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Truss
E m I m 39'-8' 12'-4' 10'-0' 17'-4' IIV 0' Id 4'-4' le 21'-4' 39'-8' TIaS IS A TRUSS PIA�]OIT PLAN US DDO® M AID DI TIE D4Al1ATID1 � TRUSSES OATOEQ�L TiXSS DA,IVDULS AIDI ARaDIFSDRNS SUPEISE� TIDE �]IT. ESTE , UN PLAN lE t>. R"^"" TAL= Mrl DCSDAID PAPA ATOM Ell LA DSfALAQdN >E TUaaFs LDS DDU= T ARQ¢IE MWAS DE MM"E ifA >E VOW(ME aA SIPERIN ESTE IDLUFM6 ILL f1.T rum OAMM AIL R� OPLL IE PA71F70 1ai11a mTi IIIl11Tal m RV✓D O IOe Nf OI Y.TM TA VEMW �If 6 Mi O17S \Q aa® UAL IR li Mmlm tATIOIT m6, 1M711iA AITiOVAL IfT wEAf✓•a VAL7 NRf t A' MTFL7 dim la Gi1f M 1AM47 swrw 00 006 MR 101fa ME At7l� IOI M AT 1'MOM WaRCI� Q YQ�, pC �� K M TM6i DA TMa¢R mD IOST ¢ M{IILL ARO AI pM M =n= Ma: a M O= ID w a ta110Q ,OEM taaoaa, ¢ vIDA ,O 113 "no IAi fJMT OAI AA91i AtfAi Opp , OAVO T Ma13 s u a mm".1 mot M M.TM IID T,T®m a OIDdIDmIID ¢ OIA ¢ Ac mtm cN ANIMA = MTOfAQlI FW A WI AMM 710Rt l/IS FM= a mcw=fra w" = 7> am ARAN➢NFDR TAtM uzvm a1,T OIdH Al,A7fm AVID lw a ltaaM2 T 19 8Y -M O i //La 0 a,Alp� GGA At w xaAT: KiJ@SW - �p pRe�a ¢ � OI OMWW 1 O ffalcrOO v Calm a, UrN r OI 0V® mm ¢ OC lID Twaffi ¢ DC Rel.,w IMM VAIM lM MmAO.6 w a A4 A2 T a N REFW PNX b CONNEMIX I r =X-.W TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING PLUMB SHINGLE ROOF tA -i dlu .L JlrLd-t,�O^ l -10 Total Truss Quantity = 75 �abeled End Mark General Notes b MUM m iti ap 2) t=q= fob 4W HLM Ott aU..r. 8) nabla9 M 24' 0.0 udAlA otlrdw 4) PM Trust Pm Whb 8L9-61 1tA71 pMtnanI X-baft *&M be OwW at a tmds.m t MIV 1.1 8L aoa 1d Spin. In be npofad at a ,nmSttan of 2V bbwa wadi druchm MA ..ra el gelfor any maxard heft ROOF LOADING SCHEDUCE TCLL�CD� 7O PSF BC�DWL 10 PSF TOTAL 37 PSF DURATION m 1.25 % WIND SPD/TYPC-- 160 ENCLOSED BLDG EXPOSURE - C USAGE -RESIDENTIAL CAT H WIND IMPORTANCE FACTOR=1 UPLIFTS BASED ON= 9.2 pSF DESIGN CRITERIA FBC 2020 TPI 2014 Truss member dcsipa S<connectorplstes — d.i�gnaeed for ASCE 7-14 ood marzimom fomcs CM both componcns and cladding, and main wind force misting systems. • Tbcse trusses ban beenresi«ved tocazryan additional NOR psfaonconcumvt bottom chord We lord FLOOR LOADING SCHEDU TCLL PSF TCDL PSF BCDL = PSF TOTAL = PSF ROOF DffiC20D FOE SHINGLE AIL REALMONS AND DPIUT9 AM SHOWN ON ENGRaMRING WALL. KEY ® 0 a s s e CARPENTER CONTRACTORS OF AMERICA 39W AVENUE G. H. V. VINTER HAVEN FLOSNIDA 336M PHIBE,f800) 959-BM FAX, (863) 294-2408 BUILDER D.R. HORT'ON STATEWIDE PROJECT 8 MOD /CAU/4EBB i occ ODEL/ALT .F/ 02 umRwT110aOatun 432 TFM= COi28 i- BLOCK DESIGNER PAGE 1 TIE 93117 &334504R 1 4 "=1' ENGINEERING PAL KAGE Builder: Project: Model/Building: Lot Alt: dot: E 2 Address: JobNumber: N334504.. Revision Date: Block: � Unit: New Load #: R101 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALPINE March 13,-20.1 9 AN rrW*CO'MPAW' Mr. Bob Michaelis C 6hter'COn'tractor"s of Am6ndkihc- 'MP Avenue. G, Northwest - Winter Wiverv-FL 33.880-6201 Re: AlternatiV6 installations. for a single ply carried truss with a width less than the hanger width, and. wood. .b . I . 6bki gtapchi.ev6fd.1J design load"val'UL:i,fci.rfoce-mo.Uht6d.*hanger.attachment ," ona one ply .supporting girder.. (Reference detail WA3U2).. Pear Bob,. For a.single ply carried truss with a width less than the hanger. width you da,n.. install;a. prefabricated jack scab truss. r) for wood. filler bl6ckingi. The chord . sizes; -c . h rdgrqdes, and -Alpir2b:;c6hne'!bt6r plate(s) to. e.' will have -a. minimum be-th - same the sing! 1 'r&fab'd** e. py came truss. The prefabricated truss (ty:W length. of Ol'-prid yv4l.have -a. minimum pitdh.:of 5/12, The single plycardi3d."' hall have ;.a: reaction of . 3 500# or le "t less. Attach prefabricate Jack:tcabjruss. i h two 2) fogs of 0.1 28"x3.W' GUn Nails a't'2" 0 C_ per rows Ca xe*Fi "I Please refer to th' Simpson 8fronq_--At� LI -C _,(§L,. _pure T�p:q qq C 2 . 01:9-.ppge 216. Figure for more information. Figure-1 Fora single ply`gltder'that requires wood blocking to,adhi .0. e v :IU I design load value for face -mounted hangers :attach 'one wood block to ,the back face of the. s'irigle:ply girder with the same size. and grade .a-s*the bottom, chbrd.. Of the single ply girder. The: ood: block length to. be such that.the**wood blocking extends to e6ql aOj,#entpan6lpoi.hts.(W6bsand bottom'. chord intersections:: Attach wood No(*(`)'with *o.-(2) rows. -of OA 28n_ x3.0" Gun Nails at.'O0..d.. per ;.ro w, staggered 3.0" applied to, the 67.50Forum Drive Suite 305, briando. FL. 32821 - (80 621-9706 :4 2*2*-786'85 -www.alpineitwcom ALPINE single ply -girder face, With an ad.ditio-nal (20) 0,128'x3,0' Gun Nails a� -each pan el point applied to'the, for page -'-''=r--'-----'--'---- -.... ............. ......... _____-_______... ..... ............ ... __-_________ ___-__..... ... ......... ... ......... ... ,-___--____-----'--......... ............. .�-_-� - The aprAcatiori of Jack oca�tn��r\w sf�doM xm ��ood to.; full. design koad'VabJefor ' must 6«tha Ail ' edgie $Kdmhd distances, a,hd tpaeing for all naU connections' must be i6ntƒ�� of 'Wood- If\cenbeofanyfurther ifynuhov��n�� ' n�*o ' Chief Engineer - Alpine -an ITW Company Or'lando, FL 8750*F6rUm�Dhve. Fl.32821' -.9790-(853)422-8685 V0mM�a�m�mxco�� April 261-:2019' Mr. Bob Michafe'li's Carpenter Contractors -of.America, Inc. 3900 Avenue 0 Northwest Winter Hav6n, FL 33880,620 1 Dear. Bob,. Re' Strongback bridging: 6h fbbftrusset. I understand there is some concern over our fecoMmendatii6ns f6r.strondback bridging on roof trusses: 'Strongback bridginguirementof the - for roof trusses is not.a -requirement of :AN Sl-�Tp! 2014 nor i a requirement BUilding Component -Safety Information (BCSI�,:.5,uf bridgih' g66 roof trusses is ,q�ooft of, Stfohg44cl� ift.h eriv. - - - o �y_ Carpenter , (�40* _e4_..theJ llqwin functions:.' One, bridging aligps the bottom -chords after they are- set -so. the are uniform along the ceiling ' , 1'.. .:. _ .. . r .—y . line and ceding serviceability Twoj budging reduces relative deflection of. adjacent Trusses:: d o Str,qngba.ckbrid g'inj.doe* s: riot: pr6Vent or reduce overall individual deflection, especially any y roof trussesr ' .. .. ....... ........ .....deflecting more. than 110 inc . ....... ............ .... .... � � SirongOaqX bridging in roof.trussesdoes not serve as.temporary.oe. perrnan . 6ntbracing and Is not or design loads, -between .intended to . dl§tribuio trusses. Consequently, no design loads have` .been accounted for With this. detail and continuous !§trohig'back should 'not be . -attached between common ;and girder ',trusses.. The. use :of strongbacK bridging' shall not. `interfere With other, design considerations as specified :by the Ehg1h6er'of Record or the Building: Designer. The outer ends ofthe strorig bar bridging shall I be* *aftg hed.10 a(wall or anothersecure end. restraint; -of ek. c. a.sspecified'.bW the Engineer 6fRecord 'or.th&Building..D6sjdhdr. Strofigback- bridging shall be -a. minimum of 2X6 nominal lumber. oriented with the depth vertical. Attach with 16d -common nails MAWx3.5") nails at:. each intersecting member. When. 'extending the wl ...- :common. 4 .. . - nails . � :.. .: . .. the'. bridging overlap by at, aminimum of two trusses. The 16catioa of the: §trongback. bridging maybe: specified .by theTruss Manufacturer, Ehgihe&r of , Record, or Building Des' 1grjdr., Please ref6ri.:to BCS! "Strongbacking'ProvWons'' or to ..Pin'.'S'A' TROR-1.81311-014 detail for more. information. The. graphgraphice: . ,§hoWh -(FidUr'e-.. 1) isfbrgehiorld 111.ustrativ6p.drobse only. 6750 Forum Drive:S uite 305, QrlMdo, FL 3282 1; - (800) 521-9790:.- (863) 422"8685 ,Virom_:a V ine ft. .�com- 4 ALPINE. i-- Figurel., If Lcan bb of any further assistance: or 'if you have: any ciu6stions, please; give. me a call. V— Willi6iti.A.Keck O.'P. STATE Phief'Ep Alpirie an ITW-Company Enginqering'Department -Odari.do-, FI.3282 6760 Forum Drive Suite.W5, OdMft FL 3282*1 - (800). 521-9.790 - (8153).4224685 W",blphaitwcom STRONGBACK :BRIDGING RECOMMENDATIONS i BUTT STRONGBACK All scab -.on blocks shall: be: cx. mIn1mum,1&4. BRIDGING TOGETHER 'stress graded lumber:;.' P-ALL strpngback bridging and bracing shd(t minlfmUm RX.6 '.stress' grade:. pp.-. Ine p.U. f .. purpose of strondback- to. ATTACH SCAR W .3TH'10d:BDVGUN to'Q: d sharing b 'in v 6twee6 individual trusses,: W ''V Zx (0,128N3.0f). WA.4S IW�g ROWS''AT D.C. . ;. . . .. . . UltIng In an �tr� I rolt hicrOas,e- In, the resj e.Increase ,SCAB NOTE, 1N LIEU OF; SPLICING. AS: SHOWN, "sTRONGBAdk.--9RII)QNG the. floor syst-erri; 2x6 LAP MENDERS - FOR -:AT LEAST ONE-TRUS!9:,SPACING strongback. bridging, p6kItIoh6cI. a!�� ii�hib.' in STRONGBACK, * BRIDGING 'SPLICE DETAIL cletalts, Is recommended at 10' =01" .oc NDTEi N'italts J. and 2. :are 'the pi,pf.erred attachment MLi-thodS. terms 'bridging' and 'bracing' :qtre. sometimes ATTACH STRONGBACK TO W:0EB.14Wa/f mistakenlyused.'-Int*erchangeably."Trad1ho' I's. 'an 3(3l)) WdNACIOSHON . 'DR impqr,.ta.n*tstructura-t reoulremen tof :any floor NAILS or roofsystem. Referto�ikLTruss.b.qEdghWx1WX Droing MD)f.or the,,brQCInb rkcjult"6ment - s f6r each IndIVICIQ t truss component, 'BrId'gI particularly 'strongIbatk.:';bridging' :Is a: rec6rqmL-hcIc�tJoh- for- a:truss, system to. help con -trot vilbir-atiot)." in: addition - -to -aldIng In the: distribution of point toads between adjacent :truss, -str.f�ac k Ior I ong dqInq servesto reduce STRONGBACK BRIDGING. ATTACHMENT ALTE'1ZWATIVES AN tTWMMPAW 13713Rivi*A"a 800 200 marilww malgftl mo 83043 :NG., ,ITS rd WO 13 0*h) 14 m�W a PdIft, Dounce or resl,cpal vlbi ot1ohl.resultIng, Prom 09 point loqx&j :such as footstep Th-e performance of a.tl floorsyg`tems -are. enhanced 'by. the. installation of str6tig.6adk bridging and therefore :is strongly recommended by Alpine. 1 For additional Infophati6h i,�ejgqr�dlhg. -stro 1�rlqlglnq, refe�, to %sl Gu'RaIng, Component SaSafetyInformation). M LC PSF REF T&I)L Nb. t861. , S.. PSF DATE C" L PSF- IIRWI A L ,PSF STATE14F,� 1 g D, PSF . C * X ivs:l& Q 3, va :77: _. .. ..-.w....:..;.;..-..,:'.lI •. ... . e .. :.�Tti.,....�..a:.q...-y.«-,�, _ — rii•...:q+:euu+u:::.:,�al:e+:urm..alvittl:uuwu+uw �✓r�.:•�i�:...}+•+ V pol yh P. ..na macy. ql -0 -,�Ill 40 ki. T • YN, "A. oml . �.-.SfWs. -Vko .,0, J' I Eta IV , 0.0 22 Via 0.'.QV. *GM-8 . TAO& St. .10 . i-Is "s-assh4cimi'l N.6� DO Cracked or Brok&n Member-1 Repair Detall c Load Duration = 0% This drawing s eclfles repairs for a truss with broken chord i Member forces may be Increased for Duration of Load r l or web member, This design Is valid only for singgle ply trusses with 2x4 or US broken members. No more than one break per chord panel and no more than two breaks per truss are allowed, Contact the truss manufacturer for any repairs that do not comply with this detail, (B) = Damaged area, 12' max length of damaged section (L) = Minimum halting distance on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member. Applyy one scab per face. Minimum side member lengths) = (2)(L) + (B) Scab member length (S) must be within the broken panel, Nall Into 2x4 members using two (2) rows at 4' o.c., rows stagggenedi Nall Into 2x6 members using three (3) rows at 4' o,c„ rows Amggered. Nail using 10d box or gun nails (0,12SN3', min) Into each side member" The maximum permitted lumber grade for -use with this detail Is limited to Visual grade 91 and MSR grade 1650f. This repair detail may be used far broken connector plate at { mid -panel splices. T Thls repair detail may not be used for damaged chord or web sections occurring within the connector plate area. ;. Broken chord may not support any tie -In loads, j is L L �Typlcal ~ + O -F O -I' O +O O + O + O + O + S2' tagger = Back Face 10d Box (0.128'bb x 31, min) Nails, = Front Face 2x6 Member - Triplee Row Staggered Nail Soacinc i Detail Maximum Member Axial Force Members Size L SPF-C HF DF-L SYP Web Only ' 2x4 12' 620# 635# 730# B004 Web Only ! 2x4 18' 9750 1055# 1295# 14150 Web or Chord 2x4 24s 975# 10554t 1495# 1745# Web or Cord 2x6 1465# 1585# 2245# 2620# Web or Chord 2x4 30' 1910# 1960# 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36, 2470# 2530# 2930# 3210# Web or, Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 42 2975# 3045# 3505# 3835# Web an Chord 2x6. .43954 4500# 52254 5725# Web or Chord 2x4 3460# 3540# 4070# 44454 Web or Chord 2x6 5165# 5280# 6095# 6660#- • Hlninun L Dktonee 8 L S ' L Hhlnun L Dlsiance l L i i IUNnun 1 L L Dletonee L xwWWIN(Hou READ AND rULLW ALL NOTES ON TNIS:MVINCI arA MTANT%x M HSH THIS DRAVM TU ALL CONTRACTORS IN iglh l TW INSTALLERS. REF MEMBER REPAIR DATE 10/Ol/14 Trusses require fwtrrnr care in fobrleatlnW hurdling. shippYw Initaulno and bracing Refer to and /allow the, latest r*U n of AM ouNdhp Component Safety Information, by TH and SSCA) for safety pMetkes prior io performIng those funrilons. Instottors shall provide tanpororyy �hraeha per 30SL UMrs,e noted ot)wrflea, top chord shop have properly attached structural shot and bottom chord DRWG REPCHRD1014 �„ ALP � shall have a properly atischrd td cribI�,, Lemtlons Shawn for pernonent lateral restraint of Webs shall have brae)�p Installed par SCSI Etc ifons )s, 17 or 330. as appUcablr. Apply plates to each fare of truss and positlen as shown above and on the dolnt llsta¢s, unass notedd,DA"rVIse, Refer to drawings 11140Z ►ar standird plot. pasltlanS, ' AN TTW MANY Alpha, a dNlslon of ITV nam eonponrnts Dro Inc, shaU not be respanalble forerry davlatlon from tWs ��rarinp, any foRurf is tstythe truss M con ornencr with ANSI/TPI 1, or for handl�p, shlppYq, •pprroeMp trusses. `. MatoI amon 1. of A Sea1•on ilNs draitnp x cover pipe 14t)np iNs drovkV. W"11es acceptance of pr toxatond .r,pl,rer4,o r apmelblµy solely far iffy des Shorn. Tina suitabllty argil use of iNs drawing far any structve Is is rrspansbANy of ihr IMU" Dssgnar per ANSIRPI I Sect. . SPACING 24.0' MAX 13390 LaJlehoPl011va EadhcRy,MOB3045 rem man Infornatkn srr this Jabs gnarai notes ppoppe ar4 'than web sites" ALPINC, Srr.N neltr,eanl TPb wrrtpinat,ohpl SSCA wwrsbelndustryerpe ICG rvvJeawfe,ar8 i, It 1 r. [ICMGA.� ReAnni rpmpnf sr TRVOS- TRUSa6 UNDER VALLEY -FRAMING VALLRA MiP..OR RIDGE I tTL)'ajid 26 pof (.TD) Maio. rav:rstahtnj f rdrk tho. V41 oys br-sloopom .r crlpote locatlops are I.Fetment Noter. 4 l6a'tdi4i9lbi' 42,6dto&nsjls *16duwtolli (14) A l6d.fate-nalls lbWhg. 516dtoe-trails ;pers. 426dtM431A 4'16d td&ftHA lbss 3 -200 td&.rAUs,ea.ch slaeper.A truss ldck 4 lBd toe-ngh 4 Irid-tOik-Atits AI-nails.-Wa-nel . Is. 4'16d,toa-jWl$ 4-16dlo04rbil5 4-16.0 loeAfOb 4 l6d'tot-nalls. IMM&N NAILIt - 1'101— -11�' , I * I - '(10, W) -* - � 0* OLL33M— - I I .. . \X* ' 9d' RU At- MMI ak, z -1. T - L� .30 46 54 y Tc DL- It zo 7 '? DA7'9 10/0114 • Sc tl 0 .0 0 0 DR W.G VMVIWIOIS S .8TXM: 00 qk4o* r 0 .0 0. 0 Rxfit W �,X;rcj�- 3ML,hda-d jA�t. P. Nr tf G_Ljo. p,,_ 11ju at. bi k�tp. •dz !r6T. LD.30 5 b 47 81 or t6r al+f ralie."a 10 44 -cin . rL rr,* 6 WAN, 0 WAA. tF V!WN4wwr B:OVE Face -Mount Hangers - I -Joists, Glulam and SCL ._.........._.........................................._._...._.._...--- - E These products are avabble with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. i C F hc IUS2.56/16 21/2 x 16 MIU2.56/16 U314 HU316/HUC316 21h x 20. 1 MIU2.56/20 to2b e 29/6 x 91/4 to 26 3x91h MIU3.�2/9 HU210 2f:HUC21D 2' ' 3 x 117/a --" MIU3.12/11 HU7l2-2_/HttC212-2"' - `iw io nr an`rui,n�-nc-+tiri o Stiff - Regd W H _. BI I;Face • - 25/a 16 2 Min. (14) 0.148 x 3 Max. (16) 0.148 x 3 • - 2% 157/16 21/2 - (24) 0.162 x 3% • ✓ 29/6 101/2 2 - (16) 0.162 x 31/2" • ✓ 29/6 141/a 21/2 - (20) 0.162 x 31/2 160 ( ) 1o0 "( ; ) 115 ( ): nuu�-� (125)" rruor (100) a uuw (11,5) rsum (125}` , - 70 1,660 1,805 1,805 1,425 11555 1,555 - 70 1,805 1,805 1,805 ' 555I 1,555 1,555 0.148 x 11/2 230 3,455 3,920 4,045 2,970 3,370 3,480 0.148 x 11h" 970 1,945 2,205 2,375 11675 11895 21045 0.148 x 11/2 1,515 2,975 3,360 3,610 2,565 2,895 3,110 IBC, 0.1 48x ; 1'h 234 ' 3.745 4,045;� 4 045.3220 3,484 3,480; Lq • -I 29/i6 197/g 1 21/2 - 1 (28) 0.162 x 31/2 1 (2) 0.148 x 11/2 1 230 4,030 4,060 4,060 13,46513,495 3,495 • ✓ 29hg 193j6 21h - . (28) 0162<x 3'/z' (2) 0.148 x 1'/z „ 230 4,030 4 060' 4 060 �f, 3 465 3,495 f 3,495 29/6' wide joists use the same hangers as 21h" wide joists and have the same bads. • = 31/6 , ; 9146 21/z -' (16) 0.162-01A (2) 0.148 x 11/2 '230 2;305 2,615' 2 820 (;1;980,j 2,245 2,425 • ✓, 3?%al� 8'146= 21/2 Max. (18) 0.162"x M"' '(10) 0;148x 3 -t7•:5 �2,680. 3,020 3,25012'305 2,605 2,800, IBC, -1 131A 111A 21/2 - (20) 0.162 x 31/2 (2) 0.148 x 11/2 230 2,880 3,135 13,135 12,475 j 2,695 2,695 FL, -1 131A 2;820t3180 3,425 LA HUC3 25/16 3?%z' 3,870 4;365; 4 695.3330 �.3,755 4,040 31/s.glulam.'H000210'2 SDS'',: ; '' • 314 9:`` 3 = (12j..',%a'` X 2Yz" 5DS" .(6)"'Id`x:2'h'.'SbS 3'.5 1,:=15 1.?1.,' 4,115 3 600 3:r3il �:3,7,1+J FL HGUS3.25I1D .." :, 3l40.162 x 3'/z;; : (16) 0.162 x 31/2f ,4,095 9,100 9,100, 9.100 7,825. 7,825 7,825', IBC, 'HGUS3.25I12 3'/4 1051a' 4; - , ,(56);0.162 x 31h• (20) 0.162x 31h =5,040 9;400 9;400 9,400 `8085 i 8,085 8,085= FL LGU3.25-SDS, = • • - : 31/4 °$ td 30 4,1%z (16)1la" X 211i SDS (12)'la' X 2'h"SDS: 5,555 6;720 7;37) 7;37 0 4 840 f i;2E 5 5,2e5 HHUS46 - 3% 51/a 3 - (14) 0.162 x 31/2 (6) 0.162 x 31/2 1,320 12,785 13,155 13,405 2,3951 2,715 2,930 31/2 x 5'/a HGUS46 - 3% 47/6 4 - (20) 0.162 x 31/2 (8) 0.162 x 31h 2,155 4,360 1 4,885 5,230 3,75014,200 14,5001 HUS48, - _ .. ' '' �,� 3 /6 " 61g+6 2 - (6) 0;162 X 3'/� (616.162 x`31/z [',320 T595' 1,815 1,960 1365]1,555;1,680 IUS3.56/9.5 - 3% 91/2 1 2 1 - (10) 0.148 x 3 - 70 11,185 11,345 1,455 11,020 11,160 1,250 MIU3.56/9 - N% 813/6 21/2 - (16) 0.162 x 31/2 (2) 0.148 x 11/2 210 2,305 2,615 2,820 1,980 12,245 2,425 U410 • ✓ 39/6 83/a 2 - (14) 0.162 x 31/z (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 11,965 2,120 HUS410 • - 39/6 815/6 2 - (8) 0.162 x 3'/z (8) 0.162 x 31h 2,990 2,125 2,420 2,615 1,820 2,070 2,240 HHUS410 - 35/a 9 3 - (30) 0.162 x 31h (10) 0.162 x 31/23,565 5,635 6,380 6,445 4,845 5,486 5,545 31h x 91/z HU410/HUC410 • • • ✓ 39/6 8% 21h - 1 (36) 0.162 x 31/2 (12) 0.162 x 31h 3,235 7,460 7,460 7,460 6,415 6,415 G,415 HUC0410-SDS - 3% 1 9 3 - 1(1(4L6)(0.12" x 21/2" SDS (6) 1/4" x 21/2" SDS 2,265 4,500 4:500 4:500 3,240 3,240 3,240 HGUS410 - 35/a I 9'/6 4 - 62 x 1/2 (16) 0.162 x 3'/z 4,095 9,100 9,100 9,100 i 7,825 7,825 7,825 IBC, LGU3.63-SDS • - 3% 8 to 30 41h - (16)1/4" x 21/2" SDS 1(24) (12)1/4" x 2'/z" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 LA MGU3.63-SDS - 35/a 91/4 to 30 4'/2 - 114" x 21/2" SDS (16)1/4" x 21h" SDS 7,260 9,450 9,450 9,450) 6,805 16,805 6,805 HHUS41 HUS412 3Yz x 11 la HU412 / `.H00047 HGUS41 LGU3 6( inariaQ ii®il MOCINME MOOMMIC oiling NEMENEM 61 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 cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. - See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within'/4" from the edge of the top -flange members. For the THA29; nails -used for -joist -attachment must=be driven at arr- angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into. the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2 ` edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirey below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will,be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift = Lowest lace nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 3s/e" (except THA413) and larger, with no load reduction — order THAC hanger: Codes: See p.12 for Code Reference Key Chart 13/4' for THAc422 for 122-2 126.2 THAC422 Face nails Top nails per table per table typical for THA422-2 THA426-2 THA418 2� l `I a ..S a r c hw 2't� THA29 Double 4x2- 2 face nails Use full table value (total) Single 4x2-�. 4 top nails See (total) nailer table � y >' Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of heads ® Double -Shear Double- Dome Double -Shear Nailing Shear Nailing Side View Nailing Side View; (Available on Do not Top View bend tab some models) '4-1' 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 I ypl.al a"e V Top Flange Installation :er to Mote 5 p.187 86 Simpson Strong -Tie° Wood Construction Connectors M Adjustable Truss Hangers (cont.) a These products are available with additional corrosion protection. For more information, see p.15. 0 A IV THA29 18 1 s/e 91146 51/e 11/z — (2) 0.148 x 3 (6) 0.148 x 3 1 (4) 0.148 x 3 525 1,750 1,7501 1,750 450 11,330 11,330 1,330 27/6 — (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 2,610 2.610 2,610 450 11985 1,985 1,985 THA21I l8 Islas t3'A. (4)Q.148x3 `:(2)0:148 c"3 (4)'0:48x11h r 14a3' 1;460. 1;fi60, 1 I .1,-1t ;i,iin „ THA218 18 15/a 173/s 51/z 2 (4) 0148 x 3 (2) 0.148 x 3 (4) 0.148 x 11/z 1 460 1 60 1,460 11 r10 i 10 1,110 THR218 2 =16 .31/a: 171Y1s "`•8 ,' 2 ;" (4) 4162 x 3'l� (2) 6162 x'311z 777777777 (6}-0148 x 3 e Ln 1,ufla i s 15- 1,9�� `t :. 9G 1,51 ,, 1,o°I ;,, IBC, FL, THA222-2 16 31/s 223/1s 8 2 — (4) 0.162 x 31/z (2) 0.162 x 31/z (6) 0.148 x 3 1,960 1,995 1,995 — 1:490 1,515 1,515 LA THA4 f3 1$ 3sJa 13s/s 4,'/z-' 2' , ` — , ,(4) {f 148 x 3 9 (2) 0.148 X 3 (4) 0:148 x 3 1, 0 1 1,530 1 6a 11r35 " 1,165 THA418 16 3% 171/z 77/a 2 — (4) 0.162 x 31h (2) 0.162 X 31/z (6) 0.148 x 3 — 1,960 1,995 — 1:490 11515 1,015 THA422" ;'16'R 3s/a, 22 77% 2" — (4)0162x31h (2)0.162.X31h "(6}'0;148x3 THA426 14 3s/a 26 77/s 2 — (4) 0.162 x 31/z (4) 0.162 x 31/z (6) 0.162 x 31h — 2,435 J3,330 2,435 — 2,095 2,095 2,095THA4222' 4 Zla,2nA7 93%4: 2 = (4)0:(62X311z (4)0.162x;31h (6)0.62x31h"' 3330 3330' — :2,865 2,865: .2,865 "' FL THA426-2 14 71/a 261/s ['93/4 2 — (4) 0.162 x 31h (4) 0.162 x 31/z (6)0 __ .162 x 31/z — 3,330 3,330 3,330 — 2,865 2,8651 2,865 THA29 18 1 s/a 911/s 51/e 1 911/s 1 (16) 0.148 x 3 1 (4) 0.148 x 3 525 2,265 2,265 2,265 450 1 1950 1950 1950 Tt A213 18 14 13346 5)/z' 13 s - ` 04) 0148x 3 ,A 0.148 x"3 ''8 14 ,2,340 ; i50 3r :. t6u :2Oif7 .21.0 THA218 18 1 % 17% 51/z — 173A6 — (18)0.148X3 (4)0.148x3 855 2,450 2,450 2,450 735 2105 2105 2105 THA218-2-, 16 '3% 17114 , 8 ' " — "" .14% (22 }0.162 x,31/2 R 0.1624 31h :7,855 3,310 3,310, . 3,°10 1,595: 2;v�Ls 2: 2,8w �,84`f3 .': IBC, THA222-2 16 31/8 223/s 8 — 141/6 — (22) 0.162 x 31/z (6) 0.162 x 31h 1,855 3;310 3,310 3,310 1,595 2,845 2,845 2,845 FL LA THA413 " . {$ 3s/a 113�s 41%z"' 33/a (14) 0.148 x 3• (4)'0;14$x 3 " 81 r r> 04 ; ?,340 2,450 r35 "; bC, 2 011 2;105' THA418 16 3s/a 171/z 77A — 141/s — (22) 0.162 x,31/z (6) 0.162 x 31/z 1,8551 3;310 3,310 3,310 1595 2.845 2,845 2,845 THA426 14 3% 26 1 77/a — 161/s — (30) 0.162 x 31h (6) 0.162 x 31/z 1,855 4,415 4,480 4,480 11,59513,79513,8551 3,855 THA422 2" 4 71/4; 2211/s 93/a ` 163/s (30) Q.1'62 01/z (6) 0162 x`31h '1t 855 5'170 5;520 5 520 ' 1 595 4,445 4,745 " 4,745` FL THA426-2 14 7% 261/s 93/4 — 18 1 (38) 0:162 x 31/z (6) 0.162 x 31h 1,855 5,520 5,520 5,520 1,595 4,745 4,745 4,745 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h" min. top flange are based on a single 2x carrying member; all other top -flange installation 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 11h" nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange 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. LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers 2G��IEEREO This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. The double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -opacity HGUS hangers, feature innovative double she r nailing that distributes the load through two points on each joist Nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Ndf designed for welded or Waiter applications: Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View Double -Shear Nailing Side View Do not bend tab Dome Double -Shear Nailing Side View (Available on some models) t'Ae for 4,, O D H �W_/ B LUS28 HH' , if, 5tr©nge Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) r.7 r T 19 ,A LUS/M US/H US/H H US/HGUS Face -Mount Joist Hangers-(cont.)- --1 OU0 Single 2k Sizes These products are available with additional corrosion protection. For more information, see p.15. For stainless -steel fasteners, see p.21. Many of these products are approved for installation f€ with Strong-DriveO SD Connector screws. See pp. 335-337 for more information. L, 65 ,i 045 " 725 825. •;.495> 565 770'US2 . LUS26 1,165 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 ' 785 1,000 IBC, FL, MU526, 77yv7 Egg:1A84`'. 5C7,a.; °1,445 ';.1,560 "'1 ,30•. "1 Iii:," is "' 955 ", I090,... 11$0 5 ; LA HUS26 1,320 2,735 3,095 3,235 37235 1,320 2,960 37280, 3:280 3,280 1,150 2,350 2.660 2:780 2,780 H6US2 .__ ._26f -4,34f) 4,85D', „&J70, ' 5,390 '; �7 '',•4,690` . �,220A, . � 390. ";5;390 7,36 3,225 "" 1;610 , , 3 $7€j ;3;985,: IBC, FL LUS28 1,165 1,100 1,260 1,350 1,725 1,165 1,195 1,360 1465 1,730 865 810 925 1,000 1 1,270 I IUS2$' f� ; �s73( 1,975 _ >2,325 2,255 ', � 20 1,875, 2,135 °°, : ,255 , 5 _ < 1,)50 1,270 `' 1,455 " 1,57 § i IBC, A L, HUS28 1,760 4,095 4,095 4,095 4 095 1,760 4,095 1095 4.095 4,005 1,4180 3,520 3,520 3,520 3,520 IiUS2$ of5ti? 7,275"` 7,275 7,275„1g65 _,,,�,i�c 7, 7 7,275, 7;2751,1,2 .3,820 3915, IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, .,5 a ', 535 5,S95 5,730 83u =u tt ".2'2� 2, _ „2,4u ,5 ;ii2 o LA HGIJS210 2,090 0:10G 9,100 , 0 �I,100 2,090 9J00 9. 00 9,1010 9:100 i,5 :5 6,343 6,730 6,730 6,73:; IBC, FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45, • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load Acute 'side opmIly angle Top View HHUS Hanger Skewed Right hoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 94 Simpson Strong -Tie® Wood Construction Connectors SS. z z a 0 0 U H Z. z 0 cc z 0 CO CO rn 0 N 0 0 N ti 0 A -These productsareavailable with For stainless Many of these products are approved for installation - --- - - additional corrosion protection. steel fasteners, t with Strong -Drive® SD Connector screws. For more information, see p.15. see p. 21. See pp. 335-337 for more information. Double 2x Sizes HHUS26-2 14-516 114 135A6, 5% 1 3 1 (14) 0.162 x 3'/z (6) 0.162 x 3'/z 1,320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26 2 4afs 12 35/is 57/s 4 (20) 0.162 x 3'/z (8) 0.162 x 31/z 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 IBC, FL, LA LUS210-2 1 06 18 3'/a 9 2 1 (8) 0.162 x 3'/z 1 (6) 0.162 x 3'/z 1 1,445 11,83012,075 12,245 12,830 1;245 11,5751 1,785 11,9K2,435 HHUS210-2 83/a 14 35/e 87/a 3 (30) 0.162 x 3'/z (10) 0.162 x 3'/z 3:550 15,7051 6,435 6,485 6;485 3,33 4,905 5,340 5;060 5,190 HGUS210.2 89/16 12 Taii6 9346 4 1 (46) 0.162 x 3'/z (16) 0.162 x 31h 14,095 19,100 19,100 19,100 19,100 3,520 17,460 17,825 .7,825 17,825 Triple 2x Sizes NUU6ZO 3� 46�''¢, I& 4,3Y6 �12 fh (Lli}U 4LX3i2 (6)m113 %312 il��� 43VV,, 9�r3AU 3,1fSi- a,oJZ) I,iSJJ^ 3,13U•, a17U,�r4,9i{;3 `�'c/� IBC, FL, CiGUS28 3 6'3fs" 12 4'Shs 7?1< 4{36) Q' I62 x 3'!z {12) 0.162'x 3'!z 3;235 7460,ro 7460 7460 7,460 2,780 6,415 6415 6,41 6,415< LA ."HHUS210-3 83/a 14 4"/,, 87/a 3 (30) 0.162 x 3'h (10) 0.162 x 3'/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 189A. 12 415A6 9'/4 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 17,825 17,825 7,825 7,825 LA Quadruple 2x Sizes nuuaca' , arz . 1L ' 0 6 1 (LUJu 70L3C 12-,P),U.10ex3rz" 41 Z)0 ft)04v, �' i,uou'D,4,-,P, o,w IBC, FL, HGUS28-4 7'/4 12 1 6a/,6 73/i6 4 (36) 0.162 x 31h (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 LA HHUS210-4 83/,, 14 6'/a 87/a 3 (30) 0.162 x 31h (10) 0.162 x 3'/z 3,405 5,630 6,375 6,485 16,485 12,930 14,840 5,485 15,575 15,575 1 FL 4x Sizes IBC, FL, LA IBC, FL LUS48 4% 18 3'/`16 63/4 2 1 (6) 0.162 x 3'/z 1 (4) 0.162 x 3'/z 1 06,3 1,315 11,490 11,610 12,030.1 910 11,130 11,280 11,385 11,745 1 IBC, FL, HUS48 6'/8 14 31A6 7 2 (6) 0.162 x 31h (6) 0.162 x 3'h 1,320 1,580 1,790 1,930 2,415 1:135 1,360 1,540 1,660 2,075 LA HHUS48 61h 14 35/a 7'/s 3 (22) 0.162 x 3'%z (8) 0.162 x 3'h 1;760 4,265 4,810 5,155 5,980 ',55 3,670 4,135 4,435 5,145 HGUS48 06 12 35/a 7'1A6 4 (36) 0.162 x 3'/z (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 HGUS412 I 107A6 1 12 3% 103'i64 1 (56) 0.162 x 3'/z (20) 0.162 x 3'/z 15,695 9:045, 19,045 9;046 1 91045 1 4:900 17,780 1 1,780 1 ?780 1 7,780 HGUS414 1 11`3is 1 12 1 35/a 123i6 4 1 (66) 0.162 x 3'h (22) 0.162 x 3'/z 5,695 10,125 10,125 10,125 10,125 4,900 1 8,190 1 8,190 1 8,190 1 8,190 Double 4x Sizes IBC, FL, LA FL 1. UpGft 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 2'/z" nails in the header and 0.162" x Th" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Simpson Strong -Tie° Wood Construction Connectors SIMPSON 14 911 Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/a". Minimum and maximum. nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1/2" max. to allow for'greater construction tolerances (maximum gap.for standard allowable loads is A" per ASTM D1761 and D7147). See technical bulletin T C-HANGERGAP at strongtie.com for more information. Material: 16 gauge i Finish: Galvanized Installation: v • Use all specified fasteners; see General Notes G• Can be installed filling round holes only, or filling V round and triangle holes for maximum values € w See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member Ml for additional uplift capacity G1 _.. ►� - -Options: -..... �. • HTU may be skewed up to 671/20. See Hanger Options on pp. 98-99 for allowable loads. q' • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong=Drivel SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table f Many of these products are approved for installation with Strong-Drivea SD Connector screws. See pp. 335-337 for more information. Typical HTU26 Minimum Nailing Installation HTU26 'z:'78' riY i gap'between end of truss and carrying member HTU Installation for Standard Allowable Loads (for 1/2" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) 2x Sizes Alternate Installation - HTU28 Installed on 2x6 Carving Member (HTU210 similar) HTU28 (Min.) _ _ 37/a 15/s _ _ 71/ts 31/2 ati r w.. _ �, • « n , (26) 0.162 x 31/2 (14) 0.148 x 11h yv, �, T� . 1,235 3,820 + b_ 3,895 3,895 3,895 1,060 .2,865 2,920 2,920 2,920 IBC, 7L, HTU28 (Max.) 71/4 .15/s 71/As 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11/2 2,020 3,820 4,315 4,6:i5 5,435 1,735 3,285 3,710W�55:�,LA HTU2`ltf5Js 9?ia 3�12 '(32).f1162X31%z, (74j0148X,ijlz✓ 3330x;30 s1 €I14v "1;14522 3"ls_ 3"h(32) 01625, d , of 1 Double 2x Sizes H UZ6 2 (Min:j HTlt26 2 (Mal(:) M 37Ja °' 51Jz` ' 3 tis„ ,"33/,� ---,5?hs ES s 31Jz 31/2; ¢{20} 0 , ,, X 31h, ,(24) 0162 3t 31h .. {j4} 0148 z <„(20} 0148 S(,3 1,s15,., 2,94Qro .2,775 ,940 : i , I ,� ., ",3,91p , ; 3D5 ''. 32 ' t 0 !; 1,$7(1 1 £i50 2 530 2;090 " �; ,255 : 2,465"' ="-3 08.0 3;855.- HTU28-2 (Min.) 37/e 3s 71/s 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1,530 3,820 4,310 4,310 4,310 .1,315 2,865 3,235 3,235 1 3,235 IBC, HTU28-2 (Max.) I 71/a 35/is 7Ys 31/2 (26) 0.162 x 31/2 (26) 0.148 x 3 3,485 3,820 4,315 4,655 5:82u 2,995 3,285 �1 u , ; 33 1 t a W; w laW.LA FL, 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 1/s" and 1/2", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tien Connector Selector9 software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/2" 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. 96 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. SIMPSON HTU Face -Mount Truss Hanger (cont.) Many of these products are approved for installation with.Strong-Drive® SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member. 1 IVIGInUCi'... ;` JYIGUJUGI tIOVj" l I ;JIUV)," 411Jj r\>IGJJ t10U1 „SIVV) VIVV); k'I iJJ:'. �.GJJ kw-) 1, HTU26 (Min.) 37A (2) 2x4 (10) 0.162 x 31/2 (14) 0.148 x 11/z 925 1,470 1,660 1,790 1,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 51/2 (2) 2x4 (10) 0.162 x 31/2 (20) 0.148 x 11/z 1,2<90 1,470 1060 1,790 2,220 1065 1,265 1,430 1,540 1,910 IBC, HTU8$ Max.) T1/4 '` (2)`2x6 (20)'0.162 X 31h (2%0.148,x 1/2' i,970 _ ;:2 940" 3La 3fl . 3;905 1;695 ,'2,530 2„'i55) :'i080 3,360 FL, LA 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) 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 Ma" 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 loads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/2" 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. $0 L O V d C C O 0 W N 19 HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/16" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/16" at 100% of the table load. Specify as an W version and specify flange to conceal. . • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) for concrete and 'A" x 23l4" 75ten 2 screws (Model 1 fN2-2; 234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or E N/P 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 TTN2-252341) and for concrete (1/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/16"-diameter hole to the specified embedment depth plus 1/2". • Aftematively, drill the 3/16'-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 Ms are available. They include a 3/16" drill bit and hex -head driver bit (Model TTNT01-RC); a She" x 41/2" drill bit is also available (Model MD1318412). • A minimum edge distance of 11/2" and minimum end distance of 37/e" is required as shown in Figure 1 for full uplift load. • V%Ihere 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 HU0410 HU214 Figure 1 — HUG410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers (cont.) These products are available with additional corrosion protection. For more information. see o.15. a SIMPSON S$ � , HU26 HU26X (4)'/4 x 23/4 (4)'/4 x 13/4 (2) 0.148 x 1'/z 335 1,000 335. 1,545 HU28X-' {6) Y4 X231a j6)'l4 X'73/4 (4) 0148 X 1 yh f 545 1504„, 760 2,400' HU24-2 HUC24-2 (4)'/4 x 23/4 (4)'/4 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 HU26 2 (Mm) `'` HUC26 2 {8)'la�X2314,� ° ° (8)1/4,X 1,3/a (4) 0148xa3 760 - -' 2 000 `� 760 3 20Q HU26 2 jMax)„, k1UC26 2 {12}'/a x 23/a (12)'/a:x 13I4 ;(6) 0148.x;3 1135 ,-.. 3,00 Y;135 3,950 HU26-3 (Min.) HUC26-3 (Min°) (8)'/4 x 23/4 (8)'/4 x 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)'/4 x 23/4 (12)'/4 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 uuucu..r. {rvi¢nq-,°��-q [a. <ia ?/ ian-.t is -,,�)v 11 -n;u ° ywu ° .,- ,uuu HU210 HU21 OX (8)'/4 x 23/a 1 (8)'/4 x 13/4 (4) 0.148 x 1'/z 1 545 1 2,000 1 760 1 2,415 HU210 2 (Max) HUC210•=2 (Max) _ (18) % x 2314 �(18) Ya x 131a {10} 0148 z 3 -' " 800 4 500 1800 5 0815 ' HU210-3 (Min.) HUC210-3 (Min.) (14)'/4 x 23/4 (14)'/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)'/4 x 23/4 (18)'/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212 "HU212X� 23/4 (10)'/a X 13/a - (6) 0148 x',T'h 1,5 , , 2,500 1,�5 s2 665` HU212-2 (Min.) HUC212-2 (Min.) (16)'/4 x 23/4 (16)'/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)'/4 x 23/4 (22)'/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350' 5,085 HU212-3(Min),°s�, HUC2123(Mm)- V `(16)*!ax2Y4 °°_-- {16}'I4X13/4 (6)O.j4$x3 l35 ". , 4000-`- 1,135 4920 •' HU212-3 (Max');: HUC212?3 {MaX.} (22)'/a x 23/4 (22}/4 x 131a (10} 01.4$-x'3 "f, 800 `' S,085 , 1;$QO 5 085 - HU214 HU214X (12)'/4 x 23/4 (12)'/4 x 13/4 (6) 0.148 x 1'/z 1,135 2,665 1,135 2,665 HU214-2 {Mm.)> ' HUC214-2 {Mm) ?" (18)'la x 23/a i {1$) Ya X 13/a {$) 0.14$ x 3 1 515 4,500-, ' 1;515 5 085 HU214=2{Max) :' HUC2142{Max.} ', (24)'/.x2a/4 „ � „�{24)�laX'13/a v� (12)0148x,�3 a2,015 ° 5085 `' 2�Oy5 5085; HU214-3 (Min.) HUC214-3 (Min.) (18)'/4 x 23/4 (18)'/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)'/4 x 23/4 (24)'/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216°` Q HU216X�� j18)°,'/dx2314 {1$)?lax13/4 (8)0148X1�h � 5515 2920 - 1;515 HU216-2 (Min.) HUC216-2 (Min.) (20)'/4 x 23/4 (20)'/4 x 13/4 =(8)O.48 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)'/4 x 23/4 (26)'/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 GIV U 4 IIVVLlY- CIA. -.. "i1G u �'�U`AV LVIJ , -J,4UJ--- ,rev G,VJJ HU7 (Min.) (Not available) (12)'/4 x 23/4 (12)'/4 x 13/4 (4) 0.148 x 1'/z 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)'/4 x 23/4 (16)'/4 x 13/4 (8) 0.148 x 1'/z 1,085 3,485 1,085 3,485 {Nok available) {1$a!la;x 23/a {18)'%a x"I 3la "'° "(6) 0148 135 3,230 HU9 {fi 1ax) (Not availabl0)„ 23/a ` {24)'/4 x131a -; ° (10) 014$ x t'h i 445 , ° 3 735 �, 1 �445 HU11 (Min.) (Not available) (22)'/4 x 23/4 (22)'/4 x 1 3/4 (6) 0.148 x 1'/2 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)'/4 x 23/4 (30)'/4 x 13/4 (10) 0.148 x 1'/z 1,445 3,735 1,445 3,735 H014 (Min.l tNot availablel- . f281'1a x231a € '(281 ?lb x l?la.a . °1810.148 xs1'h °. 1.515 14 85 38 STAGGER JOINTS - TYP7 R/SKIS, UPLIFT/SHEAR ANC EACH TRU55 - SEE PLAN aaaaaa■.Irr_�.I��LI�� ��;��aaaariaaaa■aa aaa� a � a aaaaaa■ aaa� a aaaara Ef/blClf' NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRUSS BEARING A SCALE: HIS k,SK1 i rf 1 i F RAISED HEEL ROOF TRUSSES PLAN '155ON BOARD- SEE 'CHEDULE FOR SPACING 4 A5TENING TO TRUSSES —MASONRY WALL - SEE PLAN ROOF SHEATHING- SEE I SOFFIT/FASCIA- SEE ARCH. RAISED HEEL ROOF TRJ55E5 -SEE PLAN W N 0 RIBBON BOARD- < Q 3- -SEE SCHEDULE U z LL FOR SPACING d Z Fx Q z Ou w W W FASTENING TO C! '2 < wuR TRUSSES w< w ai o Z0 �Z WALL SHEATHING -SEE PLANI wMIN. 15/32' CDX PLYWOOD OR a-1/16' 055 WITH 8d GUN NAILS (0.131' X 2 1/2') ® 6' O.G. TOUPLIFT/SHEAR GYPCEILI BOARDSANCHOR dGRIBBON EACH TRU55- SEE PLAN SCHEDULEDO NOT FASTEN RIBBON BOARDMASONRY WALL - INTO END GRAIN OF ROOF TRUSSSEE BOTTOM CHORD PLAN _ _ pwREVISII RAISED HEEL TRU65 BEARING B SCALE, NTS 5K1 RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH (2) 12d GUN (0.131' X 3') (Vas MPH) 2X4 SPF02 24' TO EACH TRUSS, (4) EXP. EXP. . B, NAILS AT JOINTS ENCLOSED Vult=180 MPH (2) 12d GUN (0.131' X 3') (Vasd=135 MPH) 2X4 5PF02 I6' TO EACH TRUSS, (4) EXP. C, NAILS AT JOINTS ENCLOSED SHEET H RNS®HEfl POOi10.l SHEET INFORMATI� i�rva: Be MERSUFD. IIA fJR�YM BT: RE -BY: SK.1 -ALPINE ,Ali. MvV COMA januaiy,,,,1,0,1 2620' Carpenter Caritractors of Amon k Inc:.. W iv [Hinter llAvem rL,3 Dear'Maft It',has cometo. my'attent,ion."i.hat=sorne questions yuere I I-''rA'ispd concerning ,.e-` b-i, - '- diameter holes &1116dfhfUih&z.h&Us 1Wid&face) of OZ gable trusses low for* dieaded r6dh i§edfdr"t&AbWn§�If1hCtdgable-endsEarevverTpp04qus support; with 0 flly-shodthed, b�-Ate.-dfi11'abiftiM-cenfqrjingthe face no d an I00WJiihbird;a"magig- any yconnector p aes-or vertical webs then na,re re g d Th truss pry s ppor sor load, 'a"" 6dddition4l loads If you have any:questions please give m, P -,a,, cal Sincerely; �6750Forum Drive, Suite 305, Orlando, FL 3,2821,°-- (: 800) 521-9790,-'(863),.422.-,8685 corn: TN3 sbctxr wt+t has beat ela codcAr signed and Sealed Using a DOW SOU"O. Fllitit d copies MPilly w Q1 igind sirokwo nviabe Yelifledusing fiMeoriginllele :cYefsion. COA 40 27$ , s'f',• � �'�t,t�r L 0�4. ALPINE AN FM COMPANY Alpine, an ITW Company 6750 Forum Drive, Suite 305. Orlando, FL 32821 Phone:(800)755-6001 www.alpineitw,com Customer: Carpenter Co6tractors of America Job Number: N334504 Job Desciption: 7A5/320 „182ED F ,02G ,Rl01 / 1828/CALI/4EBB' ELEV.D/F Address: Job E ineerin ' "Crifena Design Code: FBC 7th Ed, 2020 Res Intell VIEW Version: 20.02.00A JRef#: 1X3G89750040 Wind Standard: ASCE 7-16 tfnd Speed (mph): 160 Design Loading (psfl: 37.00 Building Type: Closed This package contains general notes pages, 29 truss drawing(s) and 5 detail(s). tteni� Draint4rlg�+lurtiber �'russ �x �� �.. � 3 ���. 1 064.21.1100.22418 Al 3 064.21.1100.24293 A3 5 064.21.1100.22028 A5 7 064.21.1100.23527 A6 9 064,21,1100.24169 _ A10 11 064.21.1100.24106 A1.4G 13 064.21 . 110024309 B2GE 15 064.21,1100,24216 C2GE 17 064.21.1100.24513 D2 19 064.21.1100.24199 V4 T- 21 064.21.1100.24105 EJ7 23 064.21.1.100.24465 EJ3 25 064.21.1100.24467 CJ5 27 064.21.1100.24294 CA 29 064.21.1100.24262 HJ3A 31 GBLLETIN0118 33 VAL180160118 #rem ; brawrrg Nt�mt�er;��, 7`rus� '2 064,21.11.00.24074 A1A 4 064.21.1' 100.23371 A4 6 064.21.1100.24230 A5GE 8 064.21.1100,21621 A8 10 064.21.1100.23872 A1.2, 12 064.21.1100.22496 B1 14 064,21.110022652 C1 16 064.21,1100.24355 DI 18 064 21,1100.24512 D3G 20 064.21.1100.24527 V8 22 06421.1100.24402 EHA 24 064.21.1100.22137 EJ2 26 064-21.1100.24497 CJ3 28 064.21.11,00.24090_ HJ7 30 A16015ENC160118 32 CNNAILSP1014 34 VALTN160118 F FloridarCertificate of Product Approval #171-1999 Printed 3/5/2021 11:09`33 AM b 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 [CC Evaluation Service report ESR-1118, available on-line at www.icc-es.org. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 • General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per, linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN: 2500011 COMN Ply: 1 FROM: RWM Qty: 16 6'1"7 6'1"7 Job Number: N334504 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F Truss Label: Al 12'11"15 19'10" 26'8"1 6'10"8 6'10"1 6'10"1 5X5 E 39'8" 10' 9'10" 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 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 Sid: 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 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 910" 298" Cust: R8975 JRef:1X3G8975d04o T10 / D rw N o : 064.21.1100.22418 TCE / YK 03/05/2021 33'69 39'8" 6'108 617 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.222 K 999 240 VERT(CL): 0.385 K 999 240 HORZ(LL): 0.081 J - - HORZ(TL): 0.140 J Creep Factor: 2.0 Max TC CSI: 0.617 Max BC CSI: 0.882 Max Web CSI: 0.457 VIEW Ver: 20.02.00A.1020.20 03/05/2021 10, 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1711 /- A /961 /309 /444 H 1711 /- A /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 an SBCA) fo'r sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. 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 Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOWANV truss in conformance with ANSI/l PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pagge 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250030 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T25 / FROM: ALS Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24074 Truss Label: AlA �TCE / YK 03/05/2021 T11"2 7'11"2 12' 17'112 19"0" 23'8" 4'0"14 12 2'8"4 3110, F-5''i =6X6 F 39'8" 31'8"14 + 39'8" 8'0"14 7'11"2 8'11 3'9"3 + 2'1"12 + 311"5 +1'� 8'11 11'10"4 14' 17' 23'8" 31'8"11 39'8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; 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. ' The 5-0-0 section of Bottom Chord at 8-8-0 elevation between panel points R and N may be field -removed as required provided that all remaining plate/wood contact areas stay intact and undisturbed. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.386 0 999 240 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 VIEW Ver: 20.02.00A.1020.20 Laterally brace Bottom Chord above filler at 24" oc, including a lateral brace at chord ends. (Not required if 5-0-0 section of lower Bottom Chord is removed as noted (*)). 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /961 /309 /444 1 1556 /- P /961 /309 P 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 an 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 r! id ceilin Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10 as applicab�ie. Apply lates to each face. otruss 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 AN MCONBANY truss in conformance with ANSI II PI 1, or for 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 en sneering responsibilit�yy solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSIffP1 1 Sec.2. Suite 305 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: 250031 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T2 / FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALIl4EBB ELEV.D/F DrmNo: 064.21.1100.24293 Truss Label: A3 ! YK 03/05/2021 1 In 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 " 12'11"15 19,101, 24'4' 6'1"7 6'10"8 6'10"1 ?46" =5X5 E B3 11104 33'6"9 + 39'8" 97'9 6,1"7 20'8" i518„i 13'4" 1' 10' 9110" 4.6" 5'4" 10, 1' 10' 19'10" 24'4" 29'8" 31'8" '{ Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; 133,134 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W4,W5,W7 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.11 Wx2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L!# VERT(LL): 0.033 M 999 240 VERT(CL): 0.082 M 999 240 HORZ(LL): 0.011 L - - HORZ(TL): 0.024 C Creep Factor: 2.0 Max TC CSI: 0.961 Max BC CSI: 0.737 Max Web CSI: 0.420 Ver: 20.02.00A.1020.20 ky. • a °e i • a ` s f � a ,fi l .�.' ��'I COA b44,10NAL wbiummitulti 03/05/2021 N 90 O ♦Maximum Reactions (Ibs), or*=PLF Gravity Non -Gravity Loc R+ ! R- / Rh / Rw / U / RL B 871 /- /- 1610 /172 /444 N* 247 !- /- /156 /73 A H 508 /- A /427 /147 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 N Brg Width = 68.0 Min Req = - H Brg Width = 8.0 Min Req = 1.5 Bearings B, N, & 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 606 -1330 G - H 246 - 579 C - D 479 -1037 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - M 1138 - 532 K - J 952 - 498 M - L 691 - 320 J - H 484 -143 L-K 967 -518 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - M 375 - 360 K - F 885 -1188 M - D 558 -150 F - J 573 - 255 D - L 559 - 715 J - G 495 - 484 L - F 769 - 272 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicaboe. Applgy 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 Buildin Components Group Inc. shall not. be res�lonsible for any deviation from this drawing, any, failure to build the ANR COMPAW truss in conformance with ANSIl� PI 1, or for handling, shipping,, Installs ion and bracingcL of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawlnp Indicates acceptance of professional engineering responsibilittyy solely For the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2500321 HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T9 / FROM: RWM Qty: 1 7A5l320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.23371 Truss Label: A4 SSB / WHK 03/05/2021 6'1"7 6'1"7 r 1' I 1120,7 1T6"15 19' 20'�" 27'1"1 6'5"8 + 6'5"1 1 � 6'51 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 D Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; 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. 5X5=5X5 E F 39'8" 91101, 9129'0" 19,101, 8" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 33'6"9 398" 6'S"8 6'1"7 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.172 L 999 240 VERT(CL): 0.321 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.123 K Creep Factor: 2.0 Max TC CSI: 0.480 Max BC CSI: 0.747 Max Web CSI: 0,625 VIEW Ver: 20.02.00A.1020.20 03/05/2021 10, 1'� 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1556 /- /- /963 /310 /427 1 1556 /- /- /963 /310 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1542 - 2800 F - G 1182 -1779 C - D 1425 - 2521 G - H 1425 - 2521 D - E 1182 -1779 H - I 1542 - 2800 E - F 1159 -1559 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 - I 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 "'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 sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply 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 Genera) Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the AN WcoMPANY truss in conformance with ANSIITPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en ineering responsibilitty� solely -for the design shown. The suitability and use of Phis 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; )CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2500331 HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T8 FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,RIO1 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.22028 Truss Label: A5 SSB / WHK 03/05/2021 7'1014 17' 22'8" 7'10"14 + 9-1 "2 5'8" �5X5 =5X5 D E 39'8" 1' i 10' 9'10" 10' + 19,10" ling Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) _. 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA L: 7.00 Speed: 160 mph Pf: NA Ce: NA L: 0.00 Enclosure: Closed Lu: NA Cs: NA L: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Ld: 37.00 Mean Height: 15.00 It CLL: 10.00 TCDL: 4.2 psf Building Code: t: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. I Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 :ing: 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; T2,T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 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. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 31'9"2 3918" T1014 9' 10" 29'8" Defl/CSI Criteria PP Deflection in ]cc Udefl U# VERT(LL): 0.149 J 999 240 VERT(CL): 0.279 J 999 240 HORZ(LL): 0.060 1 - - HORZ(TL): 0.112 1 Creep Factor: 2.0 Max TC CSI: 0.760 Max BC CSI: 0.755 Max Web CSI: 0.989 VIEW Ver: 20.02.00A.1020.20 H. r4 a 0. 7Q8 1 • m • a i pq� % S e I •• s+•F• ��, COA16Q>N,�i. .��. 03/05/2021 ih m I 48'8" 10' 1' 39'8"T ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1552 /- /- /965 /318 /386 G 1552 /- /- /965 /318 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 G Brg Width = 8.0 Min Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1673 - 2755 E - F 1699 - 2561 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 I - G 2393 -1352 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 498 -448 E - 1 770 -435 K - D 770 - 435 1 - F 498 - 448 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, 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 rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. AppTey Oates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANI CCWAW truss in conformance with ANSI1TPI 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 enprneering responsibility solely -for the design shown. The suitabili>9y and use of this drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250065 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JROAMG89750040 T11 / FROM: RDP Qly: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DnvNo: 064.21.1100.24230 Truss Label: ASGE / YK 03/05/2021 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 " Lumber I L �1711'15 6'2 7'4 1 2 fi'1'7 9'10' 1q'8' 19'10' 21'i ' 23'1 25 31'10'7 _ 37�'8' 39'8' 6'10'1 I• 7 2' 2'0'1 8'10'7 4 f =sx8 A 21' i 6 i 13'8• � 0 + 9W4 1a 1s'ero 21'11'12 Wind Criteria Wind Sid: 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 to 2h C&C Dist a: 3.97 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W7,W14,W15,W16 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 10.67 TC: From 76 plf at 10.67 to 76 plf at 32.67 TC: From 56 plf at 32.67 to 56 plf at 40.67 BC: From 20 plf at 0.00 to 20 plf at 39.67 BC: 128 lb Conc. Load at 23.21,23.79 PL: 136 lb Conc. Load at (23.27, 9.98), (23.80,9.98) Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA )ding Code: C 7th Ed. 2020 Res. I Std: 2014 p Fac: No fRT:20(0)/10(0) to Type(s): 26' 29'8' 32'8' 39W 3'10'8 --1 13712 Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.106 AE 999 2, VERT(CL): 0.211 AE 999 2, HORZ(LL): 0.044 1 - - HORZ(TL): 0.088 1 Creep Factor: 2.0 Max TC CSI: 0.646 Max BC CSI: 0.645 Max Web CSI: 0.957 Ve r: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 769 A A /504 /323 /444 AB 2335 A /- /945 /990 /- Z 1079 A A /484 /352 A T 519 A A /398 /219 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 AB Brg Width = 8.0 Min Req = 2.8 Z Brg Width = 8.0 Min Req = 1.5 T Brg Width = 8.0 Min Req = 1.5 Bearings B, AB, Z, & T are a rigid surface. Bearings B, AB, Z, & T require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 465 -1090 I - J 391 -195 C - D 335 - 815 J - K 390 -199 D - E 399 - 762 K - L 536 - 262 E - F 411 - 759 L - M 608 - 296 F - G 397 - 678 M - N 506 - 244 H - 1 377 -185 S - T 228 - 610 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B -AH 922 - 479 AA- Z 375 - 227 �µMtttntrNrrrpr/err/,rf AH-AG 486 -261 Z-Y 388 -286 AG-AF 486 -261 Y - X 388 -286 1�T' i rye AF-AE 486 -261 X - W 491 -156 try e�•°'�®®'� ••. . AE-AD 486 -261 W-V 491 -156 S,� • ;r� �! AD -AC 486 -261 V - T 491 -156 AC -AB 479 - 325 so. 7.Q8 1 aximum Web Forces Per Ply (Ibs) „ = Webs Tens.Comp. Webs Tens. Comp. s = • AH-AI 518 -256 AB -AR 304 -482 ,�• SAT AI-AJ 555 -273 AR -AS 445 -568 i '.4 � AJ-G 519 -269 AW-Z 272 -747 ®� eA'/ t ••46 V �� G -AL 514 -933 AW- N 237 -676 �� �•�.•.•1,•m.••' ���. AL -AN 498 -920 N-AX 683 -357 �V� AN -AP 519 -955 AX-X 690 -352 COA AP -AC 540 -984 X -AZ 301 -478 AC- K 792 -505 AZ -BB 275 -472 03/05/2021 K -AB 546 -1366 BB- S 326 -457 "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) toy safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Referto, 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[TPI 1, or for handling, shipping,. installation. and bracing of trusses. A seal on this drawingor cover page listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabilifand use of This drawing for any s9r'ucture is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ALP NI E AN MCOWANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 2500351 HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T7 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.23527 Truss Label: A6 SSB / WHK 03/05/2021 7'1014 15' 24'8" 31'9"2 7' 10" 14 7'1 "2 9'8" 7-1-2 7'10"14 6X6 = 6X6 D T3 E 12 r� 6 ' C 5 \ 5 F5 0 cr r` W co W1 g G A i- H 3M 4X6(A2) = 5X5 = 5X5 = 5X5 = 4X6(A2) 39'8" 10' i 9'10" 91101, - 10 1 �11T 10' 19,10" 29'8" 398" 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): 0.159 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 /- /- /962 /328 /346 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- /- /962 /328 /- EXP: C Kzt: NA HORZ TL : 0.115 1 - Wind reactions based on MWFRS Des Ld: 37.00 ( ) Mean Height: 15.00 ft BuildingCode: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 NCBCLL: 00 p TCDL: 4.2 psf G Br Width = 8.0 Min Re = 1.8 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 q 0. BCDL: 5.0 psf Bearings B & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 Bearings B & li 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 ItFT/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 B - C 1807 -2729 E - F 1827 -2537 Lumber C - D 1826 - 2538 F - G 1807 - 2729 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - 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 I - F 394 - 358 z o.708 1 ..o .• SAT O ; �. F , �oiVAt. v111KFK��� COA out A►N,� 03/05/2021 **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 ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, Refer as applicable. Apply plates to each face of truss and position as shown above and on the JoinfgDetails, 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 BuildincL Components Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the ANMCO.PAW truss in ANSI/TPI 1, for handling, bracincl A drawing conformance with or shipping,. installation. and of trusses. seal on this or cover papa 6750 Forum Drive listing this drawing indicates acceptance of professional engmeering responsibility solely -for the design shown. The suitability and use of This Suite Fos -Designer drawing for any structure is the responsibility of the Building per ANSI/51 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: 250036 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T6 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.21621 Truss Label: A8 SSB / WHK 03/05/2021 6'9"4 13' 19,101, 26'8" 32'10"12 39'8" 4 6'2"12 6-10" 6'10" 6'2"12 6'94 a 5X5 1112X4 `= 5X5 D E F 12 6 'k2X4 o n W3 Z 224C 0 B H A 8'8" w3 f =4X6(A2) = 5X5 = 5X8 = 5X5 = 4X6(A2) 39'8" 10' 91101, 9'10" 10, 11 �1'+ + 10' 19,10" 29,81, T 39'8" r 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): 0.191 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240 B 1556 A /- /953 /716 1305 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /953 1716 /- EXP: C Kzt: NA HORZ TL : 0.121 J - Des Ld: 37.00 ( ) Wind reactions based on MWFRS Mean Height: 15.00 ft BuildingCode: Creep Factor: 2.0 NCBCLL: 00 P B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 0. P H Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.754 Bearings B & H are a rigid surface. Bearings e & 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 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 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 2O14 - 2780 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2421 -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 ittpPpglttU� D - K 425 -401 J - G 381 -339 E - K 585 - 391 a / ,,,� :• SAT 0 ;��� q� • , r ••........,••• COAsl 03/05/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral respaint of webs shall have bracin 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 Join 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 Buildin$Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOWAW truss in ANSI/TPI 1, for handling, bracingc1 trusses. A this drawin conformance with or shipping,. installation. and of seal on listing this drawing indicates acceptance of professional engsneering responsibility solely -for the design shown. The suitability or cover paWe 6750 Forum Drive and use of this Suite For drawing for any sgr'ucture is the responsibility of the Buildings esigner per ANSI/TPI 1 Sec.2.305 For more information see these weli sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250037 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef1X3G89750040 T5 / FROM: RWM Qty. 1 7A5I320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24169 Truss Label: A10 SSB / WHK 03/0512021 5''9"4 11' 19 ' 28'8" 33'1012 398" r + I 5"4 5'2"12 8' 9'8" 9 5'2"12 5'9"4 55 5X5 = 5X5 5X5 D E T3 F 12 T 6 � �2X4 W T 2X4 G o C (a) (a) Cn W3 io B H A 11�8,8„ 4X6(A2) =5X5 =5X8 =5X5=4X6(A2) 39'8" 1' i ' 9'10" 9'10" 10' 10, 1' T 10+ 19,101, 2918" +' 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Def11CSI 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): 0.213 E 999 240 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 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Br Width = 8.0 Min Re 9 q = 1.8 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.934 p H Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752 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 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 E - K 789 -534 member. Attach with 0.128x3" gun nails.@ 6" oc.�pl�tltAtit11Nt1D�jfp� Wind Wind loads based on MWFRS with additional C&C-1/v S member design. •% �' �\ Wind loading based on both gable and hip roof types.:' o.708 9 = 5 AT O • <t, 8 �Wf NAIL COA 03/05/2021 "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 shipping, Component Safety Information, by TPI SBCA) of BCSI (Building an r sa practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have roper) attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for ermanent lateral restraint otYwebs shall have bracing installed per BCSI sections B3, B7 or 1310, as applicabgle. Applgy plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. 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 BuildingcL Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the MMC0 wAW truss in ANSI/TPI 1, for handling, conformance with or shipping,. installation and bracin of trusses. A seal on this drawing or cover paWe 675o Forum Drive listing this drawing indicates acceptance of professional encittneering responsibilitty�r solely for the design shown. The suitabilify and use of This drawing for is the the Building -Designer ANSI/TP1 Sec.2. Suite 305 any sgr'ucture responsibility of per 1 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:250038! HIPS Ply: 1 Job Number: N334504 Cust:R8975 JRef:1X3G89750040 T4 1 FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,Rl01 / 1828/CALIAEBB ELEV.D/F DrwNo: 064.21.1100.23872 Truss Label: Al2 SSB / WHK 03/05/2021 9' 17' 30,8„ 39,8„ 9. s6C6 —5XD5 =4E4 =6F6 T2 T3 12 6 T T b (a) W (a) v W5 N G I TB A H y--� 1�8'8" 4X6(A2) = 6X6 = 6X6 =6X6 = 4X6(A2) 39'8" 10' 9'10" 9'10" 10, 1' 'f 10' 19,101, + 29,8" '} 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in too Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 /- !- 1921 /720 /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 NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 g q = P Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.834 Bearings B & G are a rigid surface. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ItFT/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 B - C 2250 -2705 E - F 2239 -2478 Lumber 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 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 C - K 718 -428 E - I 944 - 834 for (2) CLR'S where shown. Scab reinforcement to be K - D 940 -832 1 - F 718 -430 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. 00p11iUHrtpHg,10111" Wind �• iy��li `�itl' Wind loads based on MWFRS with additional C&C ``�y ••`"`••'••. ����r '.l member design. �`t•�!/ •a•`,(j� S� .+ Wind loading based on both gable and hip roof types. •: ®� o. 7,08 1 • ' • II p� pT _ • • t(` rLr V�Q>NAL COA 1um"19N 03/05/2021 —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 r7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicab4e. Applplates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. 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 Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the PN RW COMPRNY truss in ANSI/ PI 1, for handling, installation bracin trusses. A this drawing conformance with or shipping,. and of seal on or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional encLiineering responsibilit�yy solely ,for the design shown. The suitability and use of this Suite Fos -Designer drawing for any sgr'ucture is the responsibility of the Building 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: 250056 / HIPS Ply: 2 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T12 / FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.DIF DrwNo: 064.21.1100.24106 Truss Label: A14G SSB / WHK 03/05/2021 2 Complete Trusses Required 7' 17' 22'B" 32,8„ 39,8„ 7' 10' 5'8" 10, 7' =6X6 =8X8 =8X8 =6X6 12 C T2 D T3 E T4 F T 6F7' T r7 o G a lB A � H 8,8„ 4X6(A 1) = 8X8 = 8X8 = 8X8=4X6(A1) 39'8" 10' 9'10" 9'10" 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 loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.295 J 999 240 Loc R+ / R- 1 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 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.121 1 Wind reactions based on MWFRS Mean Height: 10.51 ft B Br Width = 8.0 Min Re 1.8 NCBCLL: 0.00 Building Code: Creep Factor: 2.0 9 q = TCDL: 4.2 psf G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TIC CSI: 0.676 g q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.507 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: No Max Web CSI: 0.760 Members not listed have forces less than 375# Loc. from endwall: NA 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 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 B - K 2752 -1257 J - 1 4769 - 2187 Nail Schedule:0.128"x3", min. nails K - J 4768 - 2187 1 - G 2753 -1258 Top Chord: 1 Row @12.00" o.c. 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 I-F 1287 -417 #1 hip supports 7-0-0 jacks with no webs. �i11111tfIb7�IJf/yJ Wind H pl�JJ�Jf �i�f Wind loads and reactions based on MWFRS.O•••"�*•••...' Wind loading based on both gable and hip roof types. � � :.�GE S� o. s i it • •' �(I_`- V Of o A` o COA s, „n,� 03/05/2021 **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 sarPety to these functions. Installers practices prior performing shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propeg attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections 63, 87 or B10, as applicabfie. App�y plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. 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 BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOM A. truss in conformance with ANSI/TPI 1, or for handling, bracin trusses. A this drawinq shipping,. installation and of seal on or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilityy solely or the design shown. The suitability and use of This drawing for any structure is the responsibility the Building -Designer ANSI/TPI 1 SecSuite 305 of per .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: 250039 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3GB9750040 T20 I FROM: RWM Qty. 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.22496 Truss Label: B1 SSB / WHK 03/05/2021 57 168"12 21'4" 5'7"4 5'0"12 5'0"12 574 8' 8' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt NA Des Ld: 37.00 Mean Height: 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; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. =4X4 D 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 21'4" 54" 13'4" Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.047 H 999 240 VERT(CL): 0.088 H 999 240 HORZ(LL): 0.020 G - - HORZ(TL): 0.037 G Creep Factor: 2.0 Max TC CSI: 0.371 Max BC CSI: 0.611 Max Web CSI: 0.232 Ver: 20.02.00A.1020.20 ov- H o.708 i a :• A r o i • COA i3 ��J0NAO. 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 864 /- /- /529 /397 /229 F 805 /- A /464 /361 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 1190 -1344 D-E 1113 -1152 C-D 1104 -1146 E-F 1201 -1351 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1152 - 993 G - F 1161 - 955 H - G 795 - 539 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 471 - 284 D - G 394 - 335 H - D 383 - 322 G - E 479 - 289 '•WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracm installed per BCSI sections B3, B7 or B10, as applicable. App, , Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. F�efer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincL Components Group Inc. shall not be respponsible for any deviation from this drawing, any failure to build the ANrtwcowsANv truss in conformance with ANSIITPI 1, or for handling, shipping,. installation,and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering 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/T I 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: 1 inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC:awc.org Orlando FL, 32821 SEQN:250059/ GABL Ply: 1 Job Number: N334504 Cust:R8975 JRO:1X3G89750040 T3 / FROM: HMT Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24309 Truss Label: 132GE / YK 03/05/2021 10'8" 21'4" i 10.81. 10'8" Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber {' 4'8" 'i'— 2- —"I (TYP) =4F4 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 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 A16016ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. WIND LOAD CASE MODIFIED! 21'4" 21'4" 21'4" 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: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.005 R 999 240 VERT(CL): 0.011 R 999 240 HORZ(LL): 0.004 L - - HORZ(TL): 0.006 R Creep Factor: 2.0 Max TC CSI: 0.323 Max BC CSI: 0.197 Max Web CSI: 0.091 Ver: 20.02.00A.1020.20 gem'- H. 1 OwIM•• ��r ••� ,t: • 0.708 9 • • .: �. A' A IC io COAc.s ®NA1. 03/05/2021 ♦ Maximum Reactions (lbs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B* 125 /- /- /39 /48 /11 Wind reactions based on MWFRS B Brg Width = 256 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an fabricating, for sa shipping, practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise, top chord shall have Pr roper attached structural sheathing and bottom chord shall have a properly aid ceiling.Locations shown for permanent lateral restraint of webs shall have bracinp installed per BCSI sections B3, B7 or B10, 1 e. Appplates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. ivision of ITW Buildin Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the lformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawingor cover page Jrawinq indicates acceptance of professional engineering responsibilit solely or the design shown. The suitability, and use of this any structure is the responsibility of the Building -Designer per ANSI/TA 1 Sec.2. ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 For more SEQN: 250041 / COMN Ply: 1 Number: N334504 Cust: R 8975 JRef:1X3G89750040 T19 / FROM: RWM Qty: 1 ,7AJob ! 20 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.22652 Truss Label: C1 SSB / WHK 03105/2021 7' 7' co o_ io 4"3 =5X5 C 14' 14' 7' 1, I 7 7 7' 14' Loading Criteria (psi) 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/defl L/# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.014 E 999 240 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.025 E 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.008 E - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.013 E Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft Creep Factor: 2.0 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.767 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.503 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.119 Loc. from endwall: Any 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 SIP #2 N; Bot chord: 2x4 SIP #2 N; Webs: 2x4 SIP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types R ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 588 /- /- /371 /272 /158 D 527 /- /- /305 /234 /- 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 805 - 740 C - D 807 - 739 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - E 598 - 542 E - D 598 - 542 03/05/2021 '"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 pnor to pertorming these functions. Installers shall provide temporary bracing per BCSI. Unless noted o"therwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicable. Apply plates to each face, oT truss and position as shown above and on the Joint9Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positrons. Refer to job s General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,. installation, and bracin of trusses. A seal on this drawingor cover page listing this drawing indicates acceptance of professional enpmeering responsibilitty� solely -for the design shown. The suitabilitand use of this drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. ALPINE ANMCO AW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 2500611 GABL Ply: 1 Job Number: N334504 Cust: R 8975 JRef1X3G89750040 T1 / FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24216 Truss Label: C2GE / YK 03/05/2021 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 Spacing: 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: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 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. WIND LOAD CASE MODIFIED! 7' 7 5' 2' —' (TYP) 4X4 D 14' 14' 14' 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): 14' 7' Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.007 J 999 240 VERT(CL): 0.014 J 999 240 HORZ(LL): -0.004 H - - HORZ(TL): 0.009 H Creep Factor: 2.0 Max TC CSI: 0.392 Max BC CSI: 0.242 Max Web CSI: 0.142 ♦ Maximum Reactions (Ibs), or•=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B' 129 /- /- 140 /50 /12 Wind reactions based on MWFRS B Brg Width = 168 Min Req = - Bearing B 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. C - D 376 -199 D - E 377 -199 VIEW Ver: 20.02.00A.1020.20 1 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 511 - 403 H - E 511 - 403 03/05/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly ter BCSI sections B3, B7 or B10, Hess noted otherwise. Refer to a division of ITW Buildingq Components Group Inc. shall not. be resRonsible for any deviation from this drawing, any failure to build the conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracingq of trusses. A seal on this drawing or cover pa e 1is drawing indicates acceptance of professional engpneering responsibility solely or the design shown. The suitability and use of This for any structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. information see these web sites: Alpine: alpineitw.com• TPI: tpinsl.org: SBCA: sbcindustrycom; ICC• iccsafe or ; AWC• awc org ALPINE ANR 'O V 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250043 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G69750040 T13 / FROM: LPM Qty: 1 ,7A' 320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24355 Truss Label: D1 / WHK 03/05/2021 T M O N 4-3 5' 5' 4X4 C 10, 5' ;Bef[ M D co a E 88 F =2X4(A1) 1112X4 = 2X4(A1) Loading Criteria (psr) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types 10' 5' 5' )w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 5' 10, Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.007 F 999 240 VERT(CL): 0.013 F 999 240 HORZ(LL): 0.003 F - - HORZ(TL): 0.006 F Creep Factor: 2.0 Max TC CSI: 0.345 Max BC CSI: 0.257 Max Web CSI: 0.081 Ve r: 20.02.00A.102 0.20 r._ A H, 0.7008 1 6- 0 • COA #.......... •••' g/QNA�. �- twtM1060, 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 A /- /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, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safPety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracsn installed per BCSI sections B3, B7 or B10, as applicable. Applgy plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawing or cover page listing this drawing indicates acceptance of professional encLsneering responsibilit solely for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TA 1 Sec.2. ALPINE ANMCOWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250044 / COMN Ply: 1 Job Number: N334504 Cust: R 6975 JRef:1X3GB9750040 T26 ! FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24513 Truss Label: D2 / WHK 03/05/2021 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 " 5' 5' 4X4 C 10, 5' 12 6 N (n B D r' a E 88 F 2X4(A1) 1112X4 =— 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: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 10, 5' 5' :)w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA ilding Code. C 7th Ed. 2020 Res. I Std: 2014 p Fac: Yes /RT:20(0)/l 0(0) ite Type(s): 5' 10, Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.007 F 999 240 VERT(CL): 0.013 F 999 240 HORZ(LL): 0.003 F - - HORZ(TL): 0.006 F - Creep Factor: 2.0 Max TC CSI: 0.345 Max BC CSI: 0.257 Max Web CSI: 0.081 Ver. 20.02.00A.1020.20 i o. 708 1 s • • SAT 0 COAI��NAtr EN 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 434 /- /- /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, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to 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 notbe responsible for any deviation from this drawing, any failure to build the —co — 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 engineering responsibilittyy solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANS11TP1 1 Sec.2. Suite 305 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:250057/ HIPS Ply: 1 Job Number: N334504 Cust:R8975 JRef:1X3G89750040 T18 /I FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24512 Truss Label: D3G / WHK 03/05/2021 0 43 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 " 3' 7' 10' i 3' + 4' + 3' _ 4X6 - 4X6 12 C D 6T B E F8,8, 2X4 Al 1112X4 1112X4 = 2X4 Al 10, 3'1 "12 1 3'8"8 3'1 "12 1' 3'1"l2 6'10"4 10, 1' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; 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. 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)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.022 H 999 240 VERT(CL): 0.044 H 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.016 C Creep Factor: 2.0 Max TC CSI: 0.288 Max BC CSI: 0.365 Max Web CSI: 0.059 VIEW Ver: 20.02.00A.1020.20 H i • _ +,nn A • O w COA Q0NAL 03/05/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 625 /- /- /- /316 /- E 625 /- /- /- /316 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 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 Alpine, a division of ITW BuildincL Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/7PI 1, or for handling, shipping,, installation and bracincl of trusses. A seal on this drawing or cover page listing this drawing indicates acceptance of professional en sneering responsibilitty� solely -for the design shown. The suitability and use of [his 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: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org ALPINE AN COMPANY 6750 Forum Drive Suite 305 Odando FL, 32821 SEQN: 250045 / VAL Ply: 1 Job Number: N334504 Cust: R 8975 JRef1X3G89750040 T14 / FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24199 Truss Label: V4 / WHK 03/05/2021 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 " 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 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 . 1` 11 "8 3-11 " 1'11'T } 1'11"8 12 6 7-1 =4X4 B 4X4(D1)=4X4(D1) A C 10'6" 3 D 3-11" 3'11" _I 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): 0.004 999 240 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 COA gMW4 03/05/2021 Ve r: 20.02.00A.1020.20 ♦ 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, 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 SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached r! id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B70, as applicabgle. Apply Oates to each face. otruss 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 ITVV Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the MMCO'nC truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en sneering responsibilit�yr solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250046 / VAL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T16 FROM: LPM Qty: 1 7A51320 ,182ED,F ,02G ,R101 / 1828/CALV4EBB ELEV.D/F DrwNo: 064.21.1100.24527 Truss Label: VB KD / WHK 03/05/2021 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 " 3'11"8 7-11" 3'11"8 3'11"8 4X4 12 B 6 N A X4(D1)=4X4(D1) C 96'3 m -o E D 1112X4 7-11" i Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; 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 :)w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 3'11"8 7'11" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.007 D 999 240 VERT(CL): 0.014 D 999 240 HORZ(LL): -0.003 D - - HORZ(TL): 0.006 D Creep Factor: 2.0 Max TC CSI: 0.266 Max BC CSI: 0.192 Max Web CSI: 0.142 Ver: 20.02.00A.1020.20 0.708 i +�%• ,� 1 ,•'«•�' coa' DONAk. 03/05/2021 ♦ Maximum Reactions (lbs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL E' 75 /- /- /35 /26 /8 Wind reactions based on MWFRS E Brg Width = 95.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - D 478 - 315 "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)y attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B70, as applicable. Apply plates to each face of truss and position as shown above and on the Joini9Detarls, unless noted otherwise. ffefer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the ." � Co_„ truss in conformance with ANSIrTPI 1, or for handling, shipping,. installation. and bracing of trusses. A seal on this drawing or cover pa ga 6750 Forum Drive listing this drawing indicates acceptance of professional en ineering responsibili�y solely for the design shown. The suitability and use of s drawing for any s9ructure is the responsibility of the Buildingtesigner per ANSISI 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: 250047 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef.1X3G89750040 T15 / FROM: HMT Qty: 8 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24105 Truss Label: EJ7 KD / WHK 03/05/2021 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. 127 11 12 6 r� o_ LO Cl) v B A 8,8„ D Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00It 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 7- Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc 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 VIEW Ver: 20.02.00A.1020.20 H. 0. Z08 1 'w COA /I NAI. 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- /- /249 /108 /208 D 125 /- /- /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# **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS sses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nponent Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary : ing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly ched ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, applicable. Apply plates to each face. of truss and position as shown above and on the Joinf Details, unless noted otherwise. Defer to ✓wings 160A-Z for standard plate positrons. Refer to jabs General Notes page for additional information. ne, a division of ITW Buildin$gComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the s in conformance with ANSI/TPI 1, or for handling, shipping,installation and bracin of trusses. A seal on this drawing or cover pagpe ig this drawingg'indicates acceptance of professional engineering responsibilitv solely or the design shown. The suitability and use of is Ning for any sfructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org AL NE ANMCOW- 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250048 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef.*1X3G89750040 T21 ! FROM: HMT Qty: 6 ,7A5l320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24402 Truss Label: EJ7A / WHK 03105/2021 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 " Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; T3 I Criteria I Std: ASCE 7-16 !d: 160 mph sure: Closed Category: II C Kzt: NA 1 Height: 15.00 ft L: 4.2 psf L: 5.0 psf :RS Parallel Dist: h/2 to h Dist a: 3.00 ft from endwall: not in 4.50 ft GCpi: 0.18 Duration: 1.60 Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 7' 7' Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): 0.016 C HORZ(TL): 0.030 C Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.738 TPI Std: 2014 Max BC CSI: 0.513 Rep Fac: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 20.02.00A.1020.20 WAiAN/M oe o. 708 1 ,Q 0 :• SAT l 56 COA 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ ! R- / Rh / Rw / U / RL A 270 /- /- /179 171 /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 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracingper 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 bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply places 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 Buildin$Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the A.R CCMP truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawtng or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engu,eering responsibility solely -for the design shown. The suitabilify and use of this Suite Fos 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: at ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 • SEQN: 250049 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3GB9750040 T24 / FROM: LPM Qly: 3 7A5/320 ,182ED,F ,02G ,Rl01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24465 Truss Label: EJ3 / WHK 03/05/2021 V 1' 3' �e 3' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BOLL: 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 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C T cM CD Deft/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: 0.248 Max BC CSI: 0.112 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 1 if �ti♦VY••'�O� S� �t o. 708 1 ,¢'t• SAT O ••..fi •46• �V~v 03/05/2021 10-2-11 LO co N 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 188 /- /- /157 /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, handling shipping, installingand bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachetl ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. as applicable. Apply Oates to each face of truss and position as shown above and on the Joint 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 BuildinccT�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the a�,,,,,Co,,,,°�,,. truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracingq of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANS11TPI 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: 250050 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T23 / FROM: RWM Qty: 2 , A51320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.22137 Truss Label: EJ2 KD / WHK 03/05/2021 12 C 6 T 1 9r8n4 B to 4"3 81811 A 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 Ldl 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 2X4(A1) 2' 2, Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.137 Max BC CSI: 0.026 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ivy yr� o.708 i 919, 5 AT O • COA stb s QNAL 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 157 /- /- /140 /54 /52 D 32 /- /- /18 /- /- C 34 A !- /20 /26 P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearings B, D, & C require a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly did ceiling Locations shown for permanent lateral restraint of webs shall have bracincl installed per BCSI sections B3, B7 or B10, 'le. Apply plates to each face. of truss and position as shown above and on the Join Details. unless noted otherwise. I, or 1 Is i our-c ror sianaara plate positions. never to foD s uenerai Notes page Tor aoomonai intormation. 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 ANSIf� PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover page 1is drawin indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of Phis 1 for any structure is the responsibility of the Building -Designer per ANSI/TA 1 Sec.2. see these web sites: Alpine: alpineitw.com; TPI: tpinst.or ; SBCA: sbcinduslry.com; ICC: iccsafe org; AWC: ALPINE A" RW COMP 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250051 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef1X3G89750040 T34 FROM: JRH Qty: 4 7A5/320 ,182ED,F ,02G ,R101 / 1828/CAL)/4EBB ELEV.D/F DrwNo: 064.21.1100.24467 Truss Label: CJ5 KD / YK 03/05/2021 101 11'2"5 12 6 c2 9) 0) N ce) M B A 8'8" D 1' 1 4' 11 "4 1 4' 11 "4 1 Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 lost Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 It 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): WAVE 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 Ve r: 20.02.00A.1020.20 w 0.708 i ilr• If COA T(W11. oiU�Ol 03/05/2021 ♦ 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 an u 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 ceilmp 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. oT 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 Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the ANR COMPANY truss in conformance with ANSIl� PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional encpeenng responsibility solely or the design shown. The suitability and use of This Suite Fos drawing for any structure is the responsibility of the Building Designer per ANSUTPI 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: 250052/ JACK Ply: 1 Job Number: N334504 Cust: R8975 JRef:1X3G89750040 T33 1 FROM: LPM Qty: 4 ,7A, 320 ,182ED,F ,02G ,RIO1 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24497 Truss Label: CJ3 / WHK 03/05/2021 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 " V �— 1' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: 11 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. 2' 11 "4 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/1 O(0) Plate Type(s): C to Defl/CSI Criteria PP Deflection in loc L/defl V# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor., 2.0 Max TC CSI: 0.234 Max BC CSI: 0.105 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 * L J • ,,fr as 0. 708 1 ` 1 coo���QNAI. 03/05/2021 ."WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /156 /71 /99 D 50 /- /- /27 /- !- C 63 /- /- /44 /64 /- 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# a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any. failure to build the n conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pacle this drawing indicates acceptance of professional enclineering responsibilittyv solely -for the design shown. The suitabiliply and use of this ig for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. ire information see these web sites: Alpine: alpineitw.com; TPI: tpinsl.oro; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org ALPINE ANMCOMV 6750 Forum Drive Suite 305 Odando FL, 32821 SEQN: 250053 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef1X3G89750040 T29 / FROM: LPM Qty: 8 7A5/320 ,l82ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F Dnallo: 064.21.1100.24294 Truss Label: CA / YK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BOLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 6 F7- C V Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"4.0", min. toe -nails at top chord. Provide (2) 0.131"4.0", min. toe -nails at bottom chord. 1, 11114 11114 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): !1 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 VIEW Ver: 20.02.00A.1020.20 03/05/2021 9'2"5 i ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 143 /- /- /145 776 /45 D 11 /-2 /- /14 /10 A C - A15 A /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 > 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 c7 SBCA) for safety practices pnor to performing these functions. Installers shall provide temporary. CriiCr BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly d rigid 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 Joinf9Details, unless noted otherwise. ffefer to Is 160A-Z for standard plate positrons. 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/ PI 1, or for handling, shipping,. installation. and bracin of trusses. A seal on this drawin or cover pa e 1is 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. ALPINE ANMCONI W 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250054 / HIP_ Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T22 I FROM: HMT Qty: 2 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24090 Truss Label: HJ7 �TCE / YK 03/05/2021 T 4'3 i Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " VY Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; 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. 1 62"x3.5") nails at top chord (3) 16d common (0. 1 62"x3.5") nails at bottom chord 5'3"5 5'3"5 9'2"2 9'2"2 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): 9'10"1 4'6"11 7"1 9'11 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.049 F 999 240 VERT(CL): 0.092 F 999 240 HORZ(LL): 0.012 C - - HORZ(TL): 0.023 C Creep Factor: 2.0 Max TC CSI: 0.542 Max BC CSI: 0.670 Max Web CSI: 0.261 03/05/2021 V e r: 20.02.00A.1020.20 0 a! � I M 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 P !- /- /154 /- E 364 P /0 /- /84 /0 D 214 /- /- /- /177 A Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 392 - 565 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 534 - 356 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 391 - 687 "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 SCSI sections B3, 67 or 810, as applicabgle. 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 BuildinlgComponents Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the ,�,, Co,,,,,w �. truss in conformance with ANSI 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 encLsneering responsibilitryy solely or the design shown. The suitability and use of this Suite 305 drawing for any sgructure is the responsibility of the Building -Designer 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 SEON: 250055 / HIP_ Ply: 1 Job Number: N334504 Cust: R 8976 JRef:1X3G89750040 T17 I FROM: LPM pry: 2 7A51320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24262 Truss Label: HJ3A �TCE / YK 03/05/2021 C 12 4.24 T 1 0'2"6 v- g M N a A $18,1 D �— 1'5" 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 SIP #2 N; Bot chord: 2x4 SIP #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. 4'2"3 4'2"3 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA )ding Code: C 7th Ed. 2020 Res. I Std: 2014 p Fac: No IRT:20(0)/10(0) to 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 EW Ver: 20.02.00A.1020.20 Sa % . o. 708 1 „a SAT O S COA 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 84 /- /- /- /45 A D 28 /- /- /7/- C 64 /- A /- /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# **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Applgy Oates to each face of truss and position as shown above and on the 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. Alping, a division of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the p„„ Co ,a„ truss in conformance with ANSI 1, or for handling, shipping,, Installation. and bracing of trusses. A seal on this drawin or cover paWe 675o Forum Drive listing this drawing indicates acceptance of professional engqlneering responslbllitY solely -for the design shown. The suitability and use of this Suite For drawing for any sQr'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.305 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 Gable Stud Reinforcement Detail ASCE 7-16: 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 ❑r, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or, 120 mph Wind Speed, 15' Mean Helaht, Partially Enclosed, Exposure D. Kzt = 1.00 S 2x4 Brace Gable Vertical Spacing Species Grade i: No Braces (1) lx4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace 'Ka (1) 2x6 'L' Brace IK (2) 2x6 'L' Brace No Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B p #1 / #2 3' 10, 6' 7' 6' 10, 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' - S I F #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' H Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 1 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Q Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' V 8' 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' 12' 4' 12' 9' 14' 0' 14' 0' J S P #2 3' 10, 6' 7' 6' 10' 7' 9- 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' U' (v D fr L Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10111, 11' 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' V 14' 0' U_ r #1 / #2 4' 5- 7' 6' 7' 9' 8110, 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P r #3 4' 2' 7' 1' 7' 9' 1 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' U u P Stud 4' 2- 7' 1' 7' 6' 8' 9' 9' 1' 10, 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' QJ O I� Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10' 5' 10, 10, 12' 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10' 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' .6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' CU [' D r L Stud 4' 4- 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10' 11' 10' 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3- 8' 7' 9' 9' 10' 2' 10' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' d S P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' LD U ustudO �l Standard 4' 7- 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 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' .� D F L Stud 4' 9' 7' 4- 7' 10- 9' 8' 10, 1' 11' 7' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6- 611- 8' 8' 9' 3' 11' 6' 1 12' 0' 13' 7 1 14' 0' 14' 0' 14' 0' Diagonal brace option, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end. Max web total length Is 14'. Vertical length shown In table above. Connect dlagonnl at AN ITW CO. \ \ 514\ Earth\ Cityl Expressway \ \ Suite\ 242 \ \ Earth\ City,\ MO%63045 Symm About 18' L 'L' Brace End Zones, typ, 2x6 ➢F-L #2 or better diagonal r' brace] single 8, or double cut (as shown) at upper end. NN `N Refer to chart fik ■■VARNING1.2 READ AND FOLLDV ALL NOTES DN THIS DRAWING! w"WaRTANTww FURNISH THIS BRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERSC Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refek follow the latest edition of BCSI (BuOiing Component Safety Information, by TPI and SBCA) fo practices prior to performing these functions. Installers shall provide temporary bracing peUnless noted otherwise, top chord shall have properly attached structural sheathing and boshall haveaproperly attached rigid ceiling. Locations shown for permanent lateral restrainshall have bradng Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to e of truss and position as shown above and an the Joint Details, unless noted otherwise. , Refer to drawings 160A-Z for standard plate positions. y Alpine, a dlvidon of ITV Building Components Group Inc shall not be responsible for any deviatt this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship; hstallatlon 6 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional angineeNng responsMIty 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 I Sect. For more Information see this Job's general notes page and these web sites, ALPINE, www.alpineitccoml TPB www.tpinstargl SBCA, www,sbcindustry.orgl ICC, wwwJccsafe.org Bracing Group Species and Grades, Group At S ruce-Pine-Fir Hen -Fir #1 / #2 Standard #2 Stud #3 Stud #3 Standard Dou las Fir -Larch Southern Plnewww #3 #3 Stud Stud Standard Stnndnrd Group B, Hen -Fir #1 & Btr #1 Dou Ins Flr-Larch Southern Plnew(w #1 #1 #2 #2 1x4 Braces shall be SRB (Stress -Rated Board). wwFor lx4 So, Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these rades. Gable Truss Detail Notesi Wind Load deflection criterion Is L/240, Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load), Goble end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0,128'x3,0' min) nulls, )K For (1) 'L' brace, space malls 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 80X of web member length. Gable Vertical Plate Sizes 11111111 fiery/ f ' Vertical Len th No Splice Less than 4' 0' 2X3 Greater than 4', but less than 11' 6' 3X4 Greater than IL' 6' 4X4 II + Refer to common truss design for peak, splice, and heel plates. 11 • � '� Refer to the Building Designer for conditions x alp ve ti' le'� th, not addressed by this detail. 3• U0 IREF ASCE7-16-GAB16015 DATE 01/26/2018 Q ��w¢r DRWG A16015ENC160118 V'�`j��}°� MAX, TOT, LD, 60 PSF /05/202 1 MAX. SPACING 24,0' 'T' Reinforcing Member Gable Truss Gabe Detail For Let -in Verticals Gable Truss Plate Sizes pproprlate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates, vertical plates overlap, use a 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 Nalls1 IOd Common (0,148'x 3,',min) Nails at 4' o,c. plus (4) nails In the top and bottom chords, Toenailed Nallsb 10d Common (0,148'x3',min) Toenails at 4' o,c, plus (4) toenails In the top and bottom chords. This detall to be used with the appropriate Alpine gable detall for ASCE wind load, ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENCI00118, A20030END100118, A20030PED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015ENDIOOII EjQp, 'Pnft 511530ENC100118, S12030ENC100118, S14030ENC 0� 1001��/��y S18030ENC100118, S20030ENC100118, SE0030E 01 blo to See appropriate Alpine gable detall for maxi 'ye ejl!�gr(c��n0ert� '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 Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o,c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Relnf. Mbr, Size 'T' Increase 2x4 30 2x6 20 ..VARNING" READ AND FOLLOV ALL NDTES ON THIS DRAVING = u. vv REF LET -IN VERT "require FURNISH THIS DRAVDIG TD ALL CONTRACTORS INCLUDING THE INSTALLERSC Trusses require extreme care In fabricating, handling, shipping, Installing a nd bracing. Refe�{�te+ 4 _ DATE 01/02/2018 Follow the latest edtlon of BCSI (Building Component Safety Information, b TPI and SBCA) fo t • ., practices prior to performing these functions, Installers shall provide temporary bracing pe BCSI. • S Unless noted otherwise, top chord shall have properly attached structural sheathing and bo n choi AT !1 = DRWG GBLLETIN0118 shall have a properly attached rigid calling. Locations shown for permanent lateral restraint f s• lJ shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plot to e.% �i w��g A PI of truss and position as shown above and on the Joint Details, unless noted otherwise. �/ Refer to drawings 160A-Z for standard plate positions. ��4 % j Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any devlatio r ,0w w•�� thls drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin L1� ��w•,r•w• _`G+ �� MAX, TOT, LD, 60 PSF AN ITW COMPANY Installatlon & bracing of trusses. �Q1f7 �`'y� A seal an this drawing or cover page Usting this drnwkg, Irbdcates acceptance of professional /4 ��05/2021 \\514\Earth\City\Expressway engineering responsibility solely for the design shown The sultabRity aril use of this drawing 4.+y gy. DUR, FAC, ANY \\Suite\242 for any structure Is the responsibility of the Buildng Designer per ANSI/TPI 1 SecZ \\Earth\City,\MO%63045 For more Information see this Job's general notes page and these web sitesb MAX, SPACING 24,0' ALPINE- wvw.alpineitw.coml TPA www,tpinst,orgl SBCAi www,sbcindustry.orgl ICC, wwwJccsafe.org G NAIL SPACING DETAIL R MINIMUM SPACING FOR SINGLE BLOCK IS SHOWN, DOUBLE NAIL SPACINGS AND STAGGER NAILING FOR TWO BLOCKS, GREATER SPACING MAY BE REQUIRED TO AV❑ID SPLITTING, BLOCK L❑CATI❑N, SIZE, LENGTH,GRADE AND TOTAL NUMBER AND TYPE OF NAILS ARE TO BE SPECIFIED ON SEALED DESIGN REFERENCING THIS DETAIL, LOAD PERPENDICULAR TO GRAIN A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS OF NAILS (6 NAIL DIAMETERS) B - SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS) C - END DISTANCE (15 NAIL DIAMETERS) LOAD PARALLEL TO GRAIN A - EDGE DISTANCE (6 NAIL DIAMETERS) C - SPACING OF NAILS IN A ROW AND END DISTANCE (15 NAIL DIAMETERS) D - SPACING BETWEEN STAGGERED ROWS OF NAILS (7 1/2 NAIL DIAMETERS) IF NAIL HOLES ARE PREB❑RED, SOME SPACING MAY BE REDUCED BY THE AMOUNTS GIVEN BEL❑W1 C)K)K X SPACING MAY BE REDUCED BY 50Z WX SPACING MAY BE REDUCED BY 33X I I DIRECTI❑N OF LOAD AND NAIL ROWSLO Z W J CAWAiAi NAIL 0 LINE 0 J as A B)K B/2 A I C MINIMUM NAIL SPACING DISTANCES DISTANCES NAIL TYPE A BW C)K)K D 8d BOX (0,113"X 2,50,MIN) 3/4' 1 3/8' 1 3/4" 7/8' 10d BOX (0,128'X 3,',MIN) 7/8' 1 5/8' 2' 1' 12d BOX (0,128'X 3,25",MIN) 7/8" 1 5/8' 2' 1' 16d BOX (0,135'X 3,5",MIN) 7/8" 1 5/8' 2 1/8' 1 1/8' 20d BOX (0,148'X 4,0,MIN) 1' 1 7/8' 2 1/4" 1 1/8" 8d COMMON (0,131'X 2,5',MIN) 7/8' 1 5/8' 2' 1" 10d COMMON (0,148'X 3,',MIN) 1' 1 7/8" 2 1/4" 1 1/8' 12d COMMON (0,148'X 3,25",MIN) 1' 1 7/8" 2 1/4' 1 1/8' 16d COMMON (0,162'X 3,5',MIN) 1' 2' 2 1/2' 1 1/4' GUN (0,120'X 2,5',MIN) 3/4' 1 1/2' 1 7/8" V GUN (0,131'X 2,5',MIN) 7/8' 1 5/8' 2' 1" GUN (0,120"X 3,',MIN) 3/4" 1 1/2' 1 7/8' 1" GUN (0,131'X 3,',MIN) 7/8" 1 5/8' 2' 1' C/2)K)K NAIL LINE C )K)K TRUSS I I I I�-I--I— � li, T� MEMBER TTT`�'i`T s1t�® Q••......,•� 1''�,,,f BLOCK LENGTH A D D D A��V•• . AGE �`• •: LOAD APPLIED PERPENDICULAR TO GRAIN LOAD APPLIED PARALLEL • "VARNING1" READ AND FOLLOV ALL NOTES [IN THIS DRAVINCR _ O. REF NAIL SPACE "DtPQ2TANTon FURNISH THIS DRAVM TO ALL CUMACTHRS D LUDMG TW MSTALLERSC {{ • fallowTrusses the lniesteext edltlonnofcore BCSIi(H Uing CoopanentllSaFetypInfornatloln, byand TPIbnnd HCA)Ref foYsdlHty1S DATE 10/01/14 practices prior to performing these functions, Installers shall provide tenpornry brnGng pe BCSL • ,. Untess noted otherwise, top chord shall have properly attached structural sheathing and bo n choi S �T J: DRWG CNNAILSP1014 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint f s• , shall have bracing Installed per BCSI sections 113, B7 or H30, as applicable. Apply plot es to ear$ : • 4/Q��J;' of truss and position as shown above and an the Joint Details, unless noted otherwise..� PI Refer to drawings 160A-2 for standard pints positions. • �C • �� � Alpine, a division of ITV Hullding Components Group Inc shall not be responsible for any deviatlo r •.•• 1 s�� this drarinp, ony Fnllure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin t••rr••�• 1� AN ITW COMPANY Instailntian 6 bracing of trusses. r A seal on this drawing or cover page listing this drawing, Indicates acceptance of profess l )ate_ Q��,e�7L 05/2021 11514%Earth% Cityl Expressway engineering responsibility solely for the design shown.The suitability and use of this draw ��w+lry� C9fliit`fTf'M0� t}{� I Suite\242 for any structure Is the responsibility of the Building Designer per ANSLITPI 1 Sec2. lSfN�iII651 11 EartM City,\ MO\ 63045 For more Information see this Job's general notes page and these web sites, ALPINE, wwmalpineltw.comi TPI, rv.tpinst.orgi SBCA, wwr.sbcindustry.orgi ICO wwwJccsafearg Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00 .Top Chord 2x4 SP #2N, SPIT 41/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better. Attach each valley to every supporting truss with; 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 TC DL=5 psf, Kzt = 1.00 Or ASCE 7-16 160 mph. 30' Mean Height, Part, Enc, Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown, Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates, 3X4 12 12 Max, 2x4 X4 8-0-0 max M 4X4 Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with) properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing, as specified on Engineer's sealed design, xww Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord. ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. Pitched Cut Bottom Chord Valley Valle Spacing Square Cut Bottom Chord VaUev 2X4 Stubbed Valley End Detail 4X4 ❑Ptional Hip TJoint Detail tI24'lok. M 6-0-0 `r, Q 4 - 5X4 SPL (Max Spacing) 2X4 Q�� \fig 1X3 1X3 o-L All" uur� SP'�1Yr jJll -� • .•■.ww 20-0-0 (++)s��1��• `GE Supporting trusses at 24' o,c, maximum spacing. o •• moron Trusses 'Partial ••• ! z, at 24' o.c, •. s� ; Plan Framing i P' ANITWCOMPANY %15M Earth% City% Expressway 11 suite\242 ••VARNINGI-w READ AND FULLDv ALL NDTES DN THIS DRAvwaLL ■tINP6[TANTr■ FURNISH THIS DRAWING TD ALL CONTRACTORS INCLUDING THE INSTALLERS. • Trusses require extreme care In fabricating, handling, shipping, Instatling and bracing. Refer .(�d follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for f • practices prior to performing these functions. Installers shall provide temporary bracing per SL Unless noted otherwise, top chord shall have properly attached structural sheathing and bott chordS shall have a property attached rigid ceiling, Locations shown For permanent lateral restraint o ■ shall have bracing Installed per BCSI sections 113, 117 or 1110, as appllcable. Apply plates to eachisk of truss and position as shown above and on the Joint Details, unless noted otherwise. �� Refer to drawings 16CA-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation n this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handing, shipping, Installation 6 bracing of trusses.A seat on this drawing, solely vfar the der page 11esign shown. The�sultablUty and Indicates acceptance engineering this drawing of this cbr Ing t for any structure is the responsibility of the Building Designer per ANSMPI I Sect • • _S A� Q • f1 •• 1 L��� • • (_.V �i� ` ■•�q�y �fi •.w. •• \ (�t1r �•wrb•wVw 'rfa$$t� \N��05/2021 �� 30 TC DL 20 BC DL 10 r� BC ILL 0 TOT. LD, 60 30 15 10 0 40PSF 7 PSF 10 PSF 0 PSF 57PSF REF VALLEY DETAIL DATE O1/26/2018 DRWG VAL180160118 55 DUR.FAC, 1.25y1.33 1.15 1,15 SPACING 24.0° %\ Earth% City.\ MO\63045 For more information see this Job's general notes page and these web sitesr ALPINEi wrw.nlpineltw.coml TPb www.tpinst.orgr SECA, www.sbclndustry.orgl IM wwwlccsafe.arg V A Valley Detail - ASCE 7-16: 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, �)I� 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, 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 raid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced withi 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, wwx 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'. All plates shown are Alpine Wave Plates, 4X4 12 3X4 Valle 2X4 12 Max, I— Spacing 2X4 X4 Pitched Cut Square Cut Stubbed Valley ❑Ptional Hip — 8-0-0 Max Bottom Chord Bottom Chord End Detail Joint Detail Valley oe-** filed Valle 4X4 \ / I I I I I I I I I I I I I I I I I I I I I 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing. 12 10 Max, 1 9 SQaL�ygll:mnluN �: �. ■■VARNMGI— READ AND FOLLOW ALL NOTES ON THIS DRAWItNGI *-DF (TANTM FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLER Trusses require extreme care In fabricating, handUng, shipping, Installing and bracing. RePPP�X� follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) practices prior to performing these functions. Installers shall provide temporary bracing B Unless noted otherwise, top chord shall have properly attached struct,aal sheathdng and b toi shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrain of shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to e�h� of truss and position as shown above and on the Joint Details, unless noted otherwise. I Refer to drawings 160A-Z for standard plate positions. ! Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatl� lepthis drawing, any Fallure to build the truss In conformance with ANSI/TPI 1, or for handling, ship{ AN ITW COMPANY installation 6 bracing of trusses. A seal on thds drawing or cover page UstMg this drawng, Indicates acceptance of professloral 1 1514\Earth% City% Expressway engineering responsiblitty solely for the design sham The suitability and use of tKs drewhg \ \ Suite\ 242 for any structure Is the responstlAty of the Building Designer per ANSI/TPI 1 Sec2. I%Earth%City,\MO\63045 For more Information see this Job's general notes page and these web sites, ALPINE www,alpineitw,comt TPI, rww.tpinstorgt SBCA, www,sbcindustry.orgi ICG wwwlccsafe.org 0 � ;..„,04/05/2021 malt TT IoC ion Tr usses IPartial Framing at M. o,c, Plan 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 DETAI DATE 01/26/2018 DRWG VALTN160118 55 DUR,FAC,1.25/1.3311.1511.1 SPACING 24,0' A. • , A VALLEY FRAMING &-BRACING DETAIL I r r ___ ewe__ ... j t-_ . 1 1111;m—m— 10nnuirmmanfC GENERAL NOTES Purlins required T-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this Is Impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing Into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: W-0" -Maximum mean roof height: 30 feet -ASCE 7-05,140 mph, Enclosed, Cat 11, Exp B, I=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'-0" for 30 psf (TL) and 20 psf (TD) Max. :e the crippes for each row starting from the valleys or sleepers working inward to the ridge board so that cripple locations are gered between rows. Typ) mnection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (ee) a 16d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 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 __. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, 8r BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'4" to 10'-0" Iong nailed w/ 2 -10d (0.148"x3') nails. Or 2x4 "T' or scab reinforcement nailed to flat edge of c2ple with 10d s0.128"x3.0") nails at 6" o.c. "T' or scab must be 90% of cripple length. Cripp es over 10'-0' long requre two CLR's or both faces w/'T'. or scab. Use stress graded lumber & box or common nails. Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are Installed Into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing is not used. -Apply all nailing In accordance to current NOS require -Me �• Nails are common wire nails unless noted otherwise. ` /i l �eeeo*e.ee��l• t . _ XsVM M4G1sa R£AM Alm F1ILM ALL IGTF:S Iz4 THIS MMVVG S KKWIRTANTss Ftwm= THS MRAVISG M Al. COKnUCT1RS U43- lTG THE MSTALLEM ^ Trusses rcqul^e extreme core h fabrlcatkV, hwidtft, sWpptp. InstalUro and bmdro' Refer fb apl fdlo■ the latest edtlon of BCS1 o;rndhp r�r+pwr:nt Snfrty LNorwotlon, by TPI and SMW for et7 praetices prior to peMom4q these functions. Installers shag ProNde tenpororY hradn0 Prr lhless rated other■Ise, tap chord shall hove prapeHy aYtacMd etrucbrnl sheothine and botto of sFnll Favr a propeHY nttndved ryd eelhp. Locations shorn For penanent lateral rcstrsht �rtel AL&�2�o sFnn Fnvr brnptl'W kntoned per MCSS sections D3, 17 or MSG. as applboble. Apply Water to earl, L�of truss and ocWam as cFro■n above and on the .loint Details, unless noted oMerslse, e Refer to droehes 160A-Z for stordard Watr postdons. Alp1x, a aMsfon of ITV Busdhp Conpwrnts &'or4 Inc, rhea rot he rcsponsble For arty deviation f AN nwCOMPANY Stir drorFq, any fatve to build the truss h eonfornance ■Ith AxS[/TPI 1, or for hardBnM, shaplrp; Ftstallotbn C brodne of trusses. A seal on this drarq ar cover poet tFrthe thlc dra■krp. krJtoates omptancr of profrsdoral era�erY�p solely for if darn. TM ustohRHty and use of -?- drvehp for ary- �ni ehr. k re�Hh' o' � ��0 md7�' Per ANSI/IPI 1 Sec2 13389 Lakelronl Drive For mare hformotlon see this Jobs eerxrol rates ppoop. and these eeb dte EarthCity, MO 63045 ALPMFj ■ernlpir lt■coml TPh sn.tphstory SMCAr ■■■.sbdr k-try.orpl MD ses•Ir-csofrerp STATE OF l p P'ef `4 >, II��ONAIV.�m��� (A) (B)") TC LL 20 30 40 54 REF VALLEY FRAMING TC DL 10 20 7 7 DATE 10/01/14 BC DL 0 0 0 0 DRWG VACNV3801015 BC LL 01 0 0 0 TOT. LD.301 50 47 61 DUR. FAC. 1.25/1.15 SPACING SEE ABOVE