 x3t%s'i ,(8}.162 x 31h ?, 60,265 4,810' -5,155 =5,980 1515' .3.670. 4,135 A' LA ® LUS210-2 67% 3'/e 9 2 (8) 0.162 x 3'/z (6) 0.162 x 3'/z '1,445 1,830 2,075 2,245 2,830 1,245 1;575 1,785 1,930 2,435 O HHUS210-2 83/a il 3-;A6 87/s 3 (30)0.162 x3'/z (10)0.162x3'h 3,HGUS210-2 89A6 3-A6 93/i6 4 (46) 0.162 x 3'/z (16) 0.162 x 3'h 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes ' O O F�GCfS26=3 ; 4' 4s ' 12 4' s 5Yz 4 (20) 162 x 3�Iz' (8) 016Z 3'/z 4,11, 4 34C 4 850 5170 5,575 1,855:� 3,730 4,170 4 4¢'S 4 795' IBC, FL, HGUS28-3" 6'3/ib 12 4'6 T/a 4 (36) 0162 x 3'Iz; (12) 0.1,62x 3'h 3 235 7460 7,460 7460 7,4,60 2 780' 6 415, F6415. `'6,415 =6,415 LA HHUS210-3 83/a 14 4"A6 87/s 3 (30) 0.162 x 3Yz (10) 0.162 x 31h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,5751 FL HGUS210-3 813A6 12' 415i6 91/4 4 (46) 0.162 x 31/z (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 i V e 1U U.1tiLx �'f2 3; ` t eo E 4` Z) U : ]t f LA HGUS21' 3'' 126/e"'', 12 4*6 123/a - 4 `(66} Q 162 x 3Yz"'; (22) 0.162 x 3Yz' `5,695 10125 10125. (,0725 10125. 4;900'' 8190 8190 8190 8,1 0., Q. Quadruple 2x Sizes HGUS26 4 - _ 6'1z 12 ; 6'%6 57h6 �.4 ;(2Q) 0162 x'3Yz' 8) D.162ex 3'/z . -2155 4,340 ;4,850 5170 5, 75= 1,855 3,730- IBC, FL, HGUS28-4 1 714 12 6-A6 7 A6 4 1 (36) 0.162 x 3'h (12) 0.162 x 3'h 3,235 7,460 7,460 17,460 1 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 I 83/a 14 61A 87e 3 1 (30) 0.162 x 31h (10) 0.162 x 3'/z 3,405 5,630 6,375 16,485 16,485 2,930 4,840 5,485 5,57515,5751 FL HGUS212-4- 76 /e ., i- '6 Ali 101a 4 - (56) Q 162 x'3Yz - (20) 0162_x 3Yz 4,,eA[ 4_ ? 04 ,0,i14 �,t '4 3 LA b �l y' /a0 ,_ 7 a t 6 f7 r 0 IBC, F b a b 4x Sizes LUS46" , - 43/s" ,l8 ' 3B4s 43/a` :x :2 , ' (4).0`y62 x 3'/z j' (4)i0:162;x 3'Jz , °,6t�tk f1,036 1170', "1 265 7,595 , T1 885` ' 1s005, ,1;090 1,370 IBC, FL „FIHU546 "; 6' - 14 isle .5 5s .''3 (14) 0.162'k 31h (6) 0.162 x 31h Ali 2,830 3190; 3 415 4;250 1 t3 ` 2'438 2 745 :2,935 3,655] LUS48 43/a 18 39A6 63/4 2 (6) 0.1,62 x 3'h (4) 0.162 x 31h 1,060 1,315 1,490 1,610 i 2,030 910 1,130 1,280 11,385 1,745 IBC, F HUS48 6'A 14 33/is 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 61h 14 3% 7Ya 3 (22) 0.162 x 3Yz (8) 0.162 x 31/z 1;760 4,265 4,810 5,155 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 6346 12 3% 7'1A6 4 (36) 0.162 x 3Yz (12) 0.162 x 3'h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 6'/a 18 -%83/a- (8) 2 0 2,435LUS410` ° HHUS.10 :` 831a" 14 3s%s 9 . ; 3 ' ;(30).0162 x 3'%z" (10) 0,162x 3'h 3„�a{3. 5,705 6 435 6 48 s , 6 ,1G5 4 905 ,5;535 <H0 S410 . 8ti6-'' 12, 3I8 9Yc ,'=4 ;.(46)0162x3'%z• {i6) ,.162x316 4,095°'9,100 9100. 9100 -9,1`60. 3,520t 7825 7,825 _. 7825 7825x IBC F LA HGUS412 10346 12 3bh 107i6 4 (56) 0.162 x 3Yz (20) 0.162 x 3Yz 5,695 9,045 9,045 9,045 9:045 4,900 7,780 7,780 7,780 7,780 HGUS414 11346 12 35/a 127ti6 4 (66) 0.162 x 3'h (22) 0.162 x 3'/z 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190 8,190 Double 4x Sizes 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 ANSUTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 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 rested 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 1/s° per ASTM D1761 and D7147). See technical bulletin-T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge m Finish: Galvanized L +0. installation: C) _ • Use all specified fasteners; see General Notes C • Can be installed filling round holes only, or filling V round and triangle holes for maximum values N • See alternate installation for applications i using the HTU26 on a 2x4 carrying member or �... HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity d - O. HTU may be. skewed up to 671/26. 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 HTU26 i 1/a° max. gap behVeen"end a truss and carrying member Typical HTU26 Minimum Nailing Installation 21,0-i2",_� E.", V. HTU Installation for Alternate Installation - Standard Allowable Loads on . (for 1/2" maximum gap, 2x6 Car Installedrying Member use Alternate Allowable Loads.) (hiTL1210 similar) Many of these products are approved for installation with Strong-Drive,,3 SD Connector screws. See pp. 335-337 for more information. Standard Allowable Loads (1/8" Maximum Hanger Gap) ( Mina Model Dimensions (in:) Fasteners (in.) •DF/SP Allowable Loads SPF/HF Allowable Loads 'Code No. Heel, Height : W H B -T- - _- Carrying Carried, Member Member . Uplift , Floor (160) ' {100)-,l Snow ; (11b) Roof (12bj Wintl (160) Uplift (160) Floor (100) Snow, (115), , Roof ,(125) Wind (160) Ref: . Single 2x Sizes 'HTU26,' 3'h : 1 s/a 57As 31h ' ..(20) 0.162:x 31h ; .(11) 0.148 x 11/2 040 _?.53 ', 2,9+0' 2,F1{1 .zc 70' :` 50 ':.68t) l ,1 f8"j.. ,� CI ° '1;00 HTU26 (Min.) { 3la . 15/a " 57As • 31/2 •.(20) 0.162x 31h (14) 0.148 x 1?h 1;250 2,940 r 3,206- 3,200 '3;200 1,075 1;852 1 2,015 :.2,015 2;015 HTU26 (Max)) : 51/2_ -15/a_ 5 hs 31z �'(20) 0.162x 31h (20) 0.148 x1'h 1,555 `4940 ` �;,9 5 0 A4 010 - . 335 2,530 i �,855 3,08 3 450- 16C, HTU28 (Min.) 37/a 15/a 71A6 31/2 (26) 0.162 x 31/2 (14) 0.148 x 11h 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/4 15/a 71A6 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11/2 2,020 3,820 4,315 4,635 5,435 1,735 3,285 3,710 4,005 4,675 LA HTU210 (Min:) 37/a °' 14 19'A6' 31h -(32) 0.162 x 31/2 (14) 0:148 X 11h 1 1,330 4,3u0 1,4,300 4, 300 00G ` 1,145 - 3,225 31,225 3,225' 3.22.5 HTU210 (Max.) 191/4y 1 15/8 91%, 1 31h ^(32) 0.162 x 31h (32) 0.148x 11h' - 3,31`6 4,705 . 310, . :7310 "5 995, 2,850 4,045 ` 4,565 , 4,930 15,155 •' Double 2x Sizes HTU26-2 (Min.) 3% 35A6 5%; 31/2 - (20) 0.162 x Th _ (14) 0.148 x 3 1,51,5, • 2,940 ` 1120 3,580 '3 910 1,305M 90 `2,255 ' 2,465 HTU26-2 (Max.) 51/2 35/ia " :57As : -31✓2 (20) 0.162 x 31/2 1 (20) 0.148 x3 2;175 2,940 3.3n 3,580 ' 4;4f10 ,1,87055; 3,080 ' 3,855HTU28-2 (Min.) 37A 35A6 71A6 31/2 (26) 0.162 x 31/z (14) 0.148 x 3 1,530 3,820 4,310 4,310 4,310 1,31535 3,235 3,235 18FL HTU28-2 (Max.) 71/4 35/ie 71A6 31/2 (26) 0.162 x 31/2 (26) 0.148 x 3 3,485 3.820 4,315 4,655 5,825 2,995• 1f ,005 , 5010` LA HT.U210-2'(Min.) 37/a 31A6 91146 31/2 (32) 0.162 x 31h (14) 0.148 x 3 1,755 ,4,705° A,815 4,815 4,,815 ' ',1;51010 3.610 :' 3,610 HTU210-2 (Max.) 91/4' 35Aa 9M6 31h. (32) 0.162 x 31/2 (32) 0.148 x3 . 4,110' 4,705,'5,3'i0 ' 5,740. 6�'15 3,535fi5 : 4 930 5.605 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 'A" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit 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-py 2x carrying member. For single 2x carrying members, use 0.148" x 1 V 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. HTU Face -Mount Truss Hanger (cunt.) Ii Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member Model No Mm Heel,. Height, 'Minimum Carry" ing `Member„ Fasteners (in:) DF/SP Allowable Loads SPF/HF Allowable Loads' Code Ref.'. Carrying Member Carried - Member. Uplift (160) Floor , _ (100) Snow 1 Roof . (125) �`:(t60) Wind Uplift , : (160) floor 4100) Snow , (115) ''Roof (125)"" Wind (160) HTU26 (Min.) 37/s (2) 20 (10) 0.162 x 3'h (14) 0.148 x 1'/2 925 1,470 1,660 1,790 1,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 5'/2 1 (2) 2x4 1 (10) 0.162 x 3'h (20) 0.148 x 11h 1,240 1,470 1,660 1,790 .2,220 1065 1,265 1,430 1,540 1,910 IBC, HTU28,(Max.j - - 7'/4 ;(2) 2x6 . (20) 0.162 x�3'/2 (26),0.148`x 11/2 1,970� �a" 2 940 3 32D 3'580 •3 905 1,695 2,530 2,855 ' 3,080 ; 3,360� FL, LA HTU210 (Max-) r' 9'/4 =(2)'2x6' (20)10.162 X3'h (32) 0.148 x 1?/z;, 2 760°; 2 940 ` 3 720 ,a 580 3;905` 2,375 2,530 , 2,855 ,3�1$0 ; 3,360< 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is'h°. 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) Min.Dimensions {m.) Fasteners (m) [)F/SP Allowable Loads SPF/HF Allowable Loads Model ._... No He ght ;.W H g Carryings Member .Earned '' : Member ; ` Uplift (160} "rFloor Snow Roof, (100) (115) (125) Wlnd (160) `, Uplift (160) ,';(100) _'Floor 'Snow (115) Roof Wmd Code Single 2x Sizes HTU26 3'/s'' .�i�/a 5'I+e 3Yz"(20)0.162x3'h (11)0.148;x1-1/2. .6.15 .2,n9 23a5 23 C� 2,v95 545 1510 1,51(1 i,516 1,5'0i HTU26•(Min),,, 378 16/8 57/e 31h : (20) 0.162 x 3'/2 (14)`6.146, x 11Is 1175 2 940 3,100 3,100 3,100, -1,010 ' 1,955 ` �1.955 1,955 1,955 HTU26 (Max) ` ' •. 5'h '15/a 5?le 3'h (20) 0.162 x3'h (20) 0148.x 1'h 1 215' 2 940 3.32tz ' o0U � 63( 1,045' .1,850 2;090 2,2i)u , 2 ,285 IBC, HTU28 (Min.) 37/s 15/s 7'/e 3'/2 (26) 0.162 x 3'/2 (14) 0.148 x 1'/z 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, HTU28 (Max.) 7'/4 15/a 7'/s 31h (26) 0.162 x 3'/2 (26) 0.148 x 1'/2 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3;235 3,490 3,765 LA HTU210 (Min)-�; :, 37/e �1 s/a 9�6 : 3'h " (32) 0,162 z.3'/2 (14) 0.148 x l'A. )`,250 `3 600 "'3;600 �1600 , . �3,600,075 "1 2,760 2,700 .2,Z00 2;700 i. HTU210 (Max.) 9'/a 15/e 9Ye.,' .3'h (32) 0.162 x 3'!z (32) 0.148 x i'h' 3 255. - 4 705 5;02D 5020 5020 : 2,800 3,530 I .3;765 3,765'1 3,765: Double 2x Sizes HTU26 2 (Min,) ;' 37/e., 3�s "5?/a;; • 3'h (20) 0.162 x 3'h (14) 0148 x3 1t515, 2 940 , z 0 3 500 3;500' ` W; 2,205 2 205 2,205 2,205 HTU26 2 (Max),' 5'Iz". . 3s " 57/s ° 3'h (20) 0.1621 31h, ,(20) 0148 x 3,. y 1910 . 2 940 f3;f0 , 3 500 3,500 1,645 ''2;205 2 205 : 1205 , 2;205 HTU28-2-(Min.) 37/s 35/6 7''A6 31h (26) 0.162 x 3'/2 (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, HTU28-2 (Max.) 7'/4 3'-5i6 7156 31h (26) 0.162 x 31h (26) 0.148 x 3 3,035 3,820 4,315 . 4,655 5,520 2,610 2,865 3,235 3,490 4:140 FL, LA HT11210 2 (Mi .)) 3i/s - 3�c 1.9'/a = .3'/z . (32) 0162,x.3M, (14)�0148 x 3 -- 1,755 4 255 4,255 4 255 4 255 1 "510 .3190 ,3190. 3,190 3190, 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 Ma" and W, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSUIPI 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 1 V 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. Simpson Strong -Tie® Wood Construction Connectors HU/HUC/HSUR/L i 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 25/5" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/1e" 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" Titen8 2 screws (Model TTN2-25134H) for concrete and 'A" x 2Y4" Titen 2 screws (Model TTN2-252341-1) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or BNP 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 0/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/15"-diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the 3/1e°-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool Kfs are available. They include a 3/1e" 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 37/8" 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 � IRKSI7 i ly All "m;.. SIMPSON HU214 Figure 1 — HUG410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 Simpson• • ••• Construction Connectors`t • HU/HUC/HSUR/L p e e E ................................................ _.... _... _.._........... _................ ................ .._...._....._._.................. .................... _...... _.... _........ _.............. __......... ....................... ......................._...__.... ................................. _._... .......... _...................... ............... _....... .... _........... _............ _................ Medium -Duty Face -Mount Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. HU26 HU26X (4)1/4 x 23/4 (4)1/4 x 13/4 (2) 0.148 x 11/2 335 1,000 335 1,545 HU28 'r HU28X {6)'/d x 23/a (6)11d X 13/4 {4) 0148 zi11h =. �45 1500 760 2 400 HU24-2 HUC24-2 (4)1/a x 23/4 (4)1/4 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 HU26 2 (M�n) , , HUC26=2{8)1/a X 23fa "m {8) Ufa x1 s/a {4) 0148"x 3 " 760 2 000 760 3 200 � HU26 2 Max ( , . ? , A HUC26;2 '� , ri q.. {12 %4x2 a ' a (12) /a i ,/a .��X < " (6) 014$ 3 „ 1135 3 000= 1,35 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 (12)1/a x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU210 I HU21OX 1 (8)'A x 23/4 1 (8)1/4 x 1 3/4 1 (4) 0.148 x 11/2 1 545 1 2,000 1 760 1 2,415 1 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) Ja x 23la, " " {10)'J4 X 13/a (6) 0148''X 1 yh1735 2,500 1135 2,665 HU212-2 (Min.) HUC212-2 (Min.) (16)1/4 x 23/4 (16)1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)1/4 x 23/4 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU214 HU214X (12)1/4 x 23/4 1 (12)1/4 x 13/4 1 (6) 0.148 x 11h 1 1,135 2,665 1 1,135 1 2,665 1 HU214-3 (Min.) HUC214-3 (Min.) (18)114 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)114 x 23/4 (24)114 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 HU21'6X (1$f'14x23/a" :' {18)'/axl3la {8)014$x11h 1,515 " 2920-a 1;515 "2920 HU216-2 (Min.) HUC216-2 (Min.) (20)1/4 x 23/4 (20)1/4 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/4 x 23/4 (26)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU2163(Min.) ;', HUC2163(Mmj"' (20)'?1ax23/a {20}�/aX13la {$)0148x3 ;;1515m �'`z 4920` mow„ 7;51�a 4,920"& HU216" 3 (Max.) HUC216 3 (Max }" _; (26),1 x 2314 `,-" (26} 1/4 X 13/4 (12) 0148 x 3 s ;,,2 Oi5 5 085 � 2 Q15 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)1/4 x 13/4 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 HU11 (Min.) (Not available) (22)1/4 x 23/4 (22)1/4 x 1 3/4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)1/4 x 1 3/4 (10) 0.148 x 11/2 1,445 3,735 1,445 3,735 0 z ii 2 0 w F7 0 z 0 cc U) z 0 W Cn N m N U U 38 STAGGER JOINTS - TYP. RAISED HEEL ROOF TRUSSES ROOF SHEATHING- SEE PLAN RAISED HEEL ROOF TRU65E5 B/SKI SEE PLAN -SEE PLAN SOFFIT/FASCIA- SEE ARCH. =- z W Q W N O N RIBBON BOARD- < < 3 BEE SCHEDULE f� U z LL z FOR SPACING t O w 32 0 w w a RIBBON BOARD- SEE FASTENING TO Cf w H U: > > < < N SCHEDULE FOR SPACING ! TRUSSES w - o FASTENING TO TRUSSES WALL SHEATHING -BEE PLAN = ZOmf a Z MIN. 15/32' GDX PLYWOOD OR 3 l/16' 055 WITH 8d GUN NAILS Q U UPLIFT/SHEAR ANCHOR MASONRY WALL- (0,131' X 2 1/2') 9 6' O.C. TO UPLIFT/SHEAR GYP. CEILING - TRUSS -SEE B/SKI SEE PLAN RIBBON BOARDS ANCHOR EACH BEE PLAN d SCHEDULE PLAN i DO NOT FASTEN RIBBON BOARD TRUSS- SEE PLAN NOTE: ADD'L FRAMING NOT INTO ENE) GRAIN OF ROOF TRUSS MA50NRY WALL - SHOWN FOR CLARITY BOTTOM CHORD SEE PLAN o _� v �REVISION: RAISED HEEL TRUSS BEARING A RAISED HEEL TRUSS BEARING g - SCALES NTS SKI !' SCALES NTS SKI vEPvou no.lm } I I.oe.la RIBBON 5CHEDULE:• DESIGN CRITERIA RIBB�N MATERIAL RIBBON SPACING RIBBON ATTACHMENT vul1=165 MPH (vasd=128 MPH) (2) 12d GUN (0.131' X 31) EXP. B, 2X4 SPM 24' TO EACH TRUSS, (4) ENCLOSED NAILS AT JOINTS vult=180 MPH (2) 12d GUN (0.131' X v) (Vasd=139 MPH) 2X4 SPM 16' TO EACH TRUS5, (4) W y 1A EXP. G, ENCLOSED NAILS AT JOINTS 1 12 $ u > ' ❑ ❑ SHEETIME: . IBBBON OEfM FOP PNSFO REEL POOF RNSdF9 SHEET INFORMATION: 108 NO. ]dllld OMEIaaUEO: IIA61d fMAWNO}: -BY. M SK.I r A%:FTWCOIAAANY" January. lg,, 2020 -,,on raCtoirs 0 , ,rn eri ca, I ntc*� .,C.ar,p.e,n e'r, C * * Lt , - &A 34&AVen46 G-1; NW WiriterfiAven; FL 33`880;6201 Dear Matt: lCh has come my attention.1hatspMe questions were raised concerningeter, am holes:, lied (Wide face] ,qf'sys4-Zga leend TrussestcFalowf6r threaded rods used fdr-,",,ti:&.dbWhg'" Ifthese"; gabl.e-,ends-areovercontinuous support th lifil" drilled ni � nel,, o es�-arel ril e about ;nth on.c.f400;tu_fly,' �s. t6, '.a d fate no:elase "hafi4";td, rna Q.C,..,w.l ''Ola aging tb nnecltbr'p. ates:br, verticdtwe� the n no, pptruss (j .:dfid'hd additionalT qiril$ required vf fi6bf lbads If you have arty -qU&§tidns',�j- I " ' "' ' give m e-.a,.cdll; p ease 6760Forum Drive, 305; (**, FL328211- 6 ):422-8 685 WWWalpineUixpm: TN3 documa Ms been eiectranlcahy sign and seated using a Gib SgnaVs. Minted cosies vAthoU sus original signabxo rAbe wrifled usiigthe vriOWetectrormversiorl. H. rjl� COA40278 03/10/2021. sCt. 70 STAT 6 Vj _ c l ALPINE AN ITW C04MPANY Alpine,; an ITW Company 6750 Forum Drive; Suite 305 Orlando, FL 32821 Phone:(800)755-6001 www.alpineitw.com trite loforinatits��� Fie a "[: Custoinec Carpenter Contractors of America Job Number. N334501 jJob Dr°sr~rrptton• 7A5/320,182FC,E ,02H ,R101 / 1828/CALI/4EBB ELEV C,E Address Job En ineerin Criteria_ Design Code: FBC 7th Ed. 2020 Res IntelliVIEW Version: 20.02.00A JRef#: 1XX89750075 Wind Standard: ASCE 7-16 Wind Speed (mph): 160 Design. Loading (pst); 37.00 9uildin T e: Closed This package contains general notes pages, 33 truss drawing(s) and 4 detail(s). Iterii` > t3rawling Nurrstser i toss 1 069,21.1302.22266 Al 3 069.21.1302.22015 A2 5 069.21.1302.22267 A4 7 069.21.1302.21406 _ A6 9 069.21.1302.22327 A8 11 06921,1302.21436 A10 13 069.21.1302.22124 All 15 069.21.1302.23499 A14G 17 069.2`1.1302.21516 A16 19 069.21.1302.22625 C1GE 21 069.21.130223047 D2 23 069.21.1302.23000 V8 25 069.21.1302.21766 EJ7 27 069.21.1302,22311 EJ3 29 069.21.1302.21609 CJ3 31 069.21.1302.22677 CMA 33 069:21.1302.22843 HJ3 35 GBLLETIN0118 37 VALTN160118 item".' .i7ravuing Number , -truss P 2, 069.21.1302.22812 AM 4 069.21.1302.21421 A3 6 069.21.1302.21515 A5 8 069.21.1302.21827 A7 10 069.21.1302.22218 A9 12 069.21.1302.21875 Al • 14 069.21,1302.21781 A13 16 069.21.1302.22421 A15 18 069.21.1302.23311 B1 GE 20 069.21.1302.23155 D1 22 069.21.1302.22468 D3G 24 069.21.1302.22405 V4 26 069.21.1302.23405 ERA 28 069.21.130211983 CJ5 30 069.21.1302.22407 CJ 1 32 069.21.1302 21890 HJ7 34 A16015ENC160118 36 VAL180160118 0 Florida Certificate of Product Approval #FL1999 Printed 3/10/2021 1:54:46 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.or4. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.ora. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com. Page 3 of 3 SEQN: 249671 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T10 / FROM: RWM Qty: 11 7A51320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DnwNo: 069.21.1302.22266 Truss Label: Al SSB / YK 03/10/2021 6'1 "7 6'1 "7 12'1 T5 19'10" + 26'8"1 6'10"8 6'10"1 6101 1' 1 10' h' � 10' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 5X5 E 39'8" 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA. Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 91101, 29'8" 33'6"9 39'8" 6' 108 617 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.222 K 999 360 VERT(CL): 0.385 K 999 240 HORZ(LL): 0.081 J - - HORZ(TL): 0.140 J - - Creep Factor: 2.0 Max TC CSI: 0.617 Max BC CSI: 0.882 Max Web CSI: 0.457 VIEW Ver: 20.02.00A.1020.20 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2ff%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. �til Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance.3 Wind Wind loads based on MWFRS with additional C&C member design. e Wind loading based on both gable and hip roof types. i F L4 0 M ! �✓ yyb 'TION AL 03/10/2021 V m b 10, 1' 3 EI" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1711 /- /- 1961 /309 /444 H 1711 /- /- /961 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1490 - 3155 E - F 1130 - 2029 C - D 1366 - 2875 F - G 1366 - 2875 D - E 1130 - 2029 G - H 1490 - 3155 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2759 -1207 K - J 2278 - 858 L - K 2278 - 879 J- H 2759 -1186 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 541 -134 K - F 530 - 745 D - K 530 - 745 F - J 541 -134 E - K 1362 -605 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly 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. off truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccL Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANrtwco vANr truss in conformance with ANSI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enaiinegring responsibility solelyor the design shown. The suitabilify and use of this Suite Fos drawing for any structure is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249704 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T25 / FROM: ALS Qty: 1 , A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22812 Truss Label: A1A SSB / WHK 03/10/2021 7'11"2 19'10" 23'8" 7'112 T 4'0"14 5'1"12 2'8"4 3'10" =6X6 F 1' 8'111 3, 2'1'1 3' +- F 8'"1 14'iT Loading Criteria (pst) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: 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. HS Lumber Top chord: 2x4 SP #2 N; T1 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W6,W9,W11 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Plating Notes All plates are 2X4 except as noted. (1) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. + Bottom Chord section between vertcials may be removed. 39'8" 31'8"14 39,8" 8'0"14 T11"2 Z6'8" I 8'0"11 23'8" 31'8"11 Defi/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.386 0 999 360 VERT(CL): 0.669 0 706 240 HORZ(LL): 0.168 K - - HORZ(TL): 0.314 K Creep Factor: 2.0 Max TC CSI: 0.791 Max BC CSI: 0.896 Max Web CSI: 0.765 03/10/2021 Ve r: 20.02.0 OA.1020.20 so b ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /961 /309 /444 1 1556 /- /- /961 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 1 Brg Width = 8.0 Min Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1410 - 2745 F - G 1410 - 2068 C - D 2144 -4245 G - H 1218 - 2103 D - E 1499 - 2794 H - 1 1423 - 2777 E - F 1658 - 2771 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2371 -1107 L - K 2402 -1107 Q - M 3738 -1614 K - 1 2406 -1106 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - S 814 -1523 M - F 2007 -1008 C - Q 1476 - 551 M - L 1864 - 604 S - Q 2850 -1327 F - L 492 - 506 Q - D 1271 - 562 L - G 452 - 368 D - M 825 -1539 L - H 475 - 688 "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 BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinQQComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the nNnwconanar truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engsneering responsibilitt�// solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.or_q Orlando FL, 32821 SEQN: 249705 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750D75 T9 / FROM: RWM pry: 1 , A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22015 Truss Label: A2 SSB / WHK 03/10/2021 6'1 "7 6'1"7 P 0 m 12'6"15 19' 20'�" 27'1"1 65"8 1 8 65"1 .*5X5=5X5 E F 39'8" 10' 10' 19,10" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des .00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: 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 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types 9'101, 29'8" 33'6"9 39'8" 6'6"8 6'1 7 10, 1' 39'8"� Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.172 L 999 360 Loc R+ / R- / Rh / RW / U / RL VERT(CL): 0.321 L 999 240 B 1556 /- /- /963 /310 /427 HORZ(LL): 0.066 K - - 1 1556 A /- /963 /310 /- HORZ(TL): 0.123 K Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Max TC CSI: 0.480 1 Brg Width = 8.0 Min Req = 1.8 Max BC CSI: 0.747 Bearings B & I are a rigid surface. Max Web CSI: 0.625 Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 B - C 1542 - 2800 F - G 1182 -1779 C - D 1425 - 2521 G - H 1425 - 2521 D - E 1182 -1779 H - 1 1542 - 2800 E - F 1159 -1559 COAc"rYsta�i38mf 1���j`j Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1262 L - K 2030 - 937 M - L 2030 - 957 K - 1 2444 -1241 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 508 -119 L - F 548 - 356 D - L 521 - 683 L - G 521 - 683 E - L 548 - 356 G - K 508 -119 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THI S DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricatingg, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propgr attached structural sheathing and bottom chord shall have a properly attachetl rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ' drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not.be responsible for any deviation from this drawing, any. failure to build the truss in conformance with -ANSI PI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover page listing this drawing indicates acceptance of professional engineering responsibilit� solelyor the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPl 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com• ICC: iccsafe.or ; AWC: awc.org_ ALPINE AN —COMPANY __6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 2497061 HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T22 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALIMEBB ELEV.C,E DrwNo: 069.21.1302.21421 Truss Label: A3 SSB / WHK 03/10/2021 M 6'17 12'0"15 18'0"1 21'7"15 27'7"1 33'6"9 39'8" 6'17 5'11"9 5'112 3'7"14 5'112 5'11"9 6'17 ;5X5 �5X5 E F 39'8" 1' 10' 9110.. 10 + 19,10" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA Des Ld: 37.00 EXP: C Kzt: NA Building Code: NCBCLL: 10.00 Mean Height: 15.00 It TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: 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 \A/AWF= - Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box.or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. • Truss, Comp bracir attach as apt drawir AlpinE truss-i listing drawn For mi 9'10" 29'8" 10' 1' Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.171 L 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /965 /312 /407 VERT(CL): 0.319 L 999 240 HORZ(LL): 0.066 K - - 1 1556 /- /- /965 /312 /- HORZ(TL): 0.124 K Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Max TC CSI: 0.408 1 Brg Width = 8.0 Min Req = 1.8 Max BC CSI: 0.748 Bearings B & I are a rigid surface. Max Web CSI: 0.485 Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 B - C - 1608 - 2796 F - G 1252 -1794 C - D 1497 - 2523 G - H 1498 - 2523 D - E 1252 -1794 H - 1 1609 - 2796 E - F 1245 -1635 7°0%.. COA t}.7►,1CI i O C p a 0 � a jy�•��0 •ffg9®•® 1 - i, f 01Y A r RS"1 4 03/10/2021 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2439 -1329 L - K 2064 -1027 M - L 2064 -1048 K - 1 2439 -1308 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 495 -106 L - F 523 - 300 D - L 497 - 674 L - G 497 - 674 E - L 523 - 300 G - K 495 -106 —WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! '"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 3 require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI an SBCA) for safety practices nor to performing these functions. Installers shall provide temporary. EliElieUnless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly c1 rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, e. Apply plates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Buildin,$cLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the conformance with ANSI PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa e his drawing indicates acceptance of professional encmneering responsibility solely -for the design shown. -The suitability -and use of This I for any structure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2. e information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcinduslry:com• ICC: iccsafe.org; AWC: awc.or ALPINEANR COMPANY 6760 Forum Drive Suite 305 Orlando FL, 32821 Truss( Comp bracin attach as apf drawir Alpine truss i listing drawir Form( SEQN:249707/ HIPS Ply: 1 Job Number: N334501 Cust:R8975 JRef:1X3L89750075 T8 / FROM: RWM City: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22267 Truss Label: A4 SSB / WHK 03/10/2021 7'10"14 17' 22'8" 31'9"2 39'8" 7'1014 9' 1'T 5'8" 9' 1 "2 T10"14 0 co ;5X5 =_U5 D E 9.10" 19,10" 39'8" 9'101, 29'8" 10, 1' 39'8"+ Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.149 J 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1552 /- /- /965 /318 /386 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.279 J 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.060 1 - - G 1552 /- /- /965 1318 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.112 1 Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.760 G Br Width = 8.0 Min Re 9 q = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 -- Max BC CSI: 0.755 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.989 Members not listed have forces less than 375# Loc. from endwall: not in 9.o0 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. VIEW Ver: 20.02.0OA.1020.20 Wind Duration: 1.60 WAVE o n LUmDer Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind % Wind loads based on MWFRS with additional C&C �' a o°r°*aa�$°O•.a +s"' member design..` °se a J ►i,` x® +4 'r Wind loading based on both gable and hip roof types. mom'Qh7;� `s I;, o.7Q8 i s a r s a ° m ° T 0 r V COAd � N f "10" 8�M1iNi 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS > require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary. per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly 0 rig4id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10 i-abgie. AppTy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Building 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 handling, shipping,, installation and bracingq of trusses. A seal on this draw in or cover page vs drawing indicates acceptance of professional en sneering responsibilittyy solely for the design shown. The suitability and use of this 1 for any sgr'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec 2. e information see these web sites: Alpine: aloineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: [CC, iccsafe.ora: AWC• awc_om C - D 1698 - 2561 F - G 1674 - 2755 D - E 1352 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1373 J - 1 1695 - 842 K - J 1695 - 863 1 - G 2393 -1352 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 498 - 448 E - I 770 - 435 K - D 770 -435 1 - F 498 -448 ALPINE A"a 10 PAN 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249708 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T24 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21515 Truss Label: A5 SSB / WHK 03/10/2021 6'1 "7 16'0"1 23'7" 15 33'6"9 39'8" 6'1 "7 9' 10"10 7'7"14 6X6 z� 6X6 D E T2 12 T4 6 ' @5X5 m 5CX5 F m W W1 B G A H � 4X6(A2) __ 5X5 =5X5 = 5X5=4X6(A2) 39'8" 10' 9'10" 9'10" 10, + + 10' 19,10" 29'8" 39'8" Loading Criteria (psp Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.156 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.292 J 999 240 B 1556 !- /- /964 /713 /366 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 1556 /- /- /964 1713 /- EXP: C Kzt: NA Des Ld. 37.00 HORZ(TL): 0.119 I Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.799 g q = P Bearings B & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.745 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.485 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): I Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1841 -2852 E - F 1665 -2513 C - D 1665 - 2513 F - G 1841 - 2852 Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; D - E 1456 -1829 Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - K 2505 -1555 J - I 1780 - 984 member design. K - J 1780 -1005 I - G 2505 -1535 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-K 511 -469 E-I 617 -249 K-D 617 -248 I-F 512 -469 };litt0tllilylttla >' o.7.0 V 8 w ® 0 Y 0 f ®� AT ® 0 0 dam+ aed��te�y� 03/10/2021 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! -IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for -permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, Apply Refer as applicabgle. plates to each face. f truss and position as shown above and on the Joint9Details, unless noted otherwise. to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$gComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANR COWAW truss in conformance with ANSI 1, or for handling, shipping,, installation and bracingtrusses. A seal on this drawin or cover of page 6750 Forum Drive listing this drawing indicates. acceptance of professional en ineenng responsibilit�yy solely or the design shown..The su!tabiliffy and use of this Suite Fos drawing for any sgructure is the responsibility of the BuildingUesigner per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249709 / HIPS Ply: 1 Job Number: N334501 R 8975 JRet:1XSL89750075 T7 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E rD,,slo: 069.21.1302.21406 Truss Label: A6 / WHK 03/10/2021 7'10"14 15' 24'8" 31'9"2 39'8" 7'10"14 7' 1 "2 9'8" 7' 1 "2 7'10"14 6X6 = 6X6 D T3 E 12 6 ,,5X5 ----5F5 o C N W m W1 B A G H 4X6(A2) =5X5 =-5X5 =5X5 =4X6(A2) � - 39'8" 1' _ 10' 91101 9'10" 10, 1' 10' 19,10" 29'8" +' 39-8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in Icc Udell U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 A /- /962 /328 /346 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- /- /962 /328 /- Des Ld: 37.00 EXP: C Kzt: NA 0.115 1 Wind reactions based on MWFRS Mean Height: 15.00 ItHORZ(TL): NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 G Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G are rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474 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: 20.02.00A.1020.20 Lumber B - C 1807 - 2729 E - F 1827 - 2537 C - D 1826 - 2538 F - G 1807 - 2729D Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; - E 1539 -1910 Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - K 2363 -1483 J - 1 1847 -1110 member design. K - J 1847 -1131 I - G 2363 -1462 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 394 - 358 E - I 628 - 300 K - D 628 - 300 1 - F 394 - 358 �t;tiltt9tflltltlt Ir ri rr r ` g 8 o.08 a m s m _ r P �ww PP �i n O�raeruaalp, 1`�l fJ $INA � M� COAL# 03/10/2021 —WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in -fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing BCSI. Unless otherwise, top have per noted chord shall properattached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracln installed per BCSI sections B3, B7 or 1310, _ as Apply to face truss applicable. plates each of and position as shown above and on the Join Details, unless noted otherwise. drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.ALPINE Refer to Alpine, a division of ITW Buildiy/$cL Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure truss in conformance with ANSI 1, or for handling, shipping,, Installation. bracln trusses. A this drawln to build the ANNW COMVANY and of seal on or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilityy solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility the Building -Designer ANSI/TPI 1 Sec.2. Suite 305 of per For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249710 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T23 / FROM: RWM pry: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21827 Truss Label: A7 SSB / WHK 03/10/2021 6'1"7 14'0"1 19'10" 25'7"15 33'6"9 39'8" 6'1"7 T10"10 5'9"15 5'9"15 7'10"10 6'1"7 .5X5 1112X4 =5X5 D E F T2 12 6 T4 � W 5 X 5 'v 'C5 G W3r` B H A a I8,8„ 4X6(A2) =5X5 =5X8 =5X5 =4X6(A2) 39'a" 10' 91101, 9'10" 10, +1'� + 10' 19'10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.176 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.329 E 999 240 B 1556 /- /- /958 /715 /325 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /958 /715 /- EXP: C Kzt: NA Des Ld. 37.00 HORZ(TL): 0.121 J - Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 5.0 psf H Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.743 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.748 Bearings B & H are a rigid surface. Bearings B & H require a seat plate.Members Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.434 not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): I Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1975 - 2822 E - F 1780 - 2112 C-D 1821 -2515 F-G 1821 -2515 Top chord: 2x4 SP #2 N; T2,T4 2x4 SP #1; D - E 1780 - 2112 G - H 1975 - 2822 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2470 -1666 K - J 1912 -1210 member design. L - K 1912 -1231 J - H 2470 -1645 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 439 - 395 F - J 556 -182 L - D 556 -182 J - G 439 - 395 ri E - K 440 -281 1y�taNaarataaltaa!' 4NN:r."Ove111 40 a a� a A i i9 o ee tfi. sf� as NAV. COA` �c+a ��� tm¢aasaul 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer -to and follow the latest edition of BCSI (Building Component Safety r Information, by TPI an c7 SBCA) safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have attached structural sheathing and bottom have proper)Y chord shall a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingp installed per BCSI sections B3, B7 or 1310, _ as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the mmcoMpA truss in ANSI/ PI 1, for handling, conformance with or shipping,, installation and bracing. of trusses. A seal on this drawin or cover page 6750 Forum Drive listing thisdrawing -indicates-acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this drawing for any sturucture is the responsibility of the Buildings esigner per ANSIITPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249711 / HIPS Ply: 1 Job Number: N334501 8975 JRef:1X3L89750075 T6 / FROM: RWM City: 1 7A51320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EB8 ELEV.C,E rD,.N: 069.21.1302.22327 Truss Label: A8 WHK 03/10/2021 6' '4 13' 19,10" 26'8" 32'10"12 39'8" 6'9"4 6'2"12 6'10" 6'10" 6'2"12 6'9"4 e 5X5 III2X4 z 5X5 D E F T 12 6 �4 C G2X42X r� o G io W3 ZW 1 B H t0'8" -41 q I 4X6(A2) =5X5 =5X8 =5X5=4X6(A2) 39'8" 1' _ 10' 9'10" 9.10" 10, 1' 10' T 19110" 29'8" 'i' 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240 B 1556 /- /- /953 /716 /305 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /953 /716 /- EXP: C Kzt: NA Des Ld: HORZ(TL): 0.121 J Wind reactions based on MWFRS _37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 H Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.754 MWFRS Parallel Dist: h/2 to h Bearings B & H are i rigid sat plat Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687 Members not listed have forces less than Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): I Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2014 -2780 E - F 1973 -2289 C - D 1925 - 2523 F - G 1925 - 2523 Top chord: 2x4 SP #2 N; D - E 1973 -2289 G - H - 2014 -2780 Sot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2421 -1686 K - J 1982 -1323 member design. L - K 1982 -1344 J - H 2421 -1665 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 381 - 339 K - F 425 - 401 L - D 535 -183 F - J 535 -183 ��usnrtn+itr►ao,,��3i D - K 425 -401 J - G 381 - 339 E - K 585 - 391 Ai ° •Ne Q� f 0 Q 4 w w YQ ,�qy p 46 S "'VVV ;WNALg ` A7 COA 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer -to and follow the latest edition Component of BCSI (Building _ Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc: shall not. be responsible for any deviation from this drawing, any failure to build the AN—COWAW tr in ANSI/TPI PI for ss conformance with 1, or handling, shipping,. Installation and bracin4 of trusses. A seal on this drawn or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enpineering responsibility solely -for the design shown. The suitabill y and use of this Suite 305 drawing for is the the Building ANSUTPI 1 Sec.2. any structure responsibility of Designer per For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249712 / HIPS Ply: 1 Job Number., N334501 Cust: R 8975 JRef:1X3L89750075 T21 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22218 Truss Label: A9 SSB / WHK 03/10/2021 6'3"4 12'0"1 19'10" 27'7"15 33'4"12 39'8" 4 58"12 T9"15 7'9"15 5'8"12 6'3"5 5X5 1112X4 = 5X5 D E F 12 6 �2C W C �2X4 'v G W3 m m B A H In 1 �8 8" =4X6(A2) -5X5 =5X8 =5X5 =4X6(A2) � 39'8" 10' 9110.. 9'10" 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA_ CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 360 Loc R+ / R- / Rh / Rw / U / RL _ BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240 B 1556 /- /- /947 /717 /284 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.066 J - - H 1556 /- /- /947 /717 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.124 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.748 H Br Width = 8.0 Min Re 9 q = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.753 Bearings B & H are a rigid surface. Bearings B & H require a seat plate.Members Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.999 not listed have forces less than 375# Loc. from endwall: not in 9.o0 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2102 -2791 E - F 2189 -2492 Top chord: 2x4 SP #2 N; C - D 1987 - 2524 F - G 1987 - 2524 Bot chord: 2x4 SP #1; D - E 2189 -2492 G - H 2103 -2791 Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chards Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2434 -1769 K - J 2065 -1444 member design. L - K 2065 -1465 J - H 2434 -1748 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 498 -118 K - F 539 - 531 D - K 539 - 531 F - J 498 -118 lldppff� E - K 685 -462 _�yay411i13ttit3d11r®J� �' ["; a r ®o ® ° a ° .� *o AT 0 w COA��t t�aai�09191iiG1� 03/10/2021 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building _ Component Safety Information, by TPI and SBCA) for to safety practices prior performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attachetl ri4id.ceilinQ Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. A LPI N E Alpine, a division of ITW Buildin$Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANI CCWAW truss in with ANSI 1, for conformance or handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyv solely -for the design shown. The suitabili y and use of this drawing for any sffucture is the responsibility of the Building -Designer per ANSUTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .cam; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249713 / HIPS Ply: 1 N334501 Cust: R 8975 JRef:1XK8975o075 T5 / FROM: RWM Qty: 1 rJobNumbier: 82EC,E,02H,RI01 ! 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21436 �SSB l: A10 / WHK 03/10/2021 5'9"4 11' 19' 28'8" 33'10"12 594 6712 8' 918" 5'212 5'9"4 5X5 = 5X5 = 5X5 D E T3 F T 12 6 • 2X4 W 2X4 o C (a) (a) C' n r W3 h cIo B q H 1 4X6(A2) =5X5 -5X8 =5X5=4X6(A2) 39'8" 10' 9.10" 9'10" 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L!# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240 B 1556 /- /- /940 /718 /264 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 /718 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.127 J Wind reactions based on MWFRS Mean Height: 15.00 It NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: 4.2 psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TIC CSI: 0.934 H Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2194 - 2804 E - F 2386 - 2693 C - D 2057 -2533 F - G 2066 -2539 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 2502 -2773 G - H 2184 -2797 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - L 2448 -1855 K - J 2163 -1578 be equally spaced. Attach with (2) 8d Box or Gun L - K 2147 -1575 J - H 2440 -1822 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs L - D 470 -71 K - F 626 -612 for (2) CLR'S where shown. Scab reinforcement to be D - K 739 -778 F - J 466 -52 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. E - K 789 - 534 Nll,�HpplJAlryp 1rFrfElr Wind � ` H �1s I'll Wind loads based on MWFRS with additional C&C , gso0m•4.aa 7 member design.,�a®®°,��� Wind loading based on both gable and hip roof types., +� ® ® s e a e a a c o m o n COA b a�VAL a�iac1869itatt�' 03/10/2021 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by r TPI and'SBCA) safety practices prior to performing these functions. Installers shall provide bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall attached rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections temporary have a properly B3, B7 or B10, as applicable. Apply plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW BuildinlgComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure truss in ANSI 1, for handling, to build the ANMCOWAW conformance with or shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional encLmeering responsibili(�vv solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility the Building -Designer ANSI/TPI 1 Sec.2. Suite 305 of per For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 249714 / HIPS Ply: 1 Job Number: N334501 tR 8975 JRef:1X3L89750075 T4 / FROM: RWM Ory: 1 7A5m20 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E [D,,s,,N:o:069.21.1302.21875 Truss Label: Al2 / WHK 03110/2021 L 9' 1T 22'8" 30'8" 39'8" 9' 5 l" 8' T 9' i �6C6 _5XD5 =4E4 =6F6 T2 T3 T 12 6 o (a) W (a) t2 I� W5 B M G I� A H 1� 1�6'8" 4X6(A2) = 6X6 = 6X6 = 6X6 = 4X6(A2) 39'8" 10' 9'10" 9110.. 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in Ioc L/defl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 /- /- /921 1720 /223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- /921 /720 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.150 1 Wind reactions based on MWFRS Mean Height: 15.00 ft BuildingB NCBCLL: 10.00 TCDL: 4.2 psf Code: Creep Factor: 2.0 Br Width = 8.0 Min Re 9 q = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 G Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.834 MWFRS Parallel Dist: h/2 to h Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306 Members not listed have forces less than Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2250 -2705 E - F 2239 -2478 C - D 2238 - 2478 F - G 2250 - 2704 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2906 - 3233 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - K 2330 -1856 J - 1 3176 - 2629 be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 -2647 I - G 2329 -1835 naiis(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs C - K 718 -428 E - 1 944 - 834 for (2) CLR'S where shown. Scab reinforcement to be K - D 940 - 832 I - F 718 -430 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc.�j18i�titPiH}f11®1o1,yf Windy.QQ�� R 's�e�•me®eo'ri Wind loads based on MWFRS with additional C&C �Y member design. ®+° ` • �,°•. Wind loading based both hip types.; ° �r� i' �•'�" "N on gable and roof 4 0. 7108 1 ® t ffi � �Q mpg tttt�4 4P1B1iB�iD§L/� 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r saty practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly Locations attached rigid ceiling shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. B3, B7 or B10, Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. A LPI N E Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the ANf COMPANY truss in ANSIfI PI 1, for handling, installatlon bracingof conformance with or shipping,. and trusses; A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this -Designer Suite 305 drawing for any structure is the responsibility of the Building per ANSIfTPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249715 / SPEC Ply: 1 FROM: RWM Qty: 1 5'7"4 5'7"4 En Im Job Number: N334501 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E Truss Label: Al 10'8" 11V'15 16'0"1 5'0"12 7' 15 4'8"2 237'15 77' 14 Cust: R8975 JRef:1X31_89750075 T2 / D rwNo: 069.21.1302.22124 SSB / WHK 03/10/2021 297' 15 39'8" 6' 10'0"1 5X5 5X5 =4X4 =5X5 =5X5 D F F C H 39'8" 10' i 9'10" 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.229 L 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.427 L 999 240 B 1556 /- /- /932 /716 /257 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.076 K - - 1 1556 A /- /930 /718 A Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.142 K Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Building Cade: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.820 1 Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.802 Bearings B & I are i rigid surface. Bearings B & I require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.811 Members not listed have forces less than 375# Loc. from endwall: not in 4.50 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 18SS VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2225 -2806 F - G 2509 -2878 C - D 2062 - 2521 G - H 2O44 - 2305 Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.OE; D - E 1917 -2214 H -1 2093 -2649 Bot chord: 2x4 SP 91; E - F 1976 -2258 Webs: 2x4 SP #3; Wind Maximum Bot Chord Forces Per Ply (Ibs) Wind loads based on MWFRS with additional C&C Chords Tens.Comp. Chords Tens. Comp. member design. B - M 2452 -1880 L - K 2805 - 2204 Wind loading based on both gable and hip roof types. M - L 2814 -2230 K - 1 2266 -1674 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 1699 -1345 G - K 774 - 669 M - E 760 - 872 K - H 693 - 431 �q�8tttusituptrltrfif M - F 856 -742 Truss Comp bracir attach as apl drawii Alpinq truss listing drawn For m� \ !! \_ �,,1r o'aaa:A®sitltl � /,ice � i0�hy +gam'{fey yqq sps �•A . Y WV ♦Y O • v m • e aK ®0 (3/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building lent Safety Information, by TPI and'SBCA) for safety practices nor to performing these functions. Installers shall provide temporary. �er BCSI. Unless noted otherwise, top chord shall have properPY attached structural sheathing and bottom chord shall have a properly ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, c r e. Apply plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. f�efer to ALPINE s 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Buildin$gComponents Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the ANMCOWAW conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive its drawing indicates -acceptance of professional erigneenng responsibili(� solely -for the design shown. The suitability and use of This Suite Fos for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. information see -these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249716 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JR&AX31-89750075 T20 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21781 Truss Label: A13 SSB / WHK 03/1012021 574 108 _- 13'3"1�5 217'15 317'15 39'8" 5'7"4 5'0"12 r 2,7„1 8,4„ i 10, r 8'0„1 "1 5X5 D T 12 =5E5 T3 =HOF10 T4 6 �2X4 =6G G C -umi (a) W B v H v 3X6(A1) B1 =_3X8 =5X5 N =4X6 =5X5 =3X6(A1) 20'8" 5'8" 13'4„ 1018" 5'4" 7-10" 7'10" 8' 10823'10" 3'R '" 16' 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or*=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.043 M 999 360 Loc R+ ! R- / Rh / Rw / U / RL BCLL: 0.00 -- Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.080 M 999 240 B 840 /- /- /551 /397 /257 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 J - - N* 315 /- /- /159 /140 P EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.028 J - - H585 /- /- /436 /242 /- Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Cade: Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.957 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.647 N Brg Width = 8.0 H Brg Width = .0 Min Req = - Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.546 Bearings B, N, & H are rigid surface. Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) Bearings B, N, & H require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.o0A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #2 N; T3 2x4 SP #1; B - C 959 -1265 E - F 645 -628 T4 2x4 SP 2400f-2.OE; Sot chord: 2x4 SP #2 N; B1 2x4 SP #1; C - D 755 -932 F - G 648 -471 Webs: 2x4 SP #3; W7 2x4 SP #2 N; D - E 808 -911 G - H 324 611 Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SRB or better continuous lateral restraint to Chords Tens.Comp. Chords Tens. Comp. be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied B - M 1088 -733 924 K - J 924 213 and attached at both ends to a suitable support by M - L 931 -733 -213 J - H erection contractor. (a) or scab reinforcement may be used in lieu of CLR Maximum Web Forces Per Ply (Ibs) restraint. substitute (1) scab for (1) CLR and (2) scabs Webs Tens.Comp. Webs Tens. Comp. for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web � �tct+ttOtttefttrrrrrFrrP 396 C - M 396 -367 L - F 903 565 member. Attach with 0.128x3"gun nails @ 6" oc. ,� -367 D - M M - E 442 -299 F - K 1903 --565 1254 K - G 854 -1043 ,rq1 Wind °p E"r°e®ea ° rjA rris Wind loads based on MWFRS with additional C&C�+e`/ `+ E- L 449 -564 member design. `®° ti va Wind loading based on both gable and hip roof types. ° m r ° aqp gp�oyp 0 ��y Oil A @\• P COA L /e€ssa►sa�ita`t� 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) fo'r safety practices prior to performing these functions.-- Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall Have proper )y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSIsectionsB3, as applicable. Apply Oates to each face of truss and position as shown above and on the Joinf9Details, unless noted otherwise. B7 or B10, Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin$gComponents Group -Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the truss in ANSI/TPI 1, for handling, AN NW COMPANY conformance with or shipping,, Installation and bracin of trusses. A seal on this drawing or cover pa a listing-this-drawinp indicates acceptance of professional en9ineenng responsibilitty� solelylor the design shown. The suitability and use of this 675o Forum Drive drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249734 / HIPS Ply: 2 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T12 / FROM: JRH Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23499 �SSB Truss Label: A14G / WHK 03/10/2021 2 Complete Trusses Required 7' 17' 228" 1 32'8" 78" 7' 10, 5'8" 10, 7' 6 T2 -8X8 =8X8 12 —6CDT3 E T4 =6X6 F 6 T p T N io B h G v 1. T3 A H 4X6(A1) =8X8 =-8X8 -8X8 =4X6(A1) 1 i_ � - 39'8" 10' 9'10" 9.10" 10 1 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.295 J 999 360 Loc R+ / R- ! Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.555 J 850 240 B 3135 /- /- /- /1427 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 3136 /- /- /- /1428 /- Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 10.51 ft HORZ(TL): 0.121 1 Wind reactions based on MWFRS NCBCLL: 0.00 Building Code: Creep Factor: 2.0 TCDL: psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.676 5.0 G Br Width = 8.0 Min Re 9 q = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.507 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Max Web CSI: 0.760 Members not listed have forces less than 375# Loc: from endwadwall: NA FTlRT:2T:20(0)O)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1424 -3094 E - F 1534 -3602 C - D 1533 - 3601 F - G 1425 - 3094 Top chord: 2x4 SP #2 N; T2,T4 2x6 SP SS; D - E 2128 -4831 T3 2x6 SP #2 N; Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Nailnote Nail Schedule:0.128"x3" nails B - K 2752 -1257 J - 1 4769 - 2187 Top Chord: 1 Row @12.00" o.c. K - J 4768 - 2187 I - G 2753 -1258 Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Maximum Web Forces Per Ply (Ibs) Use equal spacing between rows and stagger nails Webs Tens.Comp. Webs Tens. Comp. in each row to avoid splitting. C - K 1287 -417 E - I 727 -1297 Loading K-D 727-1298 1 - F 1287 -417 #1 hip supports 7-0-0 jacks with no webs. gttittttlltlitttrt��t$r LJ Wind � F1' �?} Wind loads and reactions based on MWFRS. {� ®ea'"°°ao°0°>,&��t�r*� E S Wind loading based on both gable and hip roof types.' o•�'��1�{ � ,ry�p�y 9 ■ a s p V. (pg08 0 a ■ p 0 p ® w p yq� _w �00 �m .a V ®ov pae»4■d®®�t1'1`VVy'4 COA tit �`% 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections as applicable. Apply plates to each.face of truss and position as shown above and on the Joinf9Details, unless noted otherwise. B3, B7 .or B10, Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANT COWA. truss in ANSI/1 PI -1, for handling, installation conformance with .or shipping,. and bracinnn of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional enqineering responsibilittyy solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN:249717/ COMN Ply: 1 Job Number: N334501 Cust:R8975 JRef:1X3L89750075 T19I FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E Dnallo: 069.21.1302.22421 Truss Label: A15 SSB / WHK 03/10/2021 f 57'4 5'7"4 10'8" 15'3"15 5'0"12 I 47'15 =5X5 D T 12 "_,�,2X4 ED =3X6(A1) 0 5X8 21' 8' 167 =5X14 E 5X5 23'3"15 31'8"1 1 378" 8' 8'4"2 11'15 7' =H0510 =5X10(SRH). T T3 F T4 G (a) cq M M I J 1118,8„ =4X6 =4X4L =5X5 =3X6(A1) �- 5' 13'8" 5' 5' 5'8" 8' 1 1'� 31'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA VERT(LL): 0.038 0 999 360 Loc R+ / R- / Rh / Rw / U / RL B 745 /- /- /497 /341 /276 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.072 0 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 K - - M 1429 /- /- /726 /654 /- Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft HORZ(TL): 0.031 K L 629 P /- /238 /218 /- NCBCLL: 10.00 TCDL: psf Building Code: Creep Factor: 2.0 1 534 /- /- /399 /245 P Soffit: 0.00 5.0 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.701 Wind reactions based on MWFRS Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.635 B Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.703 M Brg Width = 8.0 Min Req = 2.0 Loc. from endwall: Any FT/RT:20(0)/10(0) L Brg Width = 8.0 Min Req = 1.5 1 Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): Bearings B, M, L, & I are a rigid surface. VIEW Ver: 20.02.00A.1020.20 I Wind Duration: 1.60 WAVE HS Bearings B, M, L, & I require a seat plate. "unmeI Top chord: 2x4 SP #2 N; T3,T4 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Bracing (a) 1 X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. IVlemuers not nsTea nave TOrces less tnan 3/b7f Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1109 -1100 E - F 800 - 732 C - D 1003 - 901 G - H 766 - 618 D - E 835 - 674 H - 1 595 - 577 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - O 936 - 827 M - L 464 - 410 O - N 570 - 442 L - K 530 - 367 N - M 598 - 426 K - 1 451 - 326 Maximum Web Forces Per Ply (Ibs) NIP" "f°''A+,fy Webs Tens.Comp. Webs Tens. Comp. Wind Wind ley a " r 'rr�� C - O 502 -291 M - F 909 732 loads based on MWFRS with additional C&C member design.® 9ffiao0®r4�r0R k`°� ' . � °« i% ., °.�, a� °®� ® O - D E - M 469 -387 L - G 947 -898 1635 -1574 Wind loading based on both gable and hip roof types. o ° r q 9 q X : tJ. 08 1 9 � s a v �s f"i 1 0 •a .. g dig®°p P �L7 ®�rrrrn.rir6�Ma��`�y+'f°rs 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Frusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building .omponent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary tracing. er BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly tttached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3; B7 or B10, is applicab-le. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to irawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. kIpine, a division of ITW Buildin$Components Group Inc. shall not, be responsible for any deviation from this drawipg, any, failure to build the russ in conformance with ANSI 1, or for handling, shipping,, installs ion and bracingof trusses. A seal on this drawn& or cover pa e isting this drawing indicates acceptance of professional engineering responsibilittyy solelyor the design shown. The suitability and use of1ps frawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. ALPINE AN M COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249718 / SPEC Ply: 1 Job Number: N334501 JRefAX3L89750075 T18FROM: RWM Qty:17A5/320,182EC,E,02H,RI01 ! 1828/CALI/4EBB ELEV.C,E lust:R8975 rwNo; 069.21.1302.21516 Truss Label: A16 SB ! WHK 03/10/2021 5'7'4 10'8" 17'3"15 23'6" 29'8"1 32'8" 39'8" 5'7"4 5'0"12 6'7"15 6'2"1 6'2"1 2'11"1 7' 19'3"15 =5p5 P ) T6 � —5L5 T 0 l m =8X8 =8X8 =5X10(SRS T Ln E F G H I J K _ B Z AB AE 0 0 fN� s� A 1 3X6(A1) Y X W =5X5 .5X5 V u T S R Q P O =4X6 1112X4((24 =5X5 =3X6(A1) 21' 6. 13'8" 8' 1'3"15 53'6"5 8' 8' 16' 17' "15 26' 29'6"5 i 3'8"1 i 2'111 t 21, '7 F8'W Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.037 Y 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.069 Y 999 240 B 774 /- /- /508 /355 /317 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.016 O - - U 1323 /- /- /633 /586 P Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.030 O R 711 P P /257 /237 /- NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Building Code: Creep Factor: 2.0 /- /- M 531 P /381 /247 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.948 Wind reactions based on MWFRS Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.636 B Brg Width = 8.0 Min Req = 1.5 U Brg Width = 8.0 Min Req = 1.8R Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.584 Brg Width = 8.0 Min Req = 1.5 Loc. from endwall: Any FT/RT:20(0)/10(0) M Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): I Bearings B, U, R. & M are a rigid surface. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.o0A.1020.20 Bearings B, U, R, & M require a seat plate. Lumber Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; Maximum Top Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Webs: 2x4 SP #3; B - C 1118 -1151 F - G 823 - 776 Plating Notes C - D 1027 -960 G - H 834 -791 All plates are 2X4 except as noted. D - E 791 - 722 K - L 681 - 548 E - F 823 -777 L - M 628 -571 (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning Maximum Bot Chord Forces Per PI Ibs requirements. Chords Tens.Comp. Chords Tens. Comp. Wind B - Y 978 -830 T - S 585 -491 Wind loads based on MWFRS with additional C&C Y - X 627 -411 S - R 584 -491 member design. X - W 462 -350 R - Q 424 - 356 Wind loading based on both gable and hip roof types. W - V 462 -350 Q - P 424 -355 {q!€6ti4ulrll8gtitii/�r�lFf V - U 462 -350 P - O 424 -356 U - T 589 -490 O - M 445 - 354 ok+�°•�' 'y_ Maximum Web Forces Per Ply (Ibs) °o• �,. e: Webs Tens.Comp. Webs Tens. Comp. �' ® ®. + g ® 0. C - Y 445 - 257 U -AB 611 - 605 Y D f - 453 - 285 AB- H 504 - 522 « r m E - Z 1516 -1447 R -AE 930 - 847 « s m Z - U 1536 -1466 AE- K 910 - 826 TruSS6 Comp( bracin( attach( as app drawin Alpine, truss Ir listing drawin For mo COA AL t 311 16titi'` taae 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly ripid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, cable. Apply ?fates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE Is 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Buildin Components Group Inc. shall not be respponsible for any deviation from this drawing, any, failure to build the AMMCOW— conformance with ANSI/ PI 1, or for handling, shipping,. installatlon and bracin of trusses. A seal on this drawing or cover pagqe 6750 Forum Drive _ vs drawing indicates acceptance of professional enprneering responsibility solely -for the design shown. The suitability and use of this I for any structure is the responsibility of the Building'-DDesigner per ANSI/T 1 1 Sec.2. Suite 305 e information see these web sites: Alpine: alpineitw.com; TPI: tpinsl.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 2497391 GABL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T3 / FROM: HMT Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23311 Truss Label: 131GE SSB / WHK 03/10/2021 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 22.33 BC: From 20 plf at 0.00 to 20 plf at 21.33 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. Truss Comp bracir atta& as apl drawn ' AlpinE truss i listing drawn For mi 10,8" 10'8" 21'4" 10.8" (TYP) =4F4 21'4" 21'4" 21'4" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (lbs), or*=PLF Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.005 R 999 360 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.011 R 999 240 B* 125 /_ /_ 139 /48 /11 Snow Duration: NA HORZ(LL): 0.004 L - - Wind reactions based on MWFRS HORZ(TL): 0.006 R B Brg Width = 256 Min Req = - Building Code: Creep Factor: 2.0 Bearing B is a rigid surface. FBC 7th Ed. 2020 Res. Max TC CSI: 0.323 Members not listed have forces less than 375# TPI Std: 2014 Max BC CSI: 0.197 Rep Fac: No Max Web CSI: 0.091 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 i E'�.` 4 a a a • a ®1°asr�•s�®®PAPA tl1,`�_ COA�0,i,AL�t.. atrea saio'," �a 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition c nent Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall prc Sri SCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall tl ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracingq installed per BCSI sections I Icab�e. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherw Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Build inccL�Components Group Inc. shall not. be responsible for any deviation from this drawing, any. fai conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawin nis drawin indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabili y I for any s ructure is the responsibility of the Building DDesigner per ANSI/TPI 1 Sec.2. e information -see these web sites: Alpine: alpineitw.com; TPI: tpinst.org• SBCA: sbcindustry.com• ICC: iccsafe.org• AWC: awc lure to build the or cover pa44e and use Nis ALPINE PN IIW COMVANV 6760 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249737 / GABL I Ply: 1 Job Number: N334501 Cust: R 8975 JR&AX3L89750075 T1 I FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22625 Truss Label: C1GE SSB / WHK 03/10/2021 T 7' 14' 7' �— 5- 2' ---i (T1'P) Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: ii Des Ld. 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 15.00 BC: From 20 plf at 0.00 to 20 plf at 14.00 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. TruS9E Comp/ bracirn attachi as apt drawin Alpine truss ii listing drawin For ma =4X4 D 14' 14' 14' Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.007 J 999 360 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.014 J 999 240 B* 129 /- /- /40 /50 /12 Snow Duration: NA HORZ(LL): -0.004 H - - Wind reactions based on MWFRS HORZ(TL): 0.009 H B Brg Width = 168 Min Req = - Building Code: Creep Factor: 2.0 Bearing B is a rigid surface. FBC 7th Ed. 2020 Res. Max TC CSI: 0.392 Members not listed have forces less than 375# TPI Std: 2014 Max BC CSI: 0.242 Maximum Top Chord Forces Per Ply (Ibs) Rep Fac: No Max Web CSI: 0.142 Chords Tens.Comp. Chords Tens. Comp. FT/RT:20(0)/10(0) C - D 376 -199 D - E 377 -199 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 I Maximum Gable Forces Per Ply (Ibs) Gables Tens:Comp. Gables Tens. Comp. C - J 511 -403 H - E 511 -403 -•+z Vr a. ►tip » 0 Q 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS > require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary. per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly U rigqid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 icab�le. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Pefer to Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Buildi?$gComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the conformance with ANSI 1, or for handling, -shipping,. installation and bracingof trusses. A seal on this drawing or cover pa e his drawinq indicates acceptance of professional -engineering responsibility solelyor the design shown. The suitability and use of this I for any sCructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. e information see these web sites: Alpine: alpineilw.com; TPI: tpinst.or ; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org ALPINE AN COMPANY. 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249721 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T13 / FROM: JRH Qty: 1 7A5/320 ,182EC,E ,02H ,Rl01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23155 Truss Label: D1 KD / WHK 03/10/2021 5' 5' =4X4 C 10, 5' 12 6 (7 B D q E t_v 8 F 2X4(A1) 1112X4 - 2X4(A1) 10, 1 + 5' T 5' 5' 10, Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.007 F 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.013 F 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.003 F - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.006 F Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.345 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.257 Spacing: 24.0 " C&C Dist a: 3.00 It Rep Fac: Yes Max Web CSI: 0.081 Loc. from endwall: not in 4.50 ft FT/RT:20(0)/l0(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- A /286 /202 /134 D 434 A /- /286 /202 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D 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 522 -494 C - D 521 -494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 - 293 F - D 396 - 293 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) r saty practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face.of truss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANM OW - truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawingg indicates acceptance of professional engineering responsibilittyy solelyor the design shown. The suitability and use of o is drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249722 / COMNI Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T14 / FROM: JRH Qty: 1 ,7A5/320 ,182EC,E ,02H ,RIO1 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23047 Truss Label: D2 KD / WHK 03/10/2021 5' 5' =4X4 C 10, 5' 12 6 ih B D BI E8,8„ F 2X4(A1) 1112X4 =2X4(A1) 10, 51 e}' S 5' 10, Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.007 F 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.013 F 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.003 F - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.006 F Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.345 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.257 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.081 Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types �a ®86oasAs.es@. b i �j 0. t �}08 1 P s 0 6 9gi o� 04 ®`sue�e rs COA'#(�a�.8_!Je®iUAL _ <aat;V'�s 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- /- /286 /202 /134 D 434 /- /- /286 /202 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D 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 522 - 494 C - D 521 - 494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 - 293 F - D 396 - 293 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly _ attached rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracm installed per BCSI sections 53, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the m wcowM truss in conformance with ANSI4PI 1, or for handling, shipping,. installation and bracin4of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing' -indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of )his drawing for any sfructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249735 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T17 / FROM: JRH Qty. 1 7A5/320 ,182EC,E ,02H ,Riot ! 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22468 Truss Label: D3G KD / WHK 03/10/2021 3' 7' 10, 3' 4' 3' .4X6 ; 4X6 12 C D T 6 LO B E M _o a A N F 8 �8 2X4(A1) 1112X4 1112X4 =2X4(A1) 10, 1 3'1 '12 3'8"8 3112 1 3'1 "12 610"4 10, 'Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 3.00 TC: From 28 plf at 3.00 to 28 plf at 7.00 TC: From 56 plf at 7.00 to 56 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 plf at 6.97 to 20 plf at 10.00 TC: 129 lb Conc. Load at 3.03, 6.97 TC: 65 lb Conc. Load at 5.00 BC: 80 lb Conc. Load at 3.03, 6.97 BC: 52 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. TrussE Comps braciN attachi as app drawin Alpine truss u listing drawin For me Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.022 H 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.044 H 999 240 B 625 /- /- /- /316 /- HORZ(LL): 0.008 C - - E 625 /- /- /- /316 /- HORZ(TL): 0.016 C Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.288 E Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.365 Bearings B & E are a rigid surface. Max Web CSI: 0.059 Bearings B & E require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 B - C 467 - 962 D - E 467 - - 962 C - D 389 - 842 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 829 - 394 G - E 829 - 394 H - G 842 - 389 COA OW 03/10/2021 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT- FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary CrklBer BCSI. Unless noted otherwise, top. chord shall have propery attached structural sheathing and bottom chord shall have a properly rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310 e. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ' Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Buildin$gComponents Group Inc. shall not,be respponsible for any deviation from this drawing, anyfailure to build the conformance with ANSI 1, or -for handling, shipping,, Installation. and bracin4of trusses. -A seal on this drawmo or cover pa e his_drawing indicates acceptance of professional engineering responsibilityy solely for the design shown. The suitability and use of this I for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. e information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org ALPINE ANO COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249723/ VAL Ply: 1 Job Number: N334501 Cust: R8975 JRef:1X3L89750075 T33 FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23000 Truss Label: V8 KD / WHK 03110/2021 12 6 ------A4X4(D/ Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C . Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 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 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others. 3' 11 "8 3'11 "8 4X4 B 7'11" 7'11" 7'11" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): \4(D1)C Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.028 999 360 VERT(CL): 0.051 999 240 HORZ(LL): -0.010 - - HORZ(TL): 0.019 Creep Factor: 2.0 Max TC CSI: 0.321 Max BC CSI: 0.374 Max Web CSI: 0.000 03/10/2021 Ve r: 20.02.00A.1020.20 D9'6"3 ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- /- /35 /26 /8 Wind reactions based on MWFRS D Brg Width = 95.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 506 - 366 B - C 503 - 366 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - C 330 - 393 **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 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 Fr roper attached structural sheathing and bottom chord shall have a properly 4id ceiling Locations shown for permanent lateral restraint of webs shall have bracinn installed per BCSI sections B3, B7 or B10, 3 e. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Pefer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. ivision of ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the lformance with ANSIIi PI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover page drawint indicates acceptance of professional en�neering responsibility solelyor the design shown. The suitability and use of This any s ructure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. ALPINE A nw Co_V 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249724 / VAL Ply: 1 Job Number: N334501 Cust: R 8975 JR&AX3L89750075 T16 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22405 Truss Label: V4 KD / WHK 03/10/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 SPacinrl: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 end Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Sot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others. 111"8 i 311" 1'11"8 T 111"8 12 6 =4X4 B 4X4(D1)=4X4(D1) A C 0 10'6"3 D 3'11" 3'11" 3'11" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.004 999 360 VERT(CL): 0.007 999 240 HORZ(LL): -0.001 - - HORZ(TL): 0.003 Creep Factor: 2.0 Max TC CSI: 0.070 Max BC CSI: 0.098 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 a O. T0$ 1 m . qr �^y s t o. r° COA 03/10/2021 ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL D* 75 /- /- /32 /18 /6 Wind reactions based on MWFRS D Brg Width = 47.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# **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 �roper)Y attached structural sheathing and bottom chord shall have a properly attacheU rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. AppTplates to each face oT truss and position. as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANMCOWAW truss in conformance with ANSI/TPI 1, or for handling, .-shipping,. installation, and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enprneering responsibili((�� solely -for the design shown. The-suitabilify and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: 1pinst.org; SBCA: sbcinduslry.com; ICC_ iccsafe.org AWC: awc.org Orlando FL, 32821 SEQN: 249725 / EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T15 / FROM: RWM Qty: 8 , A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21766 Truss Label: EJ7 SSB / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12'2"11 12 6 M O_ Lo M M V' B AB.B.. D Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 7 T Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.015 D HORZ(TL): 0.028 D Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.507 Max Web CSI: 0.000 Ve r: 2 0.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 331 A /- /249 /108 /208 D 125 /- A /73 /- /- C 174 /- /- /128 /169 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 03/10/2021 "*WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS s require extreme care in fabricating handlin shipping, installing,and bracing. , Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI and SBCA) for safety practices nor performing these functions. Installers shall provide temporary per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly U rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, cable. AppTy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to Is 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Buildin$Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the conformance with ANSI 1, or for handling, shipping,, installation and bracin44of trusses: A seal on this drawin or cover page ils drawing indicates acceptance of professional engrneenng responsibility solely -for the design shown. The suitability and use of This I for any structure is the -responsibility of the Building Designer per ANS11TP1 1 Sec.2. AL EMN�� _6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249726 EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T11 / FROM: LPM Qty: 6 7A51320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23405 Truss Label: EJ7A �JB / WHK 03110/2021 B T I_ 7' I 7' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA _ Ct: NA CAT: NA PP Deflection in loc L/def! L/# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.016 C Des Ld: 37.00 P: EXC Kzt: NA Mean Height: 15.00 ft HORZ(TL): 0.030 C NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.738 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.513 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): IVIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. �tiSittf7tl�t,(rt16/�/f; �Y "Qs�MOM90 rpa�p`'�rj� �r m & s o.7,08 i Q � e 0 0 e � m 8 • A� 0 p COAL $ NAIL a�a� 03/10/2021 127 11 M O ce) 8'8" ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL A 270 /- /- /179 /71 /186 C 126 /- /- /76 /- /- B 177 /- /- /132 /171 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# **WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an r7 SBCA) fo�.sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing er BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly attacher *rigid ceiling Locations shown for permanent lateral restraint o webs shall have bracingq installed per BCSI sections B3, B7 or B10, _ as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted -otherwise. Refer to ALPINE� drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. Alpine; a division of ITW Buildin4QComponents Group Inc. shall not. be responsibl for any deviation from this drawing, any failure to build the MMCO.- truss-in conformance with ANSI/TPI 1, or for handling, shipping,, installation an's bracing of trusses. A seal on this drawing or cover page 675o Forum Drive listing this.drawing indicates acceptance of professional enctineenng responsibilitty� solely -for the design shown. The suitability and -use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2497271 EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3LB9750075 T28 / FROM: JRH Qty: 3 , A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22311 Truss Label: EJ3 �SSB / WHK 03/10/2021 4"3 V Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 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 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 3' 31 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C EQ 0 T Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.248 Max BC CSI: 0.112 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 � ' +A*N, a. 7,08 1 a m a S 0 � "a ^eraau aaP`O�+t COA68NAd,.6eti> 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 188 /- A 1157 /71 /100 D 52 /- /- /28 /- /- C 65 /- /- /45 /66 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses_ require extreme care in -fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary, bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rib le ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicable. Applgy plates to each face of truss and position as shown above and on the Join- Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be res p.onsible for any deviation from this drawing, any failure to build the ANMCOWAW truss in conformance with ANSI/TPI 1, .or for handling, shipping,, installation. and bracingof trusses: A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional enguleering responsibilitt�y solelyor the design shown. The suitability and use of this drawing for any structure is the responsibilit of the Building Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821 SEQN: 249728 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 J Ref: 1XX89750075 T35 FROM: LPM Qty: 4 .7A5l320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21983 Truss Label: CJ5 KD / YK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 1 411 "4 411 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 D - HORZ(TL): 0.010 D - Creep Factor: 2.0 Max TC CSI: 0.549 Max BC CSI: 0.257 Max Web CSI: 0.000 03/10/2021 Ve r: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- /200 /88 /152 D 89 /- /- /51 /- /- C 118 /- /- /85 /116 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT`" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joinf9Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITVU Buildin Components Group Inc. shall not be res onsible for any deviation from this drawing, any failure to build the AN MN CO -ANY truss in conformance with ANSI 1, or for handling, shipping,. InstallaFiion and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSUTPI 1 Sec.2. Suite 305 For more information see these web sites: Aloine: aloineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ]CC: iccsafe.ora: AWC: awc-oro Orlando FL, 32821 SEQN: 249729 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T34 / FROM: LPM Qty: 4 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21609 Truss Label: CJ3 �SSB / WHK 03/10/2021 4P 2' 11 "4 211 "4 C 10'2"5 co d7 � � M CV 81811 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /156 /71 /99 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.001 D D 50 /- /- /27 /- /- Des Ld: 37.00 E XP: C Kzt: NA HORZ(TL): 0.001 D - - C 63 /- /- /44 /64 /- Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.0 psf Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.234 B Br Width = 8.0 Min Re = 1.5 g q - Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.105 D Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 It Rep Rep Fac: Yes Max Web CSI: 0.000 Brg Width =1.5 Min Req = - Bearing B is a rigid surface. Loc. from endwall: An y FT/RT:20(0)/10(0) Bearing B requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumuer Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSt. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components. Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANIMCOWANY truss in conformance with ANSI 1, or for handling, shipping,. installation and bracinq of trusses. A seal on this drawing or cover pa a listing this drawing indicates acceptance of professional engineng responsibilitty�r solely -for 6750 Forum Driveor the design shown. The suitability and use of This -, drawing for any sgr'eri ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: aloineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora• AWC• awa orn Orlando FL, 32821 SEQN: 249730 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T32 ! FROM: LPM Qty: 4 , A51320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22407 Truss Label: CA KD / WHK 03110/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 6 C B M rn A D 2X4(A1) Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 1, 11114 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.183 Max BC CSI: 0.022 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 9'2"5 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 [76 /45 D 11 /-2 /- /14 /10 /- C - /-15 /- /29 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 03/10/2021 **WARNING"'* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS require extreme care in fabricating handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI anc7'SBCA) r safety practices pnor to performing these functions. Installers shall provide temporary. Criper BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly d rig4id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 e. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW BuAding.Components.Group-Inc. shall not,belesponsible,for any -deviation from this drawing,any.-failure to build -the conformance with ANSI - PI 1, or for handling, shipping,, Installation and bracin4 of trusses. A seal on this drawing or cover page 1is drawing indicates acceptance of professional ancLsneering responsibilitty�r solely -for the design shown. The suitabilioy and use Nis I for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more ALPINE - M M COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249731 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T27 / FROM: LPM Qty: 4 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALIAEBB ELEV.C,E DrwNo: 069.21.1302.22577 Truss Label: CAA KID / WHK 03/10/2021 43 V 0 12 6 F7- C Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 1, 11114 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.183 Max BC CSI: 0.022 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 °4 §•�`tis QO 9 o.7.08 9 B ' s e COA X"Iffi SXA �{�/�i�,�.�pA 03/10/2021 9'2"5 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 /76 /45 D 11 /-2 /- /14 /10 A C - /-15 /- /29 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have �roperr attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicabgle. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components.Groupinc. shall not,be responsible for any deviation from this drawing, any failure to build the ANI COAWANY truss in conformance with ANSI Q PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .corn; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 249732 / HIP_ Ply: 1 Job Number: N334501 Cust: R 8975 JRef: 1X3L89750075 T26 / FROM: HMT city: 2 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21890 Truss Label: HJ7 KD / WHK 03/10/2021 5'3"5 5'3"5 9'10"1 4'6"11 IC 12'2"3 12 4.24 a 2X4 C v v B T 4•s A 8-8" FE 2X4(A1) = 4X4 1'5N 7 9'2"2 1 7N14 92"2 9-10.1 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. (3) 16d common (0.162"x3.5") nails at top chord (3) 16d common (0.162"x3.5") nails at bottom chord Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu.-NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.040 F 999 360 VERT(CL): 0.076 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: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 /- /- /- /154 /- E 364 /- /0 /- /84 /0 D 214 /- /- /- /177 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the Joinl Details, unless noted otherwise. Flefer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from -this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,. installation. and bracinn of trusses. A seal on this draw or cover pa e listing this drawing indicates acceptance of professional en rneering responsibili�v solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building �esigner per ANSI/TPI 1 Sec.2. -AL NE ANf COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249733 / HIP_ Ply: 1 Job Number: N334501 Cust: R 8975 JRefAX3L89750075 T29 / FROM: JRH Qty: 2 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22843 Truss Label: HJ3 SSB / WHK 03/10/2021 i7 C 4.24 1 0'2"6 �r ti B pT� N D 4'2"3 � r5rr �� 4'2"3 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 0.00 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Loading Hipjack supports 2-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D - Creep Factor: 2.0 Max TC CSI: 0.120 Max BC CSI: 0.074 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 84 /- A /- /45 /- D 28 /- /- /7 A /- C 64 /- /- /- /48 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# o . g 'bg g' 8 a t Y ♦ ID ♦ {q� d � � a Ai V e ♦ ti G(77111333Qip� �t h } Q�•1`1M�' COA t `1 getH9i18t99#1E 03/10/2021 "WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT'` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in -fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached Locations for rigid ceiling shown ermanent-lateral restraint of webs shall have bracin installed per BCSI sections B3,_B7 or B10, as applicabgle. Apply plates to each face of truss -and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z forstandard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW BuildinggComponents Group Inc. shall not. be respponsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, mstallatlon.and bracin of trusses. A seal on this drawingor cover pa a -for ANMCOWV 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilityy solely the design shown. The suitabiliy and use of )his drawing for any structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 e w Gable Stud Reinforcement Detail ASCE 7-161 160 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 Ort 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or: 120 mph Wind Speed, 15' Mean Height, Partially Enclosed Exposure D Kzt = 100 S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace x (2) 2x4 'L' Brace ww (1) 2x6 'LBrace ■/ (2) 2x6 'L' Brace ■il Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B p SI F #1 #2 31 8 U #3 3' 8'• 5' 9' 6' 2' 7' 8' 7' 11' 9' 1'' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' QI Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' e' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 1 12' 4' 12' 9' 1 14' 0' 14' 0' —� S P #2 3' 10, 6' 7' 6' 10, 7' 9' 8' 1' 9' 3' 9' 7' 12, 2' 12' 8' 1 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 D F L Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' ill 9' 8' 10' 4' 13' 1' 14' 0' U S P P #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10' 10, 13' 9' 14' 0' 14' 0' 14' 0' U IJ [ Stud 4' 2' 7' V 7' 6' 8' 9' 9' 1' 10' 5' 10' 10' 13' 9' 14' 0' 14' 0' 14' 0' 0) O I� 1 Standard 4' 2' 6' 1' 6' S' 8' 1' 8' 8' 10' 5' 10' 10' 12' 8' 1 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10' 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' G. 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' 0) D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10' 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10, 11' 10, 12' 7' 1 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' d _ S P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' Lf U H P Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' O �I Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 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' .--I D F L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' V 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' Aeot!� able Truss Diagonal brace option, vertical length may be doubled when diagonal 18' brace Is used. Connect diagonal brace for 600# at each end. Max web 'L' Brace End 4 total length Is 14'. Zones, typ. 2x6 DF-L #2 or better diagonal T' Vertical length shown bracer single 8, In table above. or, double cut 45' (as shown) at L i upper end. Connect dlagonnl at midooint of vertical web. AN ITW COMPANY \ \ 514\ Earth\ City\ Expressway \ \ Suite\ 242 \ \ Earth\ City,\ MO\ 63045 14M `N Refer to chart jk wwVARNING" READ AND FOLLOW ALL NOTES ON THIS DRAW1W "DWORTANT . FURNISH THIS DRAVIW TO ALL CONTRACTORS INCLUDM THE INSTALLERSC Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Ref " t allow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) fo si actices prior to performing these functions. Installers shall provide temporaryy bracing pe B des. noted otherwise, top chord shall have properly attached structural sheathing and bo roll have a properly attached rigid ceiling. Locations shown for permanent lateral restraint t Intl have bracing Installed per SCSI sections B3, B7 or B10, as applicable. Apply plates to ea trss and position as shown above and on the Joint Details, less noted otherwise. fuun er to drowings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatl Is drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, sNpi ;tnllatlon 8 bracing of trusses. A seal on this drawling or cover page Usti g this drawing, Indicates acceptance of professional gineeri g .esponsWlity solely for the design sham The suitability and use of this drawing r any structure Is the responsibility of the Meting Designer per ANSI/TPI I Sect For more Information see this Job's general notes page and these web sites, ALPINE www,nlpinettw.coml TPB www.tpinst.orgl SBCAt www.sbclndustry.orgl ICO www.iccsafe.org t1t ea "4; _N. b �J ow 1w P •G����� y,� L ��. 10/2021 Bracing Group Species and Grades) Group At S ruce-Pine-Fir Hen -Fir #1 / #2 IStandaril 1 #2 1 Stud #3 1 Stud #3 IStandnrd Dou las Fir -Larch Southern Plnewww #3 #3 Stud Stud Standard Standnrd Group BI Hen -Fir #1 & Btr #1 Dou ins Fir -Larch Southern Plnewww #1 #1 #2 #2 lx4 Braces shall be SRB (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values may be used with these rades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with IOd (0,128'x3,0' min) nails. )K For (1) 'L' brace, space nails at 2' o,c. In 18' end zones and 4' o.c. between zones, )K)KFor (2) 'L' braces, space nails at 3' o.c, In 18' end zones and 6' o,c, between zones. 'L' bracing must be a minimum of 807 of web member length. 11 Gable Vertical Plate Sizes 11 1 Vertical Len th No S lice Less than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' 3X4 Greater than 11' 6' 4X4 II+ Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for condltlons not addressed by this detail. REF ASCE7-16-GAB16015 DATE 01/26/2018 DRWG A16015ENC160118 MAX, TOT, LD, 60 PSF MAX, SPACING 24,0' 'T Relnfoi Memk Gn Tr Gable Detail Fnr I Pt -In \/ar+irn I c Truss Plate pproprlate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, ,b, and heel plates, vertical plates overlap, use a to that covers the total area of lapped plates to span the web, 2*2X4 2X8 Provide connections for uplift specified on the engineered truss design Attach each 'T' reinforcing member with End Driven Notts lOd Common (0,148'x 3,',min) Nails at 4' o,c, plus (4) nails In the top and bottom chords, Toenalled Nallsi 10d Common (0,148'x3',min) Toenails at 4' o,c. plus (4) toenails in the top and bottom chords. This detail to be used with the appropriate Alpine gable detall for ASCE wind load, ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015END10011� 1! S11530ENC100118, S12030ENC100118, S14030ENC 301001�9;j/ S18030ENC100118, S20030ENC100118, S20030 O1 a* (ajQP Lao See appropriate Alpine gable detall for maxims els0ak8e �dor-0 ■wWARNM- READ AND FOLLOW ALL It1TES ON THIS DRAVINGI "' ° 0. ( V0 I UND0'ORTANTEN FURNISH TNIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERSE p Trusses require extreme core In fabricating, handling, shipping, Installing and bracing. Refj'CSL a n� follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) fat)q practices prior to performing these functions. Installers shall provide temporary bracing pw Unless noted otherwise, top chord shall have property attached structural sheathing and bnchol%od'6shall have a property attached rigid calling. Locations shown for permanent lateral restraiI '`i� !'1 ll' IL shall have bracing Installed per SCSI sections H3, B7 or H10, as applicable. Apply • "i! P> unless PP Y Plates to e¢ of truss and position as shown above and on the Joint Details, unless noted otherwise. s�j PI Refer to drawings f IT for ing Cop pints positions. Alpine, a dvislon of ITV Building Components Group Inc, shall not be responsible for any devin®�00.this drawing, any fallure to build the truss In conformance with ANSI/TPI 1, or for handling, shipeoa�+anw` �a AN ITW COMPANY Installation b bracing of trusses. / p+ A seal an this drawing or cover page Usti g this drawing, Indcates acceptance of professloenl i � � 115141 Earthl City\Expressway engineering responsibility solely for the design shown. The suitability and use of this drawing�4FjgfS..�H9fV`�^7 �14 �10/2 1\Suite\242 for any structure Is the responsliblUty of the Building Designer per ANSI/TPI 1 Sec2. �$$l�alapnit� \ \ Eanh\ Cily,1 M0163045 For more Information see this ,Job's general notes page and these web sites, ALPINE. www.a(nineltw.cam, TPL ro.tninst.ere, SArAi rrr....i------- 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable 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 Examptet 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 1.30x8' 7'=11'2' 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 MAX, TOT, LD, 60 PSF DUR, FAC, ANY MAX, SPACING 24.0' F LET -IN VERT TE 01/02/2018 WG GBLLETIN0118 Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better. Dot Chord 2x4 SP #2N or SPF #1/#2 or better, Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better. **Attach each valley to every supporting truss with, 535# connection or with (1) Simpson H25A or equivalent connector for ASCE 7-16 180 mph, 30' Mean Height, Part, Enc, Building, Exp, C, Wind TIC DL=5 psf, Kzt = 1.00 Or ASCE 7-16 160 mph. 30' Mean Height, Part. Enc, Building, Exp, D, Wind TIC DL=5 psf, Kzt = 1.00 Bot--om chord may be square or pitched cut as shown, VaUl -ys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members. All plates shown are Alpine Wave Plates. 3X4 12 12 Max, � 2X4 X4 l.,— 8-0-0 max 4X4 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y 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, property 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)K Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. Pitched Cut Bottom Chord Valley Valley I Spacing Square Cut Bottom Chord Vallev Q o-G\��/{9tTTTtTTeT. ow ArKWARNINGI" READ AND FTB.LDV ALL NQTES ON THIS DRAWDIGI 9 rtDFMTANT" FI.MRSH THIS DRAWING TD ALL CONTRACTDRS INCLUDDTG THE INSTALLERS N Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer follow the latest edition of BCSI Building Component Safety Information, by TPI and SBCA) For I practices prior to performing these functions. Installers shall provide temporary bracing per Unless noted otherwise, top chord shall have properly attached structural sheathing and boltshall have a properly attached rigid ceiling. Locations shorn for permanent lateral restraint or a: shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to enchn of truss and position as shown above and on the Joint Details, unless noted otherwise. PI Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Bullding Components Group Inc shall not be responsible for any deviation i this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation & bracing of trusses. A seal on this draw* or cover page Ustig this drawing, Wilcates acceptance of professional 11514\ Eadh\ City\ Expressway engineering responsibility solely for the design shown The suttab0lty And use of this drawing \ 1 Suite\ 242 for any structure is the responsbllIt" of the Mating Designer per ANSI/TPI 1 Sec2. 1 \ Eadh\ City,\ MO\ 63045 For more information see this Job's general notes page and these web sitesi ALPINE, w—alpineltr,coml TPD rrr.tpinstcrgl SBCA, www.sbclndustry.orgl IC6 wrudccsafe.org u'10N A w �3�5 rsAe.,.� ,—o— /10/2021 2X4 Stubbed Valley End Detail 4X4 Optional Hip Joint Detail n I24'ulol, i i �usses Partial Framing 24' o,c, Plan JC-LL 30 TC DL 20 BC DL 10 BC LL 0 TOT, LD, 60 30 15 10 0 40PSF 7 PSF 10 PSF 0 PSF 57PSF REF VALLEY DET� DATE 01/26/2018 DRWG VAL180160118 55 DUR,FAC,1.25/1.3311.15 11.1' SPACING 24,0' C 1b Valley Detail - ASCE 7-161 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, )K)K Attach each valley to every supporting truss with: (2) 16d box (0,135' x 3,5') nails toe -nailed for ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00, Max. Wind Speed based on supporting truss material at connection location: 170 mph for SP (G = 0.55, min,), 155 mph for DF-L (G = 0,50, min,), or 120 mph for HF & SPF (G = 0.42, min,), Maximum top chord pitch is 10/12 for supporting trusses below valley trusses. Bottom chord of valley trusses may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates, 3X4 12 12 Max, I 2X4 X4 8-0-0 Max 4X4 Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 807 length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014. Top chord of truss beneath valley set must be braced with, properly attached, rated sheathing applied prior to valley truss Installation. Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, 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', Pitched Cut Bottom Chord Valley 20-0-0 (++) Wj Supporting trusses at 24' o,c, maximum spacing. 2X4 Valle Spacing n n Square Cut Stubbed Valley Bottom Chord End Detail oe-nailed Valley . 12 10 Max, 1 SQp.L�ys�aataalraa H. "WARNDKil— READ AND Fut-LaW ALL NaTES w THIS DRAvnxa w TANPn RAMSH THIS DRAVIM TO ALL CONTRACTORS INCLUDING THE INSTALLER Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Re follow the latest edition of BCSI (Building Component Safety Information, by TPI and SHCA) kb practices prior to performing these functions. Installers shall provide temporary bracingUnless noted otherwise, top chord shall have properly attached structural sheathing and shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraof shall have bracing Installed per BCSi sections B3, B7 or 310, as applicable. Apply plates to ed^a;W of truss and position as shorn above and on the Joint Details, unless noted otherwise. I p' Refer to drawings 160A-Z for standard plate positions. 111 Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devintl this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlpj AN ITW COMPANY Installation R bracing of trusses. A seal on this drawing or cover page Usthg this drawing, Indicates acceptance of professional 11514%Eadh\City\Expressway engineering responsibility solely for the design sham. The sWtnblUty or,d use of this drawing \\Suite\242 for any structure Is the responsibility of. the Hultding Designntr per ANSI/TPI 1 Sec2. \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites ALPINE, www.nlpineitw,comi TPD www,tpinst.orgi SHCA, www.sbclndustry.orgi ICC, wwwlccsafe.org ❑ptional Hip Joint Detail 24' `*,.Common T usses Partial Framing I °°• f o,.. at 24" o,c, Plan 41. ILL 30 30 40PSF REF VALLEY DET TIC DL 20 15 7 PSF DATE 01/26/2018 0®�c BC DL 10 10 10 PSF DRWG VALTN160118 BC ILL 0 0 0 PSF 55 •°°rc•A`4 TOT, LD, 60 57PSF DUR,FAC,1.25/1,3311.15 11.l SPACING 24,0' A R BC Y: of VALLEY FRAMING & BRACING DETAIL Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required 2'-O" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is Impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05,140 mph, Enclosed, Cat II, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7.10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE 'ipples 4'-O" for 30 psf (TL) and 20 psf (TD) Max. :e the crippes for each row starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gored between rows. TYp) Innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (ee) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails �'"' '""""" " "`r`� ��` �J"'t 23. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" Ion nailed w/ 2 40d (0.148"x3") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge of cripple with 10d (0.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length: Cripples over 10'-0' long require two CLR's or both faces wl "T" or scab. Use stress graded lumber & box or common nails. ,Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are installed into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples if cripples fall between lower truss top chords and lateral bracing is not used. -Apply all nailing in accordance to current NOS require Nails are common wire nails unless noted otherwisee q�� i ��GEbs4 �C> (A) I (B)") +sVAtli t. Alm raL°" Au ttm>:ss U ftes BM DI _ • oalfOrTANTws itli>taSH rw DRAVarG To ALL 131tRRACi6ts ,•+�, mrur T}E ntST-, -- • a . TC LL 20 30 40 54 REF VALLEY FRAMING Trusses regL*-e e+Wne care In fabricating, harwElne, Wppkq, InstalUIiqq and bracwo " RefcS 11��aanZ fallow the latest adUon of BCSI UhAl kp Crr%p t safety Wornatlon,'by TPI and SBGU foc;s f¢t�r 46 7G G TC DL 10 20 7 7 DATE 10/01/14 pmctices prior to perfamkV these functions. Jnstatlers shalt provide tenpamry bradno pet: BCSI. llntecs rated atM-.lse, tap chard shalt have properly attached structural sheathing and bot�,on chwrtl sfvtx have a prapMY attached n-Ipld eelkia. Locations shown for Interol • _ STATE OF • BC DL 0 0 0 0 DRWG VACNV1801015 •, f� Q f� 2�t� �O N1E permnent restrohteyf shall have bmckq h stalled per SCSI sections B3, 17 or B30, as applicable, ripelyy plate3 to enoy f of truss and positon as shown above and on ih*-Jdnt Betalls, unless noted other.lse. 4 '�-. A •r -/�_ �� BC LL 0 0 0 0 Refer to dmwkps 16DA-Z for stardord plate posit ails. Nphe a division of 1TV BAdnp Conponents Croup Inc. shag not be rrsponsbte for aCrryy devintlonivj' ••• � O R 10P••• , �•,• • .• •as N� ``� Ml iT1NQOtAPf1PIY this drowkq, any falure to build the truss In confornance dth ANSI/TPI 1, or for hnnd'p, shippkp •r"••• TOT. LD.30 50 47 61 kutallatbn & brodnp of '-rsasses. A seal on this dmvft ar cover poor ltstiro this dmvk p, kdkates ameptarct of profrsdonol `"°k.,�.babr't ernety fa'' the ae� sho^ TMr wAtak'tty °"d'� °f this d °'k'i, for any Is rospanstllly of &AdbV DmAW &4SUM I Sec.' �t11 S�O;A �� •1� a"� DUR. FAC. 1.25/1.15 1 13399 Laket�ont Dwe It Earth City, MO Ii3045 r per For Hare Mbmatlon see this Jobs oeneral notes page and these web dies ALPM wwralpkxttwconl TPA wvw.tpkst V SBdv wwssbdndustryogs Im wws.kciafraro _ l l� 0 SPACING SEE ABOVE