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HomeMy WebLinkAboutTrussI CD to Total Truss Quantity = 72 zoLa• 4'-4' 14'-0' 39'-8' �3 NOTE: DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE. BACK CHARGES WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE DEPARTMENT AT CARPENTER CONTRACTORS OF AMERICA, INC. 877-293-9487 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. REFM TO PACK MR r Nrffr1(I11 PLUM TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING SHINGLE Reviewed for Code Compliance Universal Engineering Sciences P11`czTa e-1 Avta tq j Fl- L t.4- Afv4, 1'73D ,r-- Labeled End Mark 4-1r 0 General Notes 1) A cited bums, flat trtmee and Rat ti h�ro Bn 1 ctad Pdb' pcnted — m b. Ye6�ed >R� ttitM tp. 2) AI hung" to be $open MARE vies aBsais noted 3) N 6ao Ram9 le 24- as adm dh wbs noted 4) Pr Tame Ram 0 M tm Bix"I recamredabon P. I.M. x-8tvcltg ehadd be plotsi at a rob U tpucu9 15' ae steam Bn Roth m be repmttl at a mmmni n of 20' behm each Remex - rdar m BIS-�81 adMarid brucN ROOF LOADING -SCHEDULE TCDL = 7 PSF BCDL 10 PSF ION = 125 7SF DURAT37 WIND SPD/TYPE-= 160 ENCLOSED BLDG EXPOSURE = C USAGE = RESMENTIAL CAT 11 WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 Truss memberdesig & canneetorplates desiygmned for ASCE 7-18 and marimam forces from bath components and claddings and main mind force resisting systems. " These trusses have been reviemed to cam an additional la# pstnon-concurrent bottom chdnl live Inad. FLOOR LOADING SCHEDUL TOLL PSF TCDL = PSF BCDL = PSF TOTAL a PSF ROOF DESIGNED FOR SHINGLE ALL REACnONS AND UPLIFTS ARE SHOWN ON ENGDIEERDVG WALL KEY � 0 DESCRIPTION INTT. DATE wm uc anh vent rm rr� �m onus LOAD) DESCRIPTION INIT. DATE ® a raaaas cot vans ash trw M tvuia rCARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. N. W. WINTER HAVEN FLORIDA 33880 PHONEt(800) 939-8806 FAX. (863) 294-2488 BUILDER D.R. RORTON STATEWIDE PROJECTCREEKSIDE MODEL 1828/CAU/4EBB CCA PROJ/MODEL/ALT 7A5/ 182EC,E/ 02 ALT DESC OTC Af4Ltldf0�It ci VIMLANAI LOT 111 BLOCK DESIGNER PAGE RFS 1 DATE 17 �3 #30 N# 334501L SCALE 1 4 "=1' Builder: Project: Model/Building: Lot Alt: Lot. Address: ENGINEERING PACKAGE DR HORTON STATEWIDE 17A5/320_. C RE E K S I D E 182EC,E 02H i JobNumber:N334501 ...................................................... . Revision Date: Block: Unit: _� ..�•__._��.__..___. ,_ �• per,, New Load #: LRI1 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806=FAX, (941) 294-7934 rf� 0 t�J ' Wirc613'201Q ^nm*mww� 6darri6d Miss singt'lei with � . | ` sig .supporting girder(REM5r6h6d Mal WA37-02);. DearBob'. ' Width hq�d,grqoes, and --\ta ��J�-'- .-~��------- --~---`--- - ` -------on Si ------ - ''--n. - � w�bhangers -attach one wood- block to 'the. back face of. ih '_ ' * .�.d _ y.; ._ .. . . e �760'Forumorvo�uite. 305' FL 28�1 -WOf single ply-giroer f�ce, with -an- additional (.2-0) 0. 1-21�-�x&W'Gun'Naijs at -:each- Panel ppirit'appOed -tlolhe. ALPINE .. ... --___--___-----'_----_-'—_—' - The of 8ao�scabtu�§mfbrv�U u�d�6rIdmoki' ':b'tmxzmd ' tnR. fuU dpaigpl load. 'value for ' Must by the, Ail 'edo�-and ehd distances, and. tpaoino |n�ai| nmdsfbe suOidi6nUd6f \wood. If|canLxe of any -further assistance,or ifyophove anyqplease7give -m-P a ' � .0��q �v/\ 'Chief EngihOer Odandoi FL 6750*FbrUn1Dhv6.-[Nnbdn`Fl32821-(8DO).52:1-.87Q0-(863)4-22-86D5 6. ALPINE ANffWC(W.PANY April 26;V:2019 Mr. Bob Mich' afe'lis, Carpenter* Contractors ofAfnerid;Et, Inc. 3906-Avenue `G..: Northwest Winter Hbvim FL 33880-6201: Dear. Bob,. Rd' Stroinobabk brid.g1ho'. on fb6f trugset. I understand'Ahere is some. concern over our -fecdfnirn6ndati6nS' f6rstrdhgb6ck bridging or!. roof trusses; 9. 9 '8frorigback bridging for roof- trusses is not.a -requirement of:ANSVTPI 2014 n inentofthe ' ' " ' I— .. roof trusses ..— .. .'. .. . I , : ... . a require ' Building Compo'nont -Safety, Information- �(BCSI), aut --.strongbacK.. bridging 'o ry roof trq §8es is recommendedQ ­ ; follo in - by C­hfra6tdr§ of. Arn6rida. -St ql� �K bridging �seirves the..w .g fuF1Oti.6'n$:,' One, bridging aligns the bottom chords after they are., set so.. they .are along the cei ling line 'and helos-with"'-ceiling -'serviceability Two; bridging reduces i6lativd deflection of. adjabdht:trUss66:, Strongp-l* bridging '.does: Not--Or6Vent.or reduce-ovetAll individual d0flectiob,ei§becially-an'y' rooCtfuiss6s. .. . ....... .... efjqqfiio m__rg (hp n 1/49 inch, .... . ...... $trojngOacX-bridgjng in roof. trusses does 'not serve, .6s.ter-Ao.'6r'ary..'oe. p6trn a-6brit: bracing .and is: not intended to . dis ribConsequently,- P desigo I'ad" v ihten .distribute. or design loads, betWebin ir'Ut 0 �.qsh, ­­* design ac loads s have` been accounted for. With this. detail and doritihLi' ds�str6hgback.bHdgihg- -Ei.'O'dId'iJotbb -;�tt hed b6tWden- co not. other* design enmon and gi,rdpr '.trusses'.. The. use of strorigbac� bridging- sh '11 W1. The. . .1 .. Wt. ... .. cbrisidetati6hs as spdcifidd'by (M Ehg1hebr'of Record or the Building: aeslgi1dt. The outer i9rids of the $trorigback- IJddq1pR:shalI be,attachedjo a wall or anotherzecure end. restraint; nt, or a.s..Specified:by the Engineer o'f Record 6r.thd Buildino..136s)jhdr. SfrdH.9backbridging shall. be aminimum Of 2(6 hobihal lumbe r. oriented With We deOthvortical'Atkch with i '(0J6T.x&5"-). nails at;. each intersecting mernb&. 'When -e wl ..., (3). 1*8,d common nails :­ `* extending the -strc�h batk bridging overlap by at. aminimpm -qf'fwo'.'tr.u$ses. The of b bridging ' Jho..strong. ack:... rpgy.Oq specified :by the Truss WhufaOutbr,. Ehgih'e&r of Record,. or Building De*s'igliet.-'Ple�as*e"-tefde-;to- BCS1 "Strongbacking'Provisioris" or _to Alpine 8tRBRIOR1.04 detail 'for more. inf6rrnafion.The. graphic ,§h . oWh,(Fi4Ure_. 1) is� f6r,genii6n ; d A.uWAUVO purpose only. 6750 176rum DriveS uite 305, Orlando, FL 32821.- (800) 521-9790i.- (863)422=8685 wwwpine . ft . pom Act( ALPINE Figurel., 'If I: can be of any further assistance' or-Ny.ou have .arty questions; pleasa give. me *a ca .all. V— No, 708w WilbiiiA.Mck. 0-11, 11 STATE 0 Chief'Eng'k'neer ORI Atpirje an ITWCompany Engineering NAL -Orlando!. FL 6760'Forum Drive Suite-.-3i5, GrI66ft FL 32821 8001.57f-9790 - (8153)-.422468.5' STRONGBACK :BRIDGING RECOMMENDATIONS SPLICE AN rTWWM*W 13723AW*ftm*e StAto ma M06MO Helghfl,MO 63�43- SHOWN, TH'IDd;BDX/qUN .S'IN *:g Raws AT ALTERNATIVE5 W lip -All scab -on blocks shail, be: "a minimum-8X4­ 'stress grAqed P-All, str-ongback bridging .and and brcIng -shall :a. mInImum U6 '.stress- gra.debl lu 'Idtir-.-.1 imiTbe purp' ose of strondbac:k �brlclblha is, to. Cle. 4 : v.Lk6p 'toiaxt sharing 16et�e ten. � Indkti.dCl.cLI truss -es,- r?sYUt1.n.o Ir 'd' .r In&&as,e In, the s-tIf Pnessfloor. .:of - -the: syst-emi 2k& st'rongback biNdging,;as.:skiown In details,, Is recommended at 10, .�Max> terms: -b-H.6161nd! sometimes -Interchangeably. `�Bradlh mistakenly •used: --fntt y Is. - an i'mpqrtp�nt :structural t,�-equlrer�ent of :any . Floor 'e'fer' Aoi'- the or roof' system. R. -;: Truss. De8loh Mrp�*Ing (TDD) TOO, "the,:bracing e'L.c eguW-S'6r.qents -f.bt- each Incilvilc1Q.0 .truss component, 'Bridging;,' partIcUlarly, "strongbq.6k":brIdg!ng'.Is - recommendations - for '6. truss system to help In: In thO: dIstr.1hutlan. of point* loads bet*.66ti adjacent truss, -strongbac serves to 1. 1 k reduce No., iTS ; T7- iF-Y- I mft) 14 m�W n: P*A0 bounce. Or residual vi9ra.,.xion.resw !no: from .. . I " - 'of, moving 'pole as footst.eps; The performance of all floor sy re enhanced* by the. fritt-aRaft.h of = 9,- brIc.IgIn.Q and therefore1s. strongly recommended by -Alpine. For additional Infde.,Mo:tIdn i4eoqrdMq strongbapk bridging,. refer -t.0 '.0GS'1'(Bu'KoHng' Component Safety Information), ng Gg 0 V—''a. I LL' t PSF REF N6. 708 ' 6­11 T DL- ,PSF 'DATE ts s-'. ' 1I PPSFDRWC4 CIDL MILL ETA 1 F D. PSF --fFrill"Flij I 1 9 --7 6 0 uET. AI;L IF' PALCET$S . F IMSOV.dTiON -4-A�-&T-AL -w-ral,11-Nal MORE -THAN-'* 'F 001.4 s 3 I.C.0 TA 9t.1-OU& -115N MAIC-STAL.- ..'.-MAXIMUM . 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N;-Im dldwoo ¢ou op qpx% saloda,A /tun ,Ao$ aaan}ov$nuow ssnaq. aq;. !pvq.uoa pamo to a,)o ssna!� dad sloaaq am} uvy} a,low ou pun lauod paOq? 4aC >{oaaq auo uvq{ a.Aow old-s.Aagwaw ua>lo,aq gxZ as yxZ N;Im sassna} Rld al uis .ao$ AJUG pllvA sl ualsap slLll 'aagwaw clam ao paogm uasjo jq 4qm ssn q. o aoj saloda A s81313ads 6ulmoap slL1l ua)�oja Jo pa>jD)DJO FRAMINO-A Lumber-'Wzeand OradeAlnum' Requirements. E. um Sfaepars ah. fiat r:,Wt'mhYSPOt MAterial ....... .. .. . BOARD OOLLikR6EAM,-f% PAIR -OF RAFTERS N i.: WSWCKIIH6110TEI 01, VIA . QQY AXSPACrNG 4'-.O-.T-Y.PfOAL ra. o X td 2)9P riln- 2xi St. Cpl. ;SPAaW 24--0.0.. d-MERAL 90TES -o.c- rr, absence b1`pI&'46d-�hva%h1ng. s !Tvc v P 'M kh a mlig4rawirio:aPpoes tovaljoys -A&h.'tho:'tolid.wido;condItioLls, -SP7MS-j istAn WOW 14 - fZ1.0 I.A0 M,ph,."b-.e - d,catu'l la 0t-".0 .ch .. � A-.M u;n 'Of ASa -7-16 mPh; EudQ�adl-ExP IFARZk fi -Ito's It, . ..1 e� Typ 'ROPE .PLAN- by viliers) RraP.eu:.iumqqr4x-,Dux UT G-ITIM—i ce ildge'o'r tatters. zf" sllong ";ffiq �r�P+e+&Iumtier Qf- nails are rafter If s�(pqpers,are.not used,. -''Apply all iiallin.�.iri at'cbrctanoeao•6urran; Not OUS u%pit ated'&hb lite. TRVs,S. J,!�IJi§.S.11NDr=R V.ALLEY FRAMING VALLF-Y RAFTEP-OR MIDGE ® +61115.ViLt +CrfpOleb,41-W'1dr-3d psf (17L) and 20 pof (.TD) Max, 03(oh r*mv!rfAhtn§ from ple (ocations are & ab- 7 - c ,iyo iceotty 3. sheathing 4. Raper tv:two'21c6 sleepers. 425d W6-dalri 5. 31depik ta:trdgi. 4*1:6d W&W4 3.26o td ".Us..eaich slaepter.A yug .6. .RWge:bobrd:i3-r.00f bldck 4 16d toe-inius )YORVTTcH -7. ­Mdje-bo ' 2iird to.trjwes- 4 JC?d-t0_-A-4J.ts S. .-Frufflif % (TvP1, A16.Ot6e-n;fljs. .g. 'Trine tp'6168k1 tki 416dtocr04 10. Txu3s.td;o1wi� 4-16dAoVrnelli rju." -to doo"Wp- 4-16.4.toe7hdM USED) .13. :441Kpuarn tbjraftdt 4 16dlwE­nells. COMMON' NAILS 4 16d'tdi=i umma•• -W4 No* =4 U l 30 46 54 RtP "Vitt&L -w N0B.&I ' bb TC DL ItZO 7 7 DAT9 10/91j.14 id LC&p.y. h.y TPA:%I - of amt. P BC bL 0 -0 0 0 DRW..G V- �NVISOIOIS Bc• LL 0 0 0• 0 TbT. L.D.30 5 b 4? 61 AN RWCO&"W 4: de "MI, Itt. T tre, tHZ, h cowo,zhimir vft mavvf Z or "AFF ce-cwt1m. sr. *4-40- i4msft- i*btpicrcr.,*F 6 S iHx-jWz it� -k- kB.Ovo ALP A!; Face -Mount Hangers - I -Joists, Glulam and SCL ........................ ................. _..........................................._..._....._....._....__.....__._.__.......--_..................................................... __...................................................._...................... ..................._... _............ ..................................................... _......... These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. ED 0 0 Carried Member. Dimensions Fasteners Allowable Loads Actual (n); (in.) " '= = web .. DFISP Species Header SPFIHF # .:Species Header, - Joist Size Model No 'Min !+ Max code net. m .o Stiff Regd." W H ": B Face Joist Uplift Floor Snovvl Roof , Floor Snow Roof _ (160) ;(100) (115)' (125) '-(1'00) (115) (125)" Min. (14) 0.148 x 3 - 70 1,660 1 805 1,805 1,425 1,555 11555 IUS2.56l16 - 25/a 16 2 Max. 1 (16) 0.148 x 3 - 70 1,805 1,805 11805 1 555 1 555 1;555 21/2 x 16 MIU2.56/16 • - 29A6 157i6 21/2 - (24) 0.162 x 31/2 (2) 0.148 x 11/2 230 3,455 3,920 4,045I 2,970 3,370 3,480 U314 • ✓ 2'A6 101h 2 - (16) 0.162 x 31/2" (6) 0.148 x 11h" 970 1,945 2,205 2,375 1,675 1,895 12,045 HU316 / HUC316 • ✓ 29/6 14% 21/2 - (20) 0162 x 31/2 (8) 0.148 x 11/2 1,515 2,975 3,360 3,610 2,565 2,895 1 3,110 IBC , FL, " 17 1h= 26) 162 'h .1 ; 230� 4,045,"4,0453,220 � 48A 480 LAMIU2.5618 XL 2/18 HU3161 HUC316 4✓• 2%a '' 141/a, 2'%i (20) 0.162 x 3'/z" , (8).0148 x 11h' �1515 2,,975, .3,360';3,6102565 2,895 3,110 21h x 20 MIU2.56/20 • - 29/16 197/s 21/2 - (28) 0.162 x 31/2 (2) 0.148 x 11/2 230 4,030 4,060 4,060 3,465 3,495 3,495 to2,262 56120 ✓ 29ti6 i 19' 21h 0162 3'/z 0,148 1'/2' 230 4,030 4 O60" 4 060 3,465 3;495 3 495 . `MlU2 s; - (28) x (2) x 28/6 x 91/a to 26 29ti6" wide joists use the same hangers as 21/2" wide joists and have the same bads. 3 _21 ' 8 5 ,3xMIU3.12/932 615, 2,82 980 2245 2,425 9h<- HU210 2!_HUC210 2 " � . ✓ 3 /s �81 6�= 2'h- Max. �;(18):0:162 x 3'/i' (10) 0148 x 3 � „5 2,680' 3,02d 3,250` 2.305 2,605 2,800 IBC, MIU3.12/11 - 31/a 111/a 21h - (20) 0.162 x 31/2 (2) 0.148 x 11/2 230 2,886 3,135 3,135 2,475 2,695 2,695 FL, 3x117/a HU212-2 / HUG212-2 '- • " ✓ - 31/s' ' 109f s 21h Max. (22) 0.162 x 31/2 (10) 0:148 x'3'-" -1,795 3,275 3,695 3,970 2,820 3,180 3,425 LA HU3.25/12:/ HUC3.25I12 3'la, T13/' 21h - (24)'0.162 x 31%z (12) 0148 x 3 ` ` t `5 3 570 4,030 .4,335L3 075 �,3;470 3,735,: ;HU3.25116,/ "Max. • ' 31a 131a/ic - 21h" (20) 0162 x 31/z' -, (8) 0.148 x 3 ' 1 515. 2, 75 3 360 ,3,610 ?,,560 ��2 896 3'105 HU'C3.25/16 '(26) 0A62 x' 31/2- _ m (12) 0148 X 3 . ' t,.5' 3',870 4,365 4,695 � 3,330 3,7�5 4,049 JFL 3'lglulam ',HUCO21fls2SDS •, 311a:,=2�a;'j3'-SDS, (6)1/a1x21d'SDS,, 2�'.? 11"a 1 1rr4 1 G� 71k1.3,7}{' HGUS3 25/10 • 3 a'� 85h ' . 4 - ,((46):0:162 X 31/z;�:< , (16} p.162 X 31/2 ''1 4 095 9',100 91Q0� 9100� 7,'825 7-825 7,825: IBC, HGUS3.25712 , -'. ..I J,3 a ° 10 s . . 4 . , - (561:0162 x 31/2"' (2610.162 x 31h .: 5,040: 9;400 9,400 i 9,400 � 9,085 J,8,085181085 FL HHUS46 - 35/a 51/a 3 1 - 1 (14) 0.162 x 31h (6) 0.162 x 31/2 1,320 2,785 3,155 13,405 ; 2,395 2,715 12,930 31h x 51/a HGUS46 - 35/a 41% 4 - (20) 0.162 x 31/2 (8) 0.162 x 3'/2 2,155 4,360 4,885 15,230 13,750 14,200 14,500 HUS48 " ' • ' --' 39�6 ° 61 c„'° 2 = , ; (6) 0162 x 3'h '(6) 01;62 x 3112 , 1 ;2G, 1595: 1,M1 1,960 1,365 -,555 i 1,680 31/z"x 7 'AHHUS48 - - • • � `:` i�331s " 711s 3 - '(22) Q 162X`31/z . (8) 0.1'62 x"31/z -. i 1; 4,210 4,770) 5140 { 3;615 4,095 4,415' _ HGUS48; . •' - 35/s 71f6 . "4 - (367 0162 x 31/r ; (12) 0.162 x 3'h 3 2,35, 7,460 7460-7,460.j 6,415 6,415 6"41fi IUS3.56/9.5 1 35/e 1 91/2 2 - (10) 0.148 x 3 - 70 1,185 1,345 1,455 1,020 1,160 11,250 MIU3.56/9 - 39/i6 81/s 21/2 - 1 (16) 0.162 x 31/2 (2) 0.148 x 11h 210 12,305 2,615 12,82011,980 i 2.245 12,425 U410 ✓ 39/16 83/8 2 - (14) 0.162 x 31/2 (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 HUS410 • • - 39N 8'-A6 2 - (8) 0.162 x 31/2 (8) 0.162 x 31/2 2,990 2,125 2,420 l 2,615 j 1,820 j 2,070 2,240 HHUS410 - 35/a 9, 3 - (30) 0.162 x 3'/2 (10) 0.162 x 3'/2 3,565 5,635 6,380 6,445 4,845 5,486 5,545 3'/z x 91h HU410/HUC410 • ✓ 39tis 8% 21/2 - (36) 0.162 x 31/2 (12) 0.162 x 31h 3,235 7,460 7,460 7,460 6,415 6,415 6,415 HUC0410-SDS - 39/16 9 3 - (12)114" x 21/2" SDS (6) 1/a" x 21/2" SDS 2,265 4,500 ',SGG 4:500 3,240 3,240 3,240 HGUS410 - 35/a 91'A6 4 1 - 1 (46) 0.162 x 31/2 (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 17,825 7,825 7,825 IBC, LGU3.63-SDS - 35/s 8 to 30 41h - (16)1/a" x 21/2" SDS (12)1/4" x 21/2" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 LA MGU3.63-SDS • - 35/a 91/a to 30 41/2 - (24) Ya" x 21/2" SDS (16) Ya" x 21/2" SDS 7,260 9,450 .9,450 9,450 6,805 6,805 6,805 i .. IUS3.56/11,88 "• - 331a 1.. ' 117/aj __, -2 - , ,(12).0.148 x 3 , - . 70. 1,420 1;615' 1745 122D (1;390 1,485" MIU3.56/11 39/g,� T111a 2'h- = (20) Q 1,62.x 3'h' - (2) 0.148 x 1'lz 2T0 ` 2;880 3,135', 3,135 2 47& 2,695 2,695' U414 _ •' ✓ - 36 T6 2 ,`. = {T 6)_0.1fi2 x 3'h-,' (6) 0.148 x 3,',, 9a , 2,305-12,615 -020 ip8p, 2,245 2,425.' " " , 445(1p}p6z3Iz 5HHUS40 486 5;545' HUS412 • • - 3s/is 10'/z', 2;--." jT0)O.T62x31h (10}0.162x3Yz: 3>u 2;660 3025`=3265j2;275 21590,2,795 3"41x 117/e HU412 J HUC412 • • 3% l 10%i 21h Mir:(T6) O16218M; (6) p.148 x 3 .' 1135 2,380 2 685.E 2,890-a 2;050 2,315 2 49p� Max. (22)._0.162 x 31/2 '(10) O;T48 x 3 _ . .,t 5 $,275 3,69513,970'(-2820 3;380 35425'. w& v46 See footnotes on p.150. ,A THA/THAC Adjustable Truss Hangers �G`�rcERFp W 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 114" from the edge of the top -flange members. For 4h&THA29; nails used for joist attachment must be driven at an angle so that they penetrate. through the corner of the joist and info the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where.the supported member hangs either partially or entirely below the header. • 'Face -Mount (Max.) Installation — Install face nails according to the table. Not all.nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 35/e" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 13/; for THAG422 for 122-2 t26-2 05 THAC422 Face nails Top nails per table per table 13/i typical 2Us' for THA422-2 and THA426-2 qs THA29 THA418 Double 4x2— 2face nails Use full fable value (total) Single See �- nailer table 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 maybe installed straight or wrapped over with tabulated face nails installed into top and face of heade ® Double -Shear " Double Nailing Dome Double Shear Shear ; ; Nailing Side View Side View; Nailing Do not (Available on Top View. bend tab M some models) 4 top nails _ (total) ` 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 ryNiL'ci r r,i V Top Flange Installation or to tnote 5 p.187 86 THA/THAC Adjustable Truss Hangers (cont.) IS These products are available with additional corrosion protection. For more information, see p.15. E, I THA29 18 1 s/a 9'lfis 5'/e 11/2- (2) 0.14.8 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 '1,750 1,750 1,750 450 1,330 1,330 1,330 2346 - (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 2.610 2.610 2,610 450 '1 985 1,985 1,985 THA213" 18 151a , -13�s,'" 5'fz : 2;, " :- `: ' (4)0.148 x 3 : {2) 0:148 x 3 . "(4) 0.148 X 1'h '+:U 1,60 THA218 18 1 % 171A6 51/2 2 - (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 11/2 - 1 460 1460 1,460 1,110 1;I10 1,110 IBC, 'THA218-2 16 3'/a°17"hs 8' `„ 2 4 0162x31z2 0762-X3'lz 6 0148'x3' 1<9v 1� z 1,�95 ,9U I,( 1, 1': FL, THA222-2 16 31/a 22Y;s 8 2 - (4) 0.162 x 31/z (2) 0.162 x 3% (6) 0.148 x 3 - 1,960 1,995 1,995 - 1,490 1,515 1 1,515 THA418 16 3s/e 17'/z1 77A 2 1- (4) 0.162 x 3'/2 (2) 0.162 x 3'/2 (6) 0.148 x 3 11,960 1 1;995 1,995 1- 1;490 1,515 1 1,515 THA422 _ 16 3%/ 22:, 7�?/s' 2 (4) 0,162 X 3ah'(2) 0.162X 3Yz (6) 0,148 x 3 16 i a 1 0 1 g95 t 49U 1 �15 1, I THA426 14 3s/e 26 7'/a 2 - (4) 0.162 x 3'h (4) 0.162 x 3'/z (6) 0.162 x 3'/z - 2,435 2,435 2,435 - 2,095 2,095 2,095 THA422 2 ,14 7114 22?f s 93/4° *.7 2 , , (4) 0,162"x 31h :{4) 0.162 k31/x (6) 0.162 x 3'h ' f 3 330 .� 3 330 3;330" - 2 865 2,865 2,8fi5,` ' FL THA426-2 14 71/4 261/s 9?/4 2 - (4) 0.162 x 3'h (4) 0.162 x 31/2 (6) 0.162 x 31/2 - 3,330 3,330 3,330 - 2,865 2,865 2,865 THA29 18 1 s/e 911/6 €� 5'/a - ro3i x 1. 91146 j4 - Face Mount{Maxi (16) 0.148 x 3 instattatton (4)0 .148 x 3 525 2,265 2,265 2,265 450 1950 1950 1950 1 ?Tt4213 18 1sla",73�is 51h - 13-51 !(14j0.148x3 (4)"O'.148x3 $` 2,340 i,45Q 3` -.{ 6u 21Ji0 ?105'.' THA218 18 15/e 17'is 5'/z - 17Ys - (18) 0.148 x 3 (4) 0.148 x 3 d55 2,450 2,450 " 2,450 735 2105 2105 2105 T(1A218-2 , "' 6 3'/s '17IAs <' 8< ` 14'hs (22)'01'6 t 3'h (6) 0-162'7(3lz 1 855 3 10 3.3'E{? ,, �,L ', 1 595 2 xi "� � 84v � 8 5`' ° IBC, FL THA222-2 16 3Ye 22 s 8 - 14'/16 - (22) 0.162 x 31/2 (6) 0.162 x 31/z 1,855 3,310 3,310 3,310 1,595 21845 2,845 2,845 I LA THA413 18 3s/s 13sfs `4'/z33/s""�(14)0.14$x31(4)OS148X3< 3Ir r,d '340'', G4r6a", r5}�"GC 2;"0=0:1i": THA418 16 3s/s 171/z 77/8 - 141/s - (22) 0.162 x 31/2 (6) 0.162 x 31/z 1,855 3,310 3,310 3,310 1595 2,84', 2,845 2,845 ,-•,,� % r THA426 14 3s/s 1 26 71/s 1 161/1s 1 I(30) 0.162 x - (38) 0.162 x 0.162x31/2 1,855 4,415 14,480 1 4,480 11,595 13,795 1 3,855 3,855 0;162"al3'h �1,85'5 5,170 5,520, ,5,520 ;,1,595" 4,445; 4,745 ,_ "4,745, FL 0.162x3'h 1,855 5,520 5,520 5,520 1,595 4,745 1 4,745 4,745 1. Uplift bads have been increased for earthquake or wind bading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11/2" min. top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11/2" 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 Ooist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. LUS/M US/H US/H H US/H G US Face -Mount Joist Hangers This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. 4 The double -shear hanger series, ranging front tl ie light -capacity LUS hangers to the highest -capacity HGUS 'rangers, feature innovative double -shear nailing that distributes the load through two points on each gist nail for greater strengih. 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. hlo�•desigried-torvwei-dea or nailer applications. - - Options: LUS and MUS hangers cannot be modified o 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 Naifing . Top View Double -Shear Nailing Side View Do not bend tab Dome Double -Shear Nailing Side View (Available on some models) 1. for US 1% for 4)es� • H a " mow/ B LUS28 HHUS210-2 99-111 HGUS28-2 MUS28 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) Simpson Strong -Tie' Wood Construction Connectors a .A Face -Mount Joist Hangers (cont.) 14 Single 2x Sizes MUS26 4111A6 18 1 9/16 5356 2 1 (6) 0,148 X 3 (6) 0.148 x 3 HUS26 45A6 16 15/6 5% 3 1 (14) 0.162 x 31/2 (610.162 x 31/2 MUS28 65A6 18 1 9/16 613A6 1 2 1 (8) 0.148 x 3 1 (8) 0.148 x 3 HUS28 61/2 16 15/a 7 3 (22) 0.162 x 31/2 (8) 0.1 _2 x 31/2 HGUS28 69A6 12 1 5/6 71/a 5 (36) 0.162 x 31/2 (12) 0 .1 62 x 31/2 1. See table below for allowable loads. These products are available with additional corrosion protection. For more information, see p.15. For stainless -steel fasteners, see p. 21. Many of these products are approved for installation t with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. " Model' OF Allowable'( oads SP 4llbwableIoads ._ SPF/HF Allowable loads , No Upliffl-FloorSnotitir (160� °� Roof, (125) Wind (160) Upbftl {160) Floor, Snow a (100) = (115) n �Roof1Nmd '(125) ° (160)' Upliftl (160) ' Floor , ` (10'O) :Snow , '(115) Roof ° (125) Wind„ Ref. .;� Single 2x siies' LUS24 , 4 5; 670 ° 765E, ; '820,u , 1;045'• ' ti `. 725 = ,2",825-. °., 890 1.12E wo- 495 565 , - 60115.1J11.,770 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, `MUS26''; 930` 1,295 1;48Q;x 1,560;:,`. 1,660 ?C 1405 : `1,560 1`;„ 6C "1 OC 8iv ' 955 "" 1,090 1,180 35J'. LA HUS26 J 1,320 2,735 3,095 3,235 3.235 1,320 2,960 3 280 3:280 3,280 1,150 2,350 2,660 2,780 2,780 HGUS26 , 875 : : 4,340 ; 4850, 5170: ; , 5„390 t a. 4,690 : 5,220.- 5 896, 5 �3,87Q „..3,885: IBC, FL LUS28 1,165 1,100 1,260 1,350 1 1,725 1 1,165 1,195 1 1,360 1,465 1 1,730 865 1 810 925 1 1,000 11270 MUS28.' = 1,120 1,730' 1,975' 2,125 2 255' ;, 1 3"? 1875°' - 2,135 2,255 2.25 1; 50 ' 1,270 - 1,455 1;575 . 1;955' IBC, FL, LA HUS28 1,760 4,095 4,095 4,095 4,095 1,760 4,095 4,095 4,095 4,005 1,480 3,520 3,520 3,520 3,520 HGUS28 ; ' 1,656 0 275 7,275,` 7,275 " 7,275 1,6 "', 72/5 275 7,275 7275__ 1;�a 3.5Z74 3,820 - 3,915 ` 4,250s 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, HUS210:, : 2^1635 .. 5A50 . U,, 9 °, ,880_ r , BKI ' 2,635S.895 5 7z �° -' 83 � L,8301� . 2; 20 2,ti:3' 2 4 5 f,5ti . 2,f 25,; ' N LA HGUS2I0 2,090 9100 9'00 9,100 9,100 2,090 9,100 9,100 9,100 9,1i10 1,5451 6,340 6,730 6,730 6,730 13C,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 apecny angle Top View HHUS Hanger Skewed Right hoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). r 94 Simpson Strong -Tie° Wood Construction Connectors These products are available with For stainless Many of these products are approved for installation 19 additional corrosion protection. S3 steel fasteners, ( with Strong -Drive° SD Connector screws. For more information, see p.15. see p. 21. See pp. 335-337 for more information. 4 Double 2x Sizes HHUS26-2 4-A6 14 35/i6 53/a 3 (14) 0.162 x 31/z 1 (6) 0.162 x 31/2 1,320 1 2,830 3,190 3,415 4,250 1,135 2,435 2,745 1 2,935 3,655 HGUS26-2 49A16 12 35A6 57A6 4 (20) 0.162 x 31/z 1 (8) 0.162 x 31/2 2,155 14,340 4,850 5,170 5,575 1,855 3,730 4,170 14,445 4,795 LUS210-2 1 67/16 18 3'/a 9 2 (8) 0.162 x 3'/z (6) 0.162 x 3'/z 11,445 11,830 12,075 12,245 12,830 1:245 11,575 11,785 11,930 12,435 HHUS210-2 8% 14 35A6 87/8 3 (30) 0.162 x 31/2 (10) 0.162 x 31/2 3:550 5,705 6,435 6,485 6:485 3,335 4,905 5,340 5!0160 5,190 HGUS210-2 89A. 12 35AG "G 4 (46) 0.162 x 31/2 (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes <-r1bUJLb-3 ( 4'9`ta, '.' IL� -4' 6 °5.12 --,9 <(LUJ;U IbLX3`(2',.',ltSp.U.IbLw(�,fz L h7J�•4,34Lt 4;t47U• ' ,I`/U-.-U,O(� I,,ifb5; �,F,iU, 40IU' 4," '4;/-y5°,. IBC, FL HGUS28-3 ' , . E1� 6 12' _ 475Iic T/a - 4 (36) 0.1162x 3'/z'., (12) J1162 X 31h 3 235 7,460 7460 '. -7 460� 7,460H HHUS210-3 83/s 14 4t1tifi 87/a 3 (30) 0.162 x 31/2 (10) 0.162 x 3 Yz 3,405 5,630 6,375 6,485 6,4854,840 5,485 5,575 5,575 FLHGUS210 3 8'�s 12 4t5f6 9'/a 4 _(46) 0.162 x 3'/z (16) 0.162 x 3Yz 4,095 9,100 9,100 9,100 9,1007,825 7,825 7,825 7,825 Quadruple 2x Sizes MIJUOZD-4 0V2 IL; 011,6 3M 1 ";4, e (LU),U IbGX3%2,. '111 U.I 11L`X3/2 L 13D "434U" 4,25JU A I(U;. ?AfJ P,03?;,..7,IOU ;1�1/U :4,44;D ,4,7`JJ;;. IBC, FL, HGUS28-4 71/a 12 69A6 72A6 4 (36) 0.162 x 31/2 (12) 0.162 x 31/2 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 8% 1 14 IVA 1 87Aa 3 (30) 0.162 x 3'/2(10) 0.162 x 3Yz 3,405 15,630 16,375 16,48516,485 12,930 1 485 15,575 5,575 1 FL 4x Sizes IBC, FL, LA IBC, FL LUS48 4% 1 18 3'Ar 63/a 1 2 (6) 0.162 x 31h 1 (4) 0.162 x 31/z 1 1,060 11,315 1,490 11,610 12,030 1 910 1,130 1,280 11,385 11,745 1 IBC, FL, HUS48 61/a 14 39/I6 7 2 (6) 0.162 x 31/2 (6) 0.162 x 31/2 11320 1,580 1,790 1,930 2,415 1:135 1,360 1,540 1,660 2,075 LA HHUS48 61/2 14 T% 71A 3 (22) 0.162 x 31/2 (8) 0.162 x 3Yz 1;760 4,265 4,810 5,155 5,980 1,511, 3,670 4,135 4,435 5,145 HGUS48 67A76 12 35/a 7'1A6 4 (36) 0.162 x 31/2 (12) 0.162 x 3Yz 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 HGUS412 107A6 1 12 3% 1103is 1 4 1 (56) 0.162 x 3Yz (20) 0.162 x 3Yz 1 5,695 99:045 19,04519;04519:045 1 4:900 7,180 17,780 1 7,780 1 71780 HGUS414 117f 6 1 12 1 35/a 112YIG 1 4 1 (66) 0.162 x 31/z (22) 0.162 x 31/2 15,695 10,125 10,125 10,125 10,125 4,900 1 8,190 18,190 18,190 18,190 Double 4xSizes IBC, FL, LA FL 1. Upfft 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 ANSVTPI 1-2014. Simpson Strong -Tie Connector Selector°' software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21/2" nails in the header and 0.162" x 31/2" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 1 Y2" 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 ", #' . Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full. allowable bads (with minimum nailing) apply to heel heights as low as 37/e". Minimum and maximum nailing options provide solutions forvarying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to'/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is I/a" per ASTM D1761 and D7147). See technical bulletin T C-HANGERGAP at strongtie.com for more information. Material: 16 gauge us . Finish: Galvanized L vInstallation: C Use all specified fasteners; see General Notes I 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 I for additional uplift capacity 9 _...,.._:.Options ,-- - f E • HTU may be skewed up to 671/2" See Hanger - Options on pp. 98-99 for allowable loads. i • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table 9 Many of these products are approved for installation with Strong -Drive SD Connector screws. See pp. 335-337 for more information. Typical HTU26 Minimum Nailing Installation HTU26 �% max. gap betWeen_end-of truss and carrying member HTU Installation for Standard Allowable Loads (for 1/2" maximum gap, use Altemate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) 2x Sizes Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) .n�:uco �max,�.; ..�-rz_e. di-ra.- ,a=�.1s,, un•, tacu� u �o �..a�YZ..J4U1 u.r�to a: V72 ,:I;Q0 71,ks ° a tiiU QU� I �zs.. '%_ .ailoul IBC, HTU28 (Min.) 37/a 15/s 71/i6 31/2 (26) 0.162 x31/2 (14) 0.148 x 11h 1,235 3,820 3,895 3,895 3,895 1,060 2,865 12,920 2,920 2,920 FL, HTU28 (Max.) 71/4 15/a 7Yts 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11/2 2,020 3,820 4,315 4,655 5,435 1,735 3,285 3,710 4 05 4,675 LA °HTu21f1(Min.)° .. 3'/s, 15ls 9yh6„ 3t/2;;{32),0°1,62X3?/z :{1,4}'0.148x'11 7,3f) 430'3� „4,300,3 1,145, 3?o a,225.',22a; HT112i0 {Max:) 911a;' 15/e 9s `3f/Z . `(2) 0,762,X 3'l2 ` (32) 0.148 x 1"%2 3,315 4 705 >10 s,r3U 5;995 °: `2;850 ° 4;045' ,. ,oii5 `i°Oa+3 Double 2x SizesW HtilJ26-2-(Miri.) , 13%,, 57As" 311x ��=(2{) 0.162x31/2,;. �74) 0 4li x,3, ��;515' ,2;940; 1,103 ,58rJi ,3;910 7,305,. ,1850,E .2,090 2 255 ;2;465' HTU26 2 (Maz.) - = 5112 35/is 5fis°' 31h , . {20),0:162`X 31h ..„ (20},0148;X3 2175 , `2;940+. 3 320'. ""a,o80„ _„4fs i 1,870 2y530 2,855': 3,0, 3;855 HT028-2 (Min.) 37A 3V, 71% 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1,530 3,820 4,310 4,310 4,310 1,315 2,865 3,235 3,235 3,235 IFL, HTU28-2 (Max.) 71/4 34. 71/is 3 /2 (26) 0.162 x 31/2 (26) 0.148 x 3 3,485 3,820 4,315 4,655 5:825 2,995 3,285 3,740 , 4,0115. _ a,&ICT LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govem. 4. Wind (160) is a download rating. 5. For hanger gaps between 'A' and W, use the Alternate Allowable Loads. • 6. Truss chord crass -grain tension may limit allowable bads in accordance with ANSVFPI 1-2014. Simpson Strong -Tie® Connector Selector" software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/2" 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. • 96 HTU Face -Mount Truss Hanger (cont.) li 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 No Height (m) Memher ° Carrying Member' Carried. Member,°` Uplrtt t160) ,, Floor {) 00) Snow �'i115} . Roof ' {i25) Wintl - (160) Uplift . "_(160j °° -.Floor -[",Snow (100) {115)' - Roof ° (125) _ Wmtl (160)` HTU26 (Min.). 37/a (2) 2x4 (10) 0.162 x 31/2 (14) 0.148 x 11/2 925 1,470 1,660 1,790 ' 1,875 795 1,265 1 1,430 !,540 1,615 HTU26 (Max.) 51/2 (2) 2x4 (10) 0.162 x 31/2 (20) 0.148 x 11/2 1,240 1,470 1060 1,790 2,220 1065 1,265 j 1,430 1,540 1,910 IBC, M 1/a 6 1 x11/2' 1,90 240332 �803,�05 � 1,69 d ,50 3,360`HTU28 = FL, LA HTU210(Max.) '" 91/4 {2)2x6 (20)0162'x31h (32) i148X"9?/i' 2760 ;2,940 . 3 2 580 °3,905 2,375 2,°530 2,p5a tlffi' 3,360"'. 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1W. 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanqer Gap) Model Single 2x Sizes HTU26 (Max.) .; 51h ° 1 % 5J6.,I 3W, '(200.162 x31W (200148 x Vh"i 1215 ` 2 940 31} ,3,58 3 13,00 1,045, 7,850 0 Z,20 .2;285 IBC, HTU28 (Min.) 1$/e 711A6 31/2 (26) 0.162 x 31/2 (14) 0.148 x 11/2 1.110. 3,770 3,770. 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, HTU28 (Max.) L37/s 15/8 71M6 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11h 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3.235 3,490 3,765 LA ATU210 (Mint ` ' 7 5/a9'Je' 31/z {32) 0162 x 31/z i(14) 0148 X"vh 12% 3 600 �3,600 3,600 3,600 ` 1075 ''2 700 .2;700 °2,700 ' 2,7,00 1-5/a­,; _ 9Y6: 3 h--. {32) 0162x 3?h {32) Q148 XT1 S�z 3,255 4 705 ,5 620 5,020 5,02Q 2 800 530..3,7653;765 3 765, ff Double 2x Sizes HTU26-2 {Min ). , ,.37/a 34 ?,. ,1h20. (0}1623/z_4) 0148 x.3 1 51 . 2940 3,500 3500 1,305a : t 205' 2,29511 HTU26,-2 (Max.) 51/z 3�1 .57ha 3t/2 1 {20) 0162 x',31h:. (20) 4148 x 3 : 1,910 940 &,320 3,500 3 500 1,645 2,,205 2;205 2,205 Z205 HTU28-2 (Min.) 37/a 35/16 71M6 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,986 1,280 2,865 2,985 2,985 2,985 IBC; FL, HTU28-2 (Max.) 71/4 35/16 711A6 31/2 (26) 0.162 x 31/2 (26) 0.148 x 3 3,035 3,820 4,315 4,655 5,520 2,610 2,865 3,235 3,490 4-:140 LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wihd (160) is a download rating. 5. For hanger gaps between 1/V and 1h°, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSI/TPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 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. U Z Z a 00' 0 LU F7 0 Z 0 cc En Z 0 d U) 0 e m 0 N U 0 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/,s" 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/,e" at 100% of the table load. Specify as an 'X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with'/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) for concrete and 'A' x. 21/4" Titer 2 scre;rrs (Model TTN2-25234H) far GFCMU. Follow all installation instructions and use the loads from t',a sawn lumber or RNP 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 ('/4" x 23/4" — Model TTN2-25234H) and for concrete ('/4" x 13/4" Model TTN2-25134H) are not provided with the hangers. • Drill the 3/is"-diameter hole to the specified embedment depth plus'/2". • Alternatively, drill the 3/5'-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'Kds are available., -They include a 3/,e" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/,5" x 4'/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 1'/2" and minimum end distance of 37/3" is required as shown in Figure 1 for full uplift load. • Where no uplift load is. required, a minimum end distance of 11/2" is pemlitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 tlis 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.) J* These products are available with additional corrosion protection. For more information, see p. 15. HU26 HU26X (4) 1/4 x 2 3/4 (4) 1/4 x 13/4 (2) 0.148 x 11/2 335 1,000 335 1,545 7T-t­ ' �i" HU2' (6) i/;x:�4 (4) �O": 148. 1 , 11. '�545'�-.':_' :A" v 760:", 2,'400 HU24-2 HUC24-2 (4) 1/4 x 2 3/4 (4) 114 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 1,11:126-21(Min) 1/4 X:2-W," 13i (4) 0.448 0 777_777T7­­ HU '�6-" (Max)(Mm) 21,135 )4"X �3/4 48� '135_' HU26-3 (Min.) HUC26-3 (Min.) (8) 1/4.x 2 3/4 (8) 114 x 13/4 (4) 0.148 x 3 760 2,000 760 11 3,200 HU26-3 (Max.) HUG26-3 (Max.) (12) 114 x 2 3/4 (12) 1/4 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 U1 11)0-13 A fi;� Lj? 101)0_1) A Aim I /I Al 1A O.V' IAAIAo'_'o 7on' 6,pnn.. � wzn Q 713r I HU210 I HU21OX 1 (8) 1/4 x 2 3/4 1 (8) 1/4 x 13/4 1 (4)0.148xll/2 1 545 1 2,000 1 760 1 2,415 1 HU210-3 (Min.) I HUC210-3 (Min.) (14) 114 x 2 3/4 (14) 1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HU0210-3 (Max.) (18) 114 x 2 3/4 (18) 1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU2i2X--I; 4 x 2Y4 "1 (10) 1�4 x 2 5 HU212-2 (Min.) HU0212-2 (Min) (16) 1/4 x 2 3/4 (16) 1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HU0212-2 (Max.) (2 2) 1/4 x 2 3/4 (2 2) 1/4 x 11/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 '(Min!) J HUC2112-3 (Min (16 4 I U212-3(Max.) 212(Max) "�4x 2Y4 t (2/a- i / bi 0148j3 6"" 18 HLJ214 HU214X (12) 1/4 x 2 3/4 1 (12) 1/4 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 1 2,665 HU214-3 (Min.) HU0214-3 (Min.) (18) 1/4 x 2 3/4 (18) 1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HU0214-3 (Max.) (24) 114 x 23/4 (24) 1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 HU216X J18�,1�4 x'23/4, 8) 0 %xj 0148 ­1,515 15 i"11!0� 'K� 20 HU216-2 (Min.) HUC216-2 (Min.) (20) 114 x .23/4 (20) 1/4 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUG216-2 (Max.) (2 6) 114 x 2 3/4 (2 6) V4 x 1 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU7 (Min.) (Not available) (12) 114 x 2 3/4 (12) 1/4 x 13/4 (4) 0.148 x 1 545 2,980 760 2,980 (Not available) (16) 1/4 X 2�/4 (16) IA x 1 �/4 (8) 0.148 x 1112 1 1,085 3,485 1,085 HU7 (Max.) 3.485 HU11 (Min.) (Not available) (22)1/4x23/4 (22)1/401/4 (6)0.14801/2 1,135 3,230 1,135 1 3,230 HU11 (Max.) (Not available) (30)1/4x23/4 (30)1/40% (10)0.1480% 1,445 3,735 1,445 1 3,735 i STAGGER JOINTS - TYF RAISED HEEL ROOF TRIS5ES B/SKI PLAN �la��aari■�a� lit ' ■I_I�■I.I aaa�a�aaaaaa�aaa�aaaaar� UPLIFT/SHEAR ANC _ EACH TRUSS - SEE PLAN 5/SKI -O NOTE: ADD'L FRAMING NOT , SHOWN FOR CLARITY RAISED HEEL TRUSS BEARINGS QAeCALE� NTS :IBBON BOARD- SEE OHEDULE FOR SPACING t ASTENING TO TRUSSES —MASONRY WALL - SEE PLAN I k r ROOF SHEATHING- SEE PLAN RAISED HEEL ROOF TRUSSES -SEE PLAN 6OFFIT/FA5GIA-.SEE ARCH. -" W N RIBBON BOARD - SEE SCHEDULE FOR SPACING d FASTENING TO (3 N TRUSSES WALL SHEATHING -SEE PLAN MIN. I5/32' CDX PLYWOOD OR E 1/16' 055 WITH 8d GUN NAILS (0.131' X 2 1/2') 9 6' O.G. TO UPLIFT/SHEAR GYP. CEILING - RIBBON BOARDS ANCHOR EACH SEE PLAN a TRUSS- SEE PLAN. SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS MASONRY WALL - BOTTOM CHORD SEE PLAN RA15ED HEEL TRUS5 BEARINr, SCALE, NIS SKI RIBBON 5GHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT volt=165 MPH i (2) 12d GUN (0.131' X 3') (Vaed=128 MPH) 2X4 5PF"2 24' TO EACH TRUSS, (4) EXP. B, NAILS AT JOINTS ENCLOSED Vult=180 MPH (2) 12d GUN (0.131' X 3') (Vasd=139 MPH) 2X4 SPF�2 16' TO EACH TRUSS, (4) EXP. C, NAILS AT JOINTS ENCLOSED 0�469.9 0 U 'Uze Z FX0 OW - Ui» Oaa W LL 8 d. ZOm2" W z fL 3 U SHEET TITLE: RiOpON OETM fOR R/.6f:D NEFI E000IRU556 SHEET INFORMATION: 00 NO. 3lI IId DOE ISS m 1-16 DR er: REVIFM'®er: m SK.1 ]]e-a?*tt -- ----'«/x� (f§:4h&,nd additional 6760 Fmo-' 'guke �n� ' - '�6n `^ ',^ `` -_~�- __-~~�L -~~~. `~~+~-. - ~' ~_--�~----- This docurnerA has been eiectr c* sigt d end seeled using 8 E)4gft SIgnabs$. €1doted cubs v+withotR an crigl1w s grt*ue rrustbo vefffledusing 1' *Orig}I11l electioricversio'1. y� m H. COA #0 278 ..,.... + � 03/1012021 Al � fi ALPINE AN JT W COMPANY Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando; FL 32821 Phone:(800)755-6001 www.alpineitw.com Site Information:. Customer. Carpenter Contractors of America Job Number.- N334501 Job Descri tion: ,7A5/320 ,182EC,E ,02H ,RIOI / 1828/CALI/4EBB ELEV.C,E Address: Sob En ineern ` Griteia: Design Coder FBC 7th Ed. 2020 Res IntetliVIEW Version: 20 02.00A JRef#: 1X31-89750041 ✓Vind Standard: ASCE 7-16 Wind Speed'(mph): 160 Design Loading (psf) 37.00 3uildin Type: Closed This package contains general notes pages, 33 truss drawing(s) and 4 detail(s). Item Draw! rs . Humber `Truss 1 069':21,.1140.50852 Al 3 069.21.1140.50572 A2 5 069.21.1140,50884 A4 7 069.21.1140.49963 A6 9 069.21.1140.50885 A8 11 069.21.1140.50010 A10 13 069.21.1140.50727 All 15 069.21.1140.52212 A14G 17 069.21.1140.50041 A16 19 069.21.1140.51338 C1GE 21 069.21.1140.51853 D2 23 069.21,1140.51712 V8 25 069.21.1140.50369 ER 27 069.21.1140.51055 EJ3 29 069.21.1140.50416 CJ3 31 069.21.1140.50900 CJ1A 33 069.21.1140.51572 HJ3 35 GBLLETIN0118 37 1 VALTN160118 ttemr , Number-, Truss 2 069.21.1140.51557 A1A 4 069,21.1140.49964. A3 6 06921.1140.50024 A5 8 069.21.1140.50430 A7 10 069.21.1140:50743 A9 12 069.21.1140.50462 Al2 14 069.21.1140.50368 A13 16 069.21.1140.51010 A15 18 069.21.1140.52055 Bi.GE 20 06921.1140.51728 D1 22 069.21.1140.51260 D3G 24 069.21.1140.51228 V4 26 069.21:1140.52149 ERA 28 069.21.1140.50696 CJ5 30 069.21.1140.51119 CJ1 32 069.21.1140.50102 HJ7 34 A16015ENC160118 36 VAL180160118 Florida. Certificate of Product Approval #FL1999 Printed 3/10/2021 1Z05:22 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.oro. 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. Pagel 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 referencedpanel 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.orq. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com. Page 3 of 3 SEQN: 249671 / COMN Ply: 1 FROM: RWM Qty: 11 6'1"7 6'1 "7 Job Number: N334501 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALIMEBB ELEV.C,E Truss Label: Al 12'11"15 19'10" 26'8"1 6'10"86'10"1 =5X5 E 39'8" 10' 10' 19'10" 29'8" Cust: R 8975 JR&AX31_89750041 T10 DrwNo: 069.21.1140.50852 SSB / YK 03/10/2021 33'6"9 6'10"8 6'1'7 10, 1' 39'8"+ Loading Criteria (ps0 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): 0.222 K 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1711 /_ /_ /961 /309 /444 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 K 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 J - - H 1711 /- /- /961 /309 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.140 J Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.617 H Brg Width = 8.0 Min Req = 2.0 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.882 Bearings B & H are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.457 Bearings B & H require a seat plate. Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE IVIEW o r —uwel 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. ✓Uind loading based on both gable and hip roof types. a r Y •o �o e° a. 08 1 a "o S ! V to ,q s rr i v 0��la �.' apeb�Be,�aMO •� � 1 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 COA# ,$ A. �pi88r4111911i6"` 03/10/2021 **WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Buildinc 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, tap chord shall have proper)v attached structural sheathing and bottom chord shall have a properl attachetl rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Appigy 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 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 bracin44 of trusses. A seal on this drawing or cover pa4e listing this drawin indicates acceptance of professional encLineenng responsibility solely for the design shown. The suitability and use of this drawing for any sfr'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249704 / COMN Ply: 1 Job Number: N334501 TDZNo: R 8975 JRefAX3L89750041 T25 / FROM: ALS city. 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E 069.21.1140.51557 Truss Label: A1A / WHK 03/10/2021 7'112 12' 17'1"12 19'10" 23'8" 31'8"14 398" 7'112 4'014 5'1"12 2'8"4 3'10" 8'0"14 7'11"2 =6X6 F 39'8" T' 2'1_'12 3' 6,8" 8'1"1 11'10"4 14' 17' 23'8" 1 31'811 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: 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. 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 Udef! U# VERT(LL): 0.386 O 999 360 VERT(CL): 0.669 0 706 240 HORZ(LL): 0.168 K - - HORZ(TL): 0.314 K Creep Factor: 2.0 Max TC CSI: 0.791 Max BC CSI: 0.896 Max Web CSI: 0.765 VIEW Ver: 20.02.00A.1020.20 e a jyr, y ,B 0�ywa®ep a4 Wind o a Wind loads based on MWFRS with additional C&C member design. T o Wind loading based on both gable and hip roof types. e° 4d moo ffd✓. + Bottom Chord section between vertcials may , o® t 0 °8 1 . be removed. - �` °®deed„„so•®' C`�¢ COA�i�A 03/10/2021 t2 m b ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /961 /309 /444 1 1556 /- /- /961 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 1 Brg Width = 8.0 Min Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1410 - 2745 F - G 1410 - 2068 C - D 2144 - 4245 G - H 1218 - 2103 D - E 1499 - 2794 H - 1 1423 - 2777 E - F 1658 - 2771 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2371 -1107 L - K 2402 -1107 Q - M 3738 -1614 K - 1 2406 -1106 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - S 814 -1523 M - F 2007 -1008 C - Q 1476 - 551 M - L 1864 - 604 S - Q 2850 -1327 F - L 492 - 506 Q - D 1271 - 562 L - G 452 - 368 D - M 825 -1539 L - H 475 - 688 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, 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)% attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join i Details, unless noted otherwise. Referto 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 res p.onsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,. installatwn.and bracin44 of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249705 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T9 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50572 Truss Label: A2 SSB / WHK 03/10/2021 6'1 "7 6'1"7 1' i 10' 56" 12'"15 T' 19' + 20'$" 27-1"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 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. a5X5=5X5 E F 39'8" 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.172 L 999 360 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 , fin._-.,,rVl. H. 0 7108 1 4 s 4 � [' s taan.,Mmo m4�', &idP499916§f9N 03/10/2021 33'6"9 + 39'8" 6'5"8 6'1"7 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 I 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 - 1 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 - 1 2444 -1241 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 508 -119 L - F 548 - 356 D - L 521 - 683 L - G 521 - 683 E - L 548 - 356 G - K 508 -119 "WARNING' READ AND FOLLOW ALL NOTES ON THIS DRAWING! "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin -installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face oT 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 BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the truss in conformance with ANSI/) PI 1, or for handling, shipping,, installation. and bracing of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of iris drawing for any structure is the responsibility of the Building -Designer perANSI/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: 249706 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T22 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.49964 Truss Label: A3 �SSB / WHK 03/10/2021 6'1"7 12'0"15 160"1 31'7"15 27'7"1 6'1"7 5'11"9 5'11"2 3'7"14 5'11"2 10. 10' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 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 0.1280" 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 39'6" 9'10.. 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.171 L 999 360 VERT(CL): 0.319 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.124 K Creep Factor: 2.0 Max TC CSI: 0.408 Max BC CSI: 0.748 Max Web CSI: 0.485 Ver: 20.02.00A.1020.20 `�,..-- ••ruff y��v�� �e,r�T eepa�aa•orv.�`/{J�,�°�fi 47. 70$ I 0 m � • • COA` V$t�LesA;sue 03/10/2021 33'6"9 398" 5'11"9 + 6'1"7 t2 in m 10, 1' 39-13" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /965 /312 /407 1 1556 /- /- /965 /312 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 I 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 1608 - 2796 F - G 1252 -1794 C - D 1497 - 2523 G - H 1498 - 2523 D - E 1252 -1794 H - 1 1609 - 2796 E - F 1245 -1635 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2439 -1329 L - K 2064 -1027 M - L 2064 -1048 K - 1 2439 -1308 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 495 -106 L - F 523 - 300 D - L 497 - 674 L - G 497 - 674 E - L 523 - 300 G - K 495 -106 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs -shall have bracin installed per BCSI sections 63, 67 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 _. drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Build inQQComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI lTPI 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 tneertng responsibility solely -for the design shown. The suitability and use of )his drawing for any structure is the responsibility of the Building esigner per ANSI/T�1 1 Sec.2. Suite 305 For more information see these web sites: AI ine: alpineilw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.ora; AWC: awc.ora Orlando FL, 32821 SEQN: 249707 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T11 I FROM: RWM Qty: 1 ,7A51320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50884 Truss Label: A4 �SSB / WHK 03/10/2021 T1014 + 17' I 22'8" T10"14 9'1"2 5'8" ;5X5 =5X5 D E 39'8" 1' 10, 9'10" T 10, 1 19,10" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 31'9"2 39'8" 9'1"2 + 7'10"14 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.149 J 999 360 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 03/10/2021 Ve r: 20.02.00A.1020.20 10, 1' 39'8"r ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1552 /- /- /965 /318 /386 G 1552 /- /- /965 /318 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 G Brg Width = 8.0 Min Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 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 - I 770 -435 K - D 770 -435 I - 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, 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 roperlr attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for ermanent-laterel restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. App7gy 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, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,, installation and 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 the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2497081 HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef1X3L89750041 T24 / FROM: RWM City: 1 ,7A5/320 ,182EC,E ,02H ,RIOT / 1828/CALI/4EBB ELEV.C,E DnvNo: 069.21.1140.50024 Truss Label: A5 SSB / WHK 03/10/2021 6'1"7 16'0"1 237'15 6'1"7 91101,10 77'14 .6X6 ; 6X6 D E 39'8" 1' 10' 9'10" } 10' t 19,10" Loading Criteria (psi) 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 It 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/2 to h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Loc. from endwall: not in 9.00 It 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; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types 9'10" 29'8" 33'6"9 39'8" 91101,10 6'1"7 10, 39'8" I Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0,156 J 999 360 Loc R+ ! R- / Rh / Rw / U / RL VERT(CL): 0.292 J 999 240 B 1556 /- /- /964 7713 /366 HORZ(LL): 0.064 1 - - G 1556 /- /- /964 /713 A HORZ(TL): 0.119 1 Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Max TC CSI: 0.799 G Brg Width = 8.0 Min Req = 1.8 Max BC CSI: 0.745 Bearings B & G are a rigid surface. Max Web CSI: 0.485 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. VIEW Ver: 20.02.00A.1020.20 B - C 1841 - 2852 E - F 1665 - 2513 C - D 1665 - 2513 F - G 1841 - 2852 � •Qs�.aa gas°°• ��/,�i a° m 0. 7(J8 _ A � • e • S T 0 . • ` COA AL +��rpfr��1�►��a� 03/ 10/2021 "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 bracinc. Refer to and follow the latest i D - E 1456 -1829 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2505 -1555 J - 1 1780 - 984 K - J 1780 -1005 I - G 2505 -1535 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 511 - 469 E - 1 617 - 249 K - D 617 - 248 I - F 512 - 469 of BCSI mngs i oum-c ror sianuaro plate posmons. Kerer To )oos general Notes page Tor aoomonal Information. ine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ,s in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracingpof trusses. A seal on this drawin or cover pa a 675o Forum Drive ng this drawing indicates acceptance of professional en Ineering responsibil solely -for the design shown. The suitability and use of This Ning for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 more information see these web sites: Alpine: alpineilw.com; TPI: tpinst.oro: SBCA: sbcindustrv.com: [CC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEON: 249709 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L69750041 T7 / FROM: RWM ply: 1 7A5/320 ,182EC,E ,02H ,RIO1 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.49963 Truss Label: A6 SSB / WHK 03110/2021 7'10"14 15' 24'8" 31'9"2 39'8" 7'10"14 7'1 "2 9'6" T1'T 7'1014 EE�13X6 = 6X6 D T3 E 12 6 ,5X5 �5F5 C o_ '2 r W co W1 B G A � H �88 4X6(A2) =5X5 =5X5 =5X5 =4X6(A2) 39'8" �1' 10' 9'10" 9.10" 10 1 10' 19,10" 29'8" 39'8" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: 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): 0.159 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 /- /- /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 Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.115 1 Wind reactions based on MWFRS 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: 0.913 g q = Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G are a rigid surface. Bearings B & G require a seat plate.Members Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474 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: 0.16 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1807 -2729 E - F 1827 -2537 C - D 1826 - 2538 F - G 1807 - 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 1 - 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 y+t$tiifktJtit�llft}+tttttt ♦4�` l�� ��a r®� ri: ♦ p ��Va��♦ d a 0 f r s O 0 6 ° S P,T d i � r is ,�A j♦ y` ,,*♦qq COA U''+825YON L � �►�P>4tnr,w415tt� 03/10/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in -fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component -Safety Information, by TPI and SBCA) fo'r safety to these functions. Installers practices prior performing shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)yattached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for Permanent lateral restraint of webs shall hav 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 tt a Join Details, unless noted otherwise. Defer to 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 truss in conformance with ANSIPI1, 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 For acceptance of professional engiineering responsibilit�yr solely�or the design shown. The suitability and use of This Suite drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; )CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249710 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T23 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E I DrwNo: 069.21.1140.50430 Truss Label: A7 SSB / WHK 03/10/2021 6'1"7 14'0"1 19'10" 25'7"15 33'6"9 39'8" 6'1"7 7'10"10 T 5'9"15 T 5'9"15 7'10"10 6'17 .5X5 1112X4 =5X5 D E F T2 12 6 � W T4 5 5X5 C G W3 m r` B H A � 4X6(A2) = 5X5 = 5X8 =_ 5X5 =4X6(A2) 39'8" 91101, 9'10" i 10, 10' 19,10" 29'8" +1'� 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.176 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.329 E 999 240 B 1556 A /- /958 /715 /325 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /958 /715 P Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.121 J Wind reactions based on MWFRS Mean Height: 15.00 ItB NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: 4.2 psf Br Width = 8.0 Min Re = 1.8 9 q — Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.743 H Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.748 Bearings B & H are rigid s Bearings B & li require a seaatt plat late. Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.434 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 1975 -2822 E-F 1780 -2112 C - D 1821 - 2515 F - G 1821 - 2515 Top chord: 2x4 SP #2 N; T2,T4 2x4 SP #1; D - E 1780 - 2112 G - H 1975 - 2822 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2470 -1666 K - J 1912 -1210 member design. L - K 1912 -1231 J - H 2470 -1645 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 439 - 395 F - J 556 -182 L - D 556 -182 J - G 439 - 395 E - K 440 - 281 1t01ittd itlFltr �}$9Lif • ® o. 7`08 I o • .M s ° • q t T 0 ii ••0O®°YIi°gV Ops'r COA ��r$AL kt@P111I1"e"OU01 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! '"IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handling shipping, installing and bracing. Refer to and follow the latest edition Component Safety Information, by TPI r of BCSI (Building and SBCA) 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 aproperly - attacheU rigid ceilin Locations shown for permanent lateral restraint of webs shall hav bracin installed per BCSI sections B3, B7 or B10, as applicable. App y lates to each face. of truss and position as shown above and on tt a Join Details, unless noted otherwise. Defer to drawings 160A-Z for s�andard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/1 PI 1, for handling, installation or shipping,. and bracingof trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249711 ! HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JR&AX31-89750041 T6 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50885 Truss Label: A8 SSB / WHK 03/10/2021 6'9"4 13' 19,101, 26'8" 32'10"12 39'8" 6Z'4 6'2"12 6'10" 6'10" 6'2"12 6'94 :5X5 1112X4 = 5X5 D E F 12 6 � �2X4 W 02X4 m C o G m io W3 n B H lew, A I 4X6(A2) =5X5 =5X8 -5X5=4X6(A2) 39'8" 10' 9.10" 9110.. 10, 10' 19,10" 29,8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240 B 1556 /- /- /953 f716 /305 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /953 f716 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.121 J - - Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 5.0 BCDL: 5.0 psf H Br Width = 8.0 Min Re 9 q = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.754 Bearings B & H are a rigid surface. Bearings B & H require a seat plate.Members Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687 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 Top chord: 2x4 SIP #2 N; C - D 1925 - 2523 F - G 1925 - 2523 Bot chord: 2x4 SIP #1; D - E 1973 -2289 G - H 2O14 -2780 Webs: 2x4 SIP #3; W3, W5 2x4 SP #2 N; Maximum Sot 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 qg#t;64sti1lE�t/srptr D - K 425 -401 J - G 381 -339 �� �,g+frPff4 E - K 585 - 391 � �t QdM♦ama♦oo@p" S Q.708 � a s° i o r °s m e •0� S }{ PsT s e A- OIVAL oftf" IJON 14B01t5%'�`10`, 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! `"IMPORTANT"` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI SBCA) for to and safety practices prior performing these functions. Installers shall provide temporary bracingper BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq 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 Join Details, unless noted otherwise. Defer to ' 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 truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracingq of trusses: A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional emmneering responsibilit�yr solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer ANSI/TPI 1 Sec.2. Suite 305 per For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249712 / HIPS Ply: 1 Job Number: N334501 R 8975 JRef:1X3L89750041 T21 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E o: 069.21.1140.50743 FDN Truss Label: A9 / WHK 03/10/2021 6'3"4 12'0"1 19,101, 27'7"l5 33'4"12 39'8" 6'3"4 5'8"12 7'9"15 7'9"15 5'8"12 6'3"5 :5DX5 1112E4 = 5 F5 12 T 6 � �2X4 W C MI Gq v `O W3 or in B A H 1-1 I8,8„ J. =4X6(A2) =5X5 =5X8 =5X5 =4X6(A2) 39'8" 10' 9'10" 9.10" 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240 B 1556 /- /- /947 1717 /284 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - - H 1556 A /- /947 /717 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.124 J Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.748 H Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.753 MWFRS Parallel Dist: h/2 to h Bearings B & H are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.999 Bearings B & H require a seat plate. Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Members not listed have forces less than 375# GCpi: 0.18 Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Chords Tens.Comp. Chords Tens. Comp. Lumber B - C 2102 -2791 E - F 2189 -2492 Top chord: 2x4 SP #2 N; C - D 1987 - 2524 F - G 1987 - 2524 Bot chord: 2x4 SP #1; D - E 2189 -2492 G - H 2103 -2791 Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2434 -1769 K - J 2065 -1444 member design. L - K 2065 -1465 J - H 2434 -1748 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 498 -118 K - F 539 - 531 D - K 539 - 531 F - J 498 -118 t$Bti4416d06fAfgr�l E - K 685 -462 v_ '®amaoaeoaa®� f,,rr*ram e •, 'r e q I 0.7,08 1 • • e ee Al r �h- w• OX o COAX6��n�Gr�� 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "`IMPORTANT`" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricatingg, handlingshipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI SBCA) and r safety practices prior to performing these functions. Installers shall provide bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall temporary have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections as applicab)e. Apply to face. B3, B7 or B10 ' Oates each of truss and position as shown above and on the Joint Details, unless noted otherwise. drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. Refer to — Alpine, a division of ITW Buildin$QComponents 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 drawin or cover pa a listing this drawing indicates acceptance of professional encLineering responsibilittyy solely or the design shown. The suitabili>9y and use of this 675o Forum Drive drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineilw com; TPI: tpinst or ; SBCA: sbdndustry com• ICC: iccsafe orq• AWC: awc orq Orlando FL 32821 SEQN: 249713 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T5 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50010 Truss Label: A10 SSB / WHK 03/10/2021 5'94 11' 19, 28'8" 33'10"12 39'8" 5'9"4 5'2"12 8' 9'8" 5'2"12 5'9"4 55 =5ET35 �5X5 D F 12 T 6 � �2X4 W i2X4 o C (a) (a) G n W3 co co B 1 H J48'8" T3A 1 4X6(A2) =5X5 =5X6 -5X5=4X6(A2) 39'8" 10' 9'10" 9'10" 10, 1� 10' 19'10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240 B 1556 /- /- /940 f718 /264 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 /718 A EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.127 J - - Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: 4.2 psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.934 H Br Width = 8.0 Min Re 1.8 g q Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2194 -2804 E - F 2386 -2693 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; C - D 2057 - 2533 F - G 2066 - 2539 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 nails(0.113"x2.5",min.). Restraint material to be supplied L - K 2147 -1575 J - H 2440 -1822 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 same size, species, grade, and 80% length of web D - K 739 -778 F - J 466 -52 member. Attach with 0.1284" gun nails @ 6" oC.t141lRS!!!lfttldtpp�'r E - K 789 -534 Windti P��T'e, Wind loads based on MWFRS with additional C&C V •+Q++a ��,,+tltl rr�� member design.`Otlo: Wind loading based on both gable and hip roof types. a o.7U8 i r o a • Amp S �� s+ Ti1 W o�1•i"�,L� n + i o � ,aAs WWw� � qe COA�#ffj n6"1 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING "IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety to these functions. practices prior performing Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310, as applicab3ie. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to 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 truss in conformance with ANSIl� PI 1, or for handling, shipping,, installation bracinctof trusses. A and seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en ineenng responsibilit�yr solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the BuildingUesigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awC.org Orlando FL, 32821 SEQN: 249714 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T4 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50462 Truss Label: Al2 SSB / WHK 03/10/2021 9' 17' 22'6" 30'8" 39'8" 9' 8' 81 9' 6X6 T2 —5p5 =4E4 T3 =6X6 F T 12 6 W o (a) (a) m v W5 TB A c; G i In � H 4X6(A2) = 6X6 = 6X6 = 6X6 =4X6(A2) 39,8" �1' 10' 9'10" 9'10" 10 1 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 /- /- /921 /720 /223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 A /- /921 /720 A 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 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Br Width = 8.0 Min Re 9 q = 1.8 Soffit: 0.00 BCDL: 5FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 psf G Brg Width = 8.0 Min Req = 1.8 .0 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. Spacing: 24.0 " C&C Dist a: 3.97 it Rep Fac: Yes Max Web CSI: 0.306 Bearings B & G require a seat plate. Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2250 - 2705 E - F 2239 - 2478 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; C - D 2238 - 2478 F - G 2250 - 2704 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) 1 X4 #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 1- 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 I - F 718 430 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc.ytiii/lfltfittlrla�iF� Wind y H • Wind loads based on MWFRS with additional C&C �a`' s`aaP"•P,P*.•j `r'�e member design. 0 : V1 p & a.Pty 4 Wind loading based on both gable and hip roof types. ?� as 7,08 1 a a ■ ■ S i� 1 00 a : i�, J off`® ' 03/10�'//2.DX021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition Component Safety Information, by TPI SBCA) fo'r of BCSI (Building and safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections as applicable. Apply to face B3, B7 or B10 - ' plates each of truss and position as shown above and on the Join Details, unless noted otherwise. drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Refer to Alpine, a division of ITW Buildingq�Components Group Inc. shall not be respponsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or -for handling, shipping,, installatlon and bracing of trusses. A seal on this drawingor cover pa a listing this drawing indicates acceptance of professional engineering responsibilit�yr solely -for the design shown. The suitabilifand use of this 675o Forum Drive drawing for any structure is the responsibility of the Building -Designer per ANSYTf l 1 Sec.2. Suite 305 For more information see these web -sites: Alpine: alpineitw.com; TPI: tpinst.or • SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249715 / SPEC Ply: 1 Job Number: N334501 Cust: R 8975 JRefAX3L89750041 T2 / FROM: RWM Qly: 1 7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50727 Truss Label: All SSB / WHK 03/10/2021 57'4 5'7"4 T fo bo T= 10'8" 11'3"15 16'0"1 23'7"15 5'0"12 15 4'8"2 77'14 29'7"15 3918" 6' 10'0"1 5X5 p F5 =4F4 =5n5 =5X5 10' 10' 19'10" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA Des Ld: 37.00 EXP: C Kzt: NA Building Cade: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Loc. from endwall: not in 4.50 ft FT/RT:20(0)/l0(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE. 18SS Lumber Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; 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 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.229 L 999 360 VERT(CL): 0.427 L 999 240 HORZ(LL): 0.076 K - - HORZ(TL): 0.142 K Creep Factor: 2.0 Max TC CSI: 0.820 Max BC CSI: 0.802 Max Web CSI: 0.811 VIEW Ver: 20.02.00A.1020.20 03/10/2021 10' 1 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 P P /932 /716 /257 1 1556 /- /- /930 1718 P 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 2225 - 2806 F - G 2509 - 2878 C - D 2062 - 2521 G - H 2O44 - 2305 D - E 1917 - 2214 H - 1 2093 - 2649 E - F 1976 - 2258 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2452 -1880 L - K 2805 - 2204 M - L 2814 - 2230 K - 1 2266 -1674 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 1699 -1345 G - K 774 - 669 M - E 760 - 872 K - H 693 - 431 M - F 856 -742 —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 �roper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. Apply Oates to each face of truss and position as shown above and on the Join, Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin jcLComponents 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 pate 675o Forum Drive listing -this drawing indicates acceptance of professional engineering responsibilitty� solely or the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec. 2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: ICC: iccsafe.oro: AWC: awc.orc Orlando FL, 32821 SEQN: 249716 / COMN Ply: 1 Job Number: N334501 Cust: R8975 JRef:lX3L89750041 T20 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,Ri01 / 1828/CAL1/4EBB ELEV.C,E DrwNo: 069.21.1140.50368 Truss Label: A13 �SSB / WHK 03/10/2021 5'7"4 + 10'S" + 1 5'74 5'0"12 i 5X5 D T 6 - "2X4 C w B = A 3X6(A1) B1 10.8" 21'7"15 8'4" PE = H0610 T3 F =3X8 =5X5 N =0 20'8" 1 68" 5'4" + 7-10" 16 23' 10" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf., NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA Des Ld: 37.00 EXP: C Kzt: NA NCBCLL: 10.00 Mean Height: 15.00 ft Building Code: TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Loc. from endwall: not in 4.50 it FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 IArA%/M uc Lumber Top chord: 2x4 SP #2 N; T3 2x4 SP #1; T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #2 N; 131 2x4 SP #1; Webs: 2x4 SP #3; W7 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web t member. Attach with 0.128x3" gun nails @ 6" oc. Wind 317'15 39'8" 10, T 810"1 T4 —6G T (a) W v � io H ,1106,8„ =5X5 = 3X6(A1) 13'4" 7'10" 8' 31'8" 39'8" Defl/CSI Criteria gt;t4tttr8tfa0frt/r ®Prp° ♦ Maximum Reactions (Ibs), or'=PLF PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.043 M 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.080 M 999 240 B 840 /- /- /551 /397 /257 HORZ(LL): 0.017 J - - N' 315 /- /- /159 /140 /- HORZ(TL): 0.028 J - H 585 /- /- /436 /242 /- Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.957 B Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.647 N Brg Width = 68.0 Min Req = - Max Web CSI: 0.546 H Brg Width = 8.0 Min Req = 1.5 Bearings B, N, & H are a rigid surface. Bearings B, N. & H require a seat plate. Members not listed have forces less than 375# VIEW Ver: 20.02.o0A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 959 -1265 E - F 645 - 628 C - D 755 - 932 F - G 648 - 471 D-E 808 -911 G-H 324 -611 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 1088 - 733 K - J 924 - 213 M - L 931 - 620 J - H 455 -107 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - M 396 -367 L - F 903 -565 t7Ffr�f�: 1 M E 442 299 K G , oo �✓ ��yi - - - K94 -1043 E - L 449 -564 q0 •• f k Wind loads based on MWFRS with additional C&C �'�' N p°` �(,`r ° , member design. Q °' V' `� 116 tL Wind loading based on both gable and hip roof types. d +►° o.708 9 " ip ar•�i0Y11 Y4P�•P �/`' COA �mresffiorlea`1 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! '"IMPORTANT`" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attache riV ceilin Locations shown for permanent lateral restraint o webs shall have bracing 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 Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the - truss in conformance with ANSI/TPI 1, or for handling, shipping,. Installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive fisting this drawing indicates acceptance of professional en I ,eering responsibilit�•solely_ or the design shown. The suitability and use of mis drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249734 / HIPS Ply: 2 Job Number: N334501 Cust: R 8975 JRO:1X3L89750041 T12 / FROM: JRH Qly: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI14EBB ELEV.C,E DrwNo: 069.21.1140.52212 Truss Label: A14G SSB / WHK 03/10/2021 2 Complete Trusses Required 7' 17' 228" 32'8" 39'8" 7' 10, 5'8" 10, 7' 12 =6C6 T2 =8X8 =8X8 =6X6 D T3 E T4 F 6 T T Cl) B in 1 3 A H 4X6(A1) =8X8 =8X8 =8X8=4X6(A1) 1 39'8" �1' 10' 9.10" 9110" 10 1 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.295 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.555 J 850 240 B 3135 /- /- /- /1427 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 3136 /- /- /- /1428 /- Des Ld: 37.00 EXP: C Kzt: NA 0.121 1 Wind reactions based on MWFRS Mean Height: 10.51 ItHORZ(TL): NCBCLL: 0.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: psf G Br Width = 8.0 Min Re Soffit: 0.00 gCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TIC CSI: 0.676 9 q = 1.8 5.0 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.507 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Max Web CSI: 0.760 Members not listed have forces less than 375# Loc. from endwadwall: NA FTlRT:2T:20(0)0)110(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" nails K - J 4768 -2187 I - 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 - 1 727 -1297 Loading K-D 727-1298 I-F 1287 -417 #1 hip supports 7-0-0 jacks with no webs. F�9•" e !• !t !P �.,.,xS{�d4i416tnt!€Oftrt! �fdg'rj Wind , ii• 1d �'' A Wind loads and reactions based on MWFRS. tQu�°"f °°° •+.®"��+ �����+ No` Wind loading based on both gable and hip roof types. 0.7108 v ® y s t7 P19 V • �, ®N AL, COA , 03/10/2021 '•WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI SBCA) and 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 id Locations attached ri ceiling shown for permanent laterel restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face of truss and positron 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 Buildingcs1�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 bracin and of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilit� solely or the design -shown. -The suitability and use of This drawing for any sgr'ucture is the responsibility of the Building Designer per ANSUTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2497171 COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef.*1X3L89750041 T19 / FROM: RWM Qty.. 1 ,7A5/32o ,182EC,E ,02H ,Riot / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.61010 Truss Label: A15 �SSB / WHK 03/10/2021 5'7"4 10'8" 15'3"15 23'3"15 31'8"1 32'8" 39'8" 5'7"4 5'0"12 4'715 8' 8'4"2 11.15 7' =5X5 D 12 T T 6 %2X4 =5X14 =HOF10 =5X10(SRS) H 0o C T3 T4 G T (a) o "' ;-- A 3X6(A1) =5X08 =5X5 -4X6 =4X4L =5X5 =3X6(A1) 5' 21' 13'8" 8' 5' 5' 5'8" 8' 8' 16' 21' 26' 31'8" 39'8" Loading Criteria (psf) Wind Criteria e Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pt. NA Ce: NA VERT(LL): 0.038 0 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.072 0 999 240 B 745 /- /- /497 /341 /276 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 K - - M 1429 /- !- /726 /654 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.031 K - - L 629 /- A /238 /218 /- Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.psf Building Cade: Creep Factor: 2.0 1 534 A /- /399 /245 /- Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.701 Wind reactions based on MWFRS Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.635 B Brg Width = 8.0 Min Req = 1.5 " Spacing: 24.0 C&C Dist a: 3.97 ft Re Fac: Yes Max Web CSI: 0.703 P M Brg Width = 8.0 Min Req = 2.0 Loc. from endwall: Any FT/RT:20(0)/10(0) L Brg Width = 8.0 Min Req = 1.5 I Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): Bearings B, M. L, & I are a rigid surface. Wind Duration: 1.60 WAVE HS VIEW Ver:.20.02.00A.1020.20 Bearings B, M, L, & I require a seat plate. Lumber Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; T3,T4 2x4 SP #1; Maximum Top Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Webs: 2x4 SP #3; B - C 1109 -1100 E - F 800 -732 Bracing C - D 1003 -901 G - H 766 -618 (a) 1X4 #3SRB or better continuous lateral restraint to D - E 835 - 674 H -1 595 - 577 be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2ff%min.). Restraint material to be supplied Maximum Bot Chord Forces Per Ply (Ibs) and attached at both ends to a suitable support by Chords Tens.Comp. Chords Tens. Comp. erection contractor. (a) scab reinforcement may used in lieu B - 0 936 - 827 M - L 464 - 410 restraint. scabs (1aint. substitute (1) scab for (1) CLR and (2)) O - N 570 -442 L - K 530 - 367s for (2) CLR'S where shown. Scab reinforcement to be N - M 598 -426 K - I 451 - 326 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. tgBltietriitsatrtJplr Maximum Web Forces Per Ply (Ibs) Wind ,� • Jf/ri�i f / r Webs Tens.Comp. Webs Tens. Comp. Wind loads based on MWFRS with additional C&C P'�r.� � ++v.006"°°'0,q' C - 0 502 -291 M - F 909 - 732 O D 469 L G member design.�.�a��` Wind loading based on both gable and hip roof types. E+�+ ��11 �� o � ee s - -387 - 947 -898 E - M 1635 -1574 e r e P e i •` ee'•�aaN �P'Oye �``� ,Atlulsorl100 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r saty practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly • attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face of truss and position as shown -above and on the Join Details, unless noted otherwise. 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 Q PI 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this ' drawing for any s9ructure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249718 / SPEC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 718 ! FROM: RWM Qly: 1 , A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21,1140.50041 Truss Label: A16 SSB / WHK 03/10/2021 10'8" 17'3"1529'8"1 39'8" 5'7"4 5'0"12 6'7"15 6'2"1 6'2"1 2'11"1 7' 19'3"l5 _ 5D5 ( T12 =5X5 I m C 8E8 F G —81Xi8 I J=5X10KSRS T n o �p B 7 AB 35 A N I�8.8.. =3X6 Al Y X W V u T S R O P 0 1 ( ) =5X5 =5X5 =4X6 1112X4(••)) =5X5=3X6(A1) 4X4 21' 8' 1'3"15 8' 16' 17' "15 3'8"l 2� Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA Des Ld: 37.00 EXP: C Kzt: NA NCBCLL: 10.00 Mean Height: 15.00 ft Building Code: TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Loc. from endwall: Any 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 #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 5' 13'8" 5 365 8 +1� 26' 29'6 r 39'8" 2111 31'8' Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.037 Y 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.069 Y 999 240 B 774 /_ /_ /508 /355 /317 HORZ(LL): 0.016 0 - - U 1323 /- /- /633 /586 /- HORZ(TL): 0.030 0 R 711 /- /- /257 /237 /- Creep Factor: 2.0 M 531 /- /- /381 1247 /- Max TC CSI: 0.948 Wind reactions based on MWFRS Max BC CSI: 0.636 B Brg Width = 8.0 Min Req = 1.5 Max Web CSI: 0.584 U Brg Width = 8.0 Min Req = 1.8 R Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Bearings B, U, R, & M are a rigid surface. .00A.1020.20 VIEW Ver: 20.02 Bearings B, U, R. & M 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 1118 -1151 F-G 823 -776 C - D 1027 - 960 G - H 834 - 791 D - E 791 - 722 K - L 681 - 548 E - F 823 - 777 L - M 628 - 571 * r� Pt* fd11f1 >P T��+iOGtlb OyQ�R. �•�'ti1� t .q 9 o.7D8 I Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - Y 978 - 830 T - S 585 - 491 Y - X 627 - 411 S - R 584 - 491 X - W 462 - 350 R - Q 424 - 356 W - V 462 - 350 Q - P 424 - 355 V - U 462 - 350 P - 0 424 - 356 U - T 589 - 490 O - M 445 - 354 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - Y 445 - 257 U -AB 611 - 605 Y - D 453 - 285 AB- H 504 - 522 E - Z 1516 -1447 R -AE 930 - 847 Z - U 1536 -1466 AE- K 910 - 826 41 COA,3� 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent latersl restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$cLComponents 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 bracinnQ� of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates -acceptance of professional engineering responsibilitt��rr solely or the design shown. The suitability and use of this drawing for any s9r'ucture is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .coin; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2497391 GABL Ply: 1 Job Number: N334501 Cust: R 8975 JR&AX3L89750041 T3 / FROM: HMT Qty.. 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DnvNo: 069.21.1140.52055 Truss Label: B1GE SSB / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld. 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 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: 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 22.33 BC: From 20 plf at 0.00 to 20 plf at 21.33 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. 10'8" 10'8" (TYP) -4X4 F 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): 21'4" 10'8" Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or'=PLF PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.005 R 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.011 R 999 240 B• 125 /_ !- /39 /48 /11 HORZ(LL): 0.004 L - - Wind reactions based on MWFRS HORZ(TL): 0.006 R - B Brg Width = 256 Min Req = - Creep Factor: 2.0 Bearing B is a rigid surface. Max TC CSI: 0.323 Members not listed have forces less than 375# Max BC CSI: 0.197 Max Web CSI: 0.091 VIEW Ver: 20.02.00A.1020.20 `�� A� �• °"fir � q Ids r�'ir ���� �OsaaIE asso•eQ ,�� b nn ®a LO° a ONAL sFrQl�lPi6lift16t�� (3/10/2021 "WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety -Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq 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 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 BuildinlgComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracingq� of trusses. A seal on this drawing or cover pa a -. listing this drawing indicates acceptance of professional engineering responsibili(� 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. 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249737 / GABL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T1 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.51338 Truss Label: C1GE SSB / WHK 03/10/2021 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II 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: 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 Al6015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. 7' 14' 7' 7' 5. "( 2' —' (TYP) =04 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)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.007 J 999 360 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 /- /- /40 /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 Ver: 20.02.o0A.1020.20 1 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 511 - 403 H - E 511 - 403 ",- a a• -••rrrr ` o e m.7D8 1 ° } COAL V�, ONAL v `Nkfaltt9ttttal 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWINGI **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y 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 applicabgle. App�y plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW 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 pacle 6750 Forum Drive listing this drawing indicates acceptance of professional en meering responsibilitty� solely -for the design shown. The suitabilitand use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249721 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T13 / FROM: JRH pry: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CAL114EBB ELEV.C,E DrwNo: 069.21.1140.51728 Truss Label: D1 KD / WHK 03/10/2021 5' 5' 4X4 C 12 6 t`7 B D % 01 E 88 F 2X4(A1) 1112X4 =2X4(A1) 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: 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; 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' 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): 5' 10, Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.007 F 999 360 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.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- /- /286 /202 /134 D 434 /- /- /286 /202 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 522 - 494 C - D 521 - 494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 - 293 F - D 396 - 293 ""WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWINGI —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 propeg% attached structural sheathing -and bottom chord shall have a properly attacheU rig4id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the 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 Q PI 1, or for handling, shipping,, installation and bracincl of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional encL,eenng responsibilittyy solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building Designer, per ANSIfTP1 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: 249722 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T14 / FROM: JRH Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.51853 Truss Label: D2 KD / WHK 03110/2021 5' 5' =4X4 C 10, 5' 12 6 t17 (`7 B D01 r' E 88 F 2X4(A1) 1112X4 = 2X4(A1) 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: 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' 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): 5' 10, Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.007 F 999 360 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.1020.20 l•._ +fig, p 1 ppp���,,,,,,q • ' • Jj��f. �,� Ss m®mrwaAoobm m i . A, A•°� �; 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- /- /286 /202 /134 D 434 /- /- /286 /202 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 522 - 494 C - D 521 - 494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 - 293 F - D 396 - 293 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating 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 ropey 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. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildincc�LComponents 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 drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engiineering responsibilitty� solely-forthedesign shown. The suitability and use of is drawing for any s9r'ucture is the responsibility of the Building -Designer per ANSIrr I 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: 249735 / HIPS Ply: 1 Job Number: N334501 Cust: R 8s75 JRe1:1X3L8975004T T17 / FROM: JRH Oty: 1 7A5/320 ,182EC,E ,02H ,RIOT / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.51260 Truss Label: D3G KID / WHK 03/10/2021 _o 43 3' 7' 10, 3' 4' 3' 4X6 = 4X6 12 C D 6� T B E ih q Li IFN 88 H G I 2X4(A1) 1112X4 1112X4-2X4(A1) 10, 1 3'1"12 3'8"8 1 3'1"12 1 3'1 "12 16'10"4 110, 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: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 3.00 TC: From 28 plf at 3.00 to 28 plf at 7.00 TC: From 56 plf at 7.00 to 56 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 pif 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 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.022 H 999 360 Loc R+ / R- / Rh / Rw / U / RL B 625 /- /- /- /316 /- Lu: NA Cs: NA VERT(CL): 0.044 H 999 240 Snow Duration: NA HORZ(LL): 0.008 C - - E 625 /- /- /- /316 /- HORZ(TL): 0.016 C Wind reactions based on MWFRS Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): Max TC CSI: 0.288 Max BC CSI: 0.365 Max Web CSI: 0.059 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. VIEW Ver: 20.02.00A.1020.20 WAVE B - C 467 - 962 D - E 467 - 962 C - D 389 - 842 BC: 52 lb Conc. Load at 5.00 %* •" + '. I'll, rl Wind _ � ��r�.YRspg9O01sg••• 'sr�° Wind loads and reactions based on MWFRS. '5��,'•i01��[j : �. Wind loading based on both gable and hip roof types. e° COA r • • v • 03/10/2021 "WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! "'IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in.fabdr-sting, handling, shippinq. installing and bracing. Refer to and follow the latest 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 of wtnys j oum-z- for stancaro plate positions. Kerer To JOD's ueneral Notes page for additional intormation. ine, a division of ITW Buildin Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the ,s in conformance with ANSI rI PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page rig this drawing indicates acceptance of professional engineering responsibilit�yy solely or the design shown. -The suitability and use of this ruing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. more information see these web sites: Alpine: alpineitw com• TPI: tpinst orq• SBCA: sbcindustrycam• ICC• iccsafe orq; AWC: awc orq 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 2497231 VAL Ply: 1 Job Number: N334501 Cust: R 8975 JRei:1X3L89750041 T33 / FROM: RWM Qty: 1 , A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.51712 Truss Label: V8 �KD / WHK 03110/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 3'11"8 7'11" 3' 11 "8 3' 11 "8 12 = 4X4 g 6 l N=4X4(D1)=4X4(D1) 1 A C 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. 7'11" 7-11 " 7'11" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.028 999 360 VERT(CL): 0.051 999 240 HORZ(LL): -0.010 - - HORZ(TL): 0.019 - Creep Factor: 2.0 Max TC CSI: 0.321 Max BC CSI: 0.374 Max Web CSI: 0.000 03/ 10/2021 Ver: 20.02.00A.1020.20 �9'6"3 D ♦ Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D' 75 /- /- /35 /26 /8 Wind reactions based on MWFRS D Brg Width = 95.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 506 - 366 B - C 503 - 366 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - C 330 - 393 "WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) 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 rigqid ceiling Locations shown for ermanent 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 Joinf Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. AIpine, a division of ITW Buildin Components Group Inc. shall not:be responsible for any deviation from this drawing, any failure to build the trTss in conformance with ANSI PI 1, or for handling, shipping,, instailatlon and bracin of trusses. A seal on this drawingor cover page 6750 Forum Drive listing this drawing .indicates acceptance of professional en ineering responsibili� solely or the design shown. The suitabiliy and use of this drawing for any structure is the responsibility of the Buildinguesigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249724 / VAL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T16 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.51228 Truss Label: V4 KD / WHK 03/1012021 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 "8 11111, 12 6 =4X4 B A 4X4(D1)=4X4(D1) C ($ 10'6"3 D j 3'11" 3-11 " 3'11" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.004 999 360 VERT(CL): 0.007 999 240 HORZ(LL): -0.001 - - HORZ(TL): 0.003 Creep Factor: 2.0 Max TC CSI: 0.070 Max BC CSI: 0.098 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 i �Afi t ogs** ys O. Z08 Q i 0 � 0 � s W �y gyp' / � •` ��' ! o+dew "�t�� l a COApiFU'Y33 03/10/2021 ♦ Maximum Reactions (lbs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D' 75 /- /- /32 /18 /6 Wind reactions based on MWFRS D Brg Width = 47.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# *'WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, 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_f�er BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attache. rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. as applicab-le. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted.otherwise. Defer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccL Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover paWe 6750 Forum Drive listing this drawing indicates acceptance of professional enpmeering responsibili(� 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: tpinst.org; SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 2497251 EJAC Ply: 1 Job Number: N334501 Cust: R8975 JRefAX3L89750041 T15 / FROM: RWM Qty: 8 7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50369 Truss Label: EJ7 SSB / WHK 03/10/2021 Loading Criteria (pst) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12'2"11 12 6 M O u7 (y) B A 8'8" D 1, I 7 7' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 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 Lldefl L/# 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 s o.708 @ a e 0., V AT ../ aa�O•aa..aas•0o COA A ` ; ngn 03/10/2021 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 331 /- /- /249 /108 /208 D 125 !- /- /73 /- /- C 174 /- A /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 Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an ct SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properattached 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 lates to each face oT truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. Aline, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing, or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engsneering responsibility solelyorthe design shown. The suitability and use of iris drawing for any structure is the responsibility of the Building Designer per ANSIrrP1 1 Sec.2. Suite 305 For,more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 249726 EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRefAX3L89750041 T11 / FROM: LPM city: 6 7A51320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.52149 Truss Label: EJ7A �JB / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 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/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): B Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.016 C HORZ(TL): 0.030 C Creep Factor: 2.0 Max TC CSI: 0.738 Max BC CSI: 0.513 Max Web CSI: 0.000 EW Ver: 20.02.00A.1020.20 SOON., W - A- 0.70� 1 a v a a O +�� l Q a��0061�Mq Pao• V`` COAbQ� IONA`. `m�rs�+tsasasatt�°� 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 270 /- /- /179 /71 /186 C 126 /- /- 176 /- /- 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 c7 SBCA) fo'r safety practices pnor to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 orB10 as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI Q PI 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 enq�sneering responsibility solely -for the design shown. The suitability and use of this drawing for any s9r'ucture is the responsibility of the Building -Designer per ANSI/T�l 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249727 / EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T211 / FROM: JRH Qty.. 3 7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.51055 Truss Label: EJ3 SSB / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 4"3 T 2X4(A1) Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 3' 3' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C T M O 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: 0.248 Max BC CSI: 0.112 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 03/10/2021 107'11 Lf) M C\I 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 1- A /45 /66 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have 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. Defer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI -1, or for handling, shipping,installation and bracingqof trusses. A seal on this drawingg or cover page 6750 Forum Drive listing this drawingq indicates acceptance ;of professional engineering responsibilitty� solely -for the design shown. The suitability and use of This drawing for any sfructure is the responsibility of the Building Designer perANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249728 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef: 1X3L89750041 T35 / FROM: LPM city: 4 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50696 Truss Label: CJ5 KD / YK 03/10/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 11'2"5 12 6 M (V M ce) B A 8'8„ Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 4'11"4 4' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc 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 VIEW Ver: 20.02.00A.1020.20 03/10/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care Component Safety Informatior bracing per BCSI. Unless note attached ri id ceilin Locatior as applicable. App y plates tc drawings 160A-Z for standard ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- /200 /88 /152 D 89 /- /- /51 A !- 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# orawing for any structure is the respom For more information see these web sites: not, be responsible for any deviation from this drawing, any failure to build the g,, installation and bracing of trusses. A seal on this drawing or cover page enng responsibili� solely -for the design shown. The suitability and use Nis oignerper ANSI(TPI 1 Sec.2. TPI: AWC: 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 2497291 JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T34 / FROM: LPM Qty: 4 ,7A5/320 ,182EC,E ,02H ,R101 /1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50416 Truss Label: CJ3 SSB / WHK 03/10/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 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 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. 211 "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)/10(0) Plate Type(s): WAVE IV T cM Defl/CSI Criteria PP Deflection in loc Udefl U# 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 Ver: 20.02.00A.1020.20 10'2"5 d) M N 81811 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 A /- /156 /71 /99 D 50 /- /- /27 A A 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# 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating,- hand lin 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 respraint of webs shall hav bracin installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face oT truss and position as shown above and on tt, a 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 Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,, mstallation,and bracin4 of trusses; A seal on this drawingor cover pa e listing this drawing indicates acceptance of professional en meering responsibilit�yy solelyorthe design shown. The suitability and use ofc is drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec 2. 6750 Forum Drive Suite 305 Orlando FL,32821 SEQN: 249730 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T32 / FROM: LPM Qty.. 4 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.51119 Truss Label: CA KD / WHK 03/10/2021 Loading Criteria (psf) TOLL: 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 " 4 3 T K 12 6 � C Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 1, 11114, 11'A Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pt. 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): M — rn M 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 03/10/2021 Ve r: 20.02.00A.1020.20 9'2"5 :: ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 /76 ME D 11 /-2 /- 114 /10 /- C - /-15 /- /29 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 83, B7 or B10, as applicabgle. Apply Oates to each face otruss 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 BuildinqcL_Components Group Inc. shall not, be responsible for any deviation from this drawing, any. failure to build the truss in conformance with ANSIfTPI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawm or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional emmneering responsibilityy solelyor the design shown. The suitability and use of wis Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249731 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T27 / FROM: LPM Qty: 4 ,7A5/320 ,182EC,E ,02H ,Rl01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50900 Truss Label: CAA KD / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 43 V 0 12 6 C 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: 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. 2X4(A1) i 11 "4 i wwnA Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl Ub Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): -0.000 D HORZ(TL): 0,000 D Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.183 TPI Std: 2014 Max BC CSI: 0.022 Rep Fac: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): Ver: 20.02.00A.1020.20 ti f gggwma ooyQp" 6 �9r ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 176 /45 D 11 /-2 /- /14 /10 /- C - /-15 /- /29 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# a S PST 0 : ,r� w �.0 rro°orau.r00�r e� 03/10/2021 —WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing, and bracing. Refer to and -follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly 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 B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingq�Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracinclof trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibil!Wsolely-for the design shown. The suitability -and use of this drawing for any structure is the responsibility of the Building�esigner per ANSIrrPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ine!tw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2497321 HIP_ Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T26 / FROM: HMT Qty: 2 , A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50102 Truss Label: HJ7 KD / WHK 03/10/2021 • 5'3"5 5'3"5 9'10"1 4'6"11 1• 12'2"3 12 4.24 C4 v m � M M v B T 4" 3 A 8-13" FE 2X4(A1) =4X4 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 It NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. (3) 16d common (0. 1 62"x3.5') nails at top chord (3) 16d common (0.162"x3.5") nails at bottom chord 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): 94 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.040 F 999 360 VERT(CL): 0.076 F 999 240 HORZ(LL): 0.010 C - - HORZ(TL): 0.018 C Creep Factor: 2.0 Max TC CSI: 0.546 Max BC CSI: 0.416 Max Web CSI: 0.260 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 326 P P /- /154 A E 364 P /0 P /84 /0 D 214 /- /- A /177 P Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 �$�' ��1T s{aoac4ev.ea •��ri�. 2 y A'T 84°�e..rg. se COA 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r sa>Pety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached 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 positron as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. - Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not, be respponsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installatlon and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of -professional encLs ,eering responsibili�y solely -for the design shown. The suitability and use of This drawing for any.s9ructure is the responsibility of the Building Designer, per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 ISEQN:249733! HIP_ Ply: 1 Job Number: N334501 Cust:R8975 JRef:1X3L89750041 T29 /I FROM: JRH Qty: 2 7A5/320 ,182EC,E ,02H ,RIO1 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.51572 Truss Label: HJ3 SSB / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12 4.24 10'2"6 ti B N 8rpn A U D �-- 1'5" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 0.00 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 #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) Defl/CSl Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl UP Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.120 TPI Std: 2014 Max BC CSI: 0.074 Rep Fac: No Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): Ver: 20.02.00A.1020.20 WAVE IVIEW ,,._- H. O COA AL eri4�• 03/10/2021 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 84 /- /- /- /45 /- D 28 /- /- /7 P /- C 64 /- /- P /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, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) of safety practices prior -to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached ri4rd ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 67 or 610, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for sandard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Build inlgComponents Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawinq or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional encLmeenng responsibility solely -for the design shown. The suitability and use -of this Suite 305 drawing for any structure is the responsibility of the Building Designer perANSI/TPI 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.orq Orlando FL, 32821 Gable Stud Reinf orcement Detail ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Partlally Enclosed, Exposure C, Kzt = 1.00 Orr 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Ori 120 moh Wind Sneed. IS' Mpnn Hnlnh+. Pnr+lmlly F=nr1—A n v-.+ i nn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace x (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace w (2) 2x6 'L' Brace *31 Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 10' 6' 7' 6' 10, 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' U S P 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'N7'9' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' p Standard 3' 8' 4' 11'' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11, 1' 14' 0' 14' 0' #1 4' 0' 6' 8'1' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' J S P #2 3' 10' 6' 7'0' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' S' 3'' 6' 11' 7' S' 9' 2' 9' 7' 10' 11' 11' 8' 14' 0' 14' 0' d Stud 3' 9' 5' 3'' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' Standard 3' 6' 4' 7'' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' _U [- #1 / #2 4' 5' 7' 6'' 8' 10, 9' 3' 10, 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' ..P_SPf #3 4' 2' 7' 1' ' 8' 9' 9'1'10, 5' 10' 10' 13' 9' 14' 0' 14' 0' 14' 0' U LJ Stud 4' 2' 7' 1' ' B'9'9'1' 10' 5' 10' 10' 13' 9' 14' 0' 14' 0' 14' 0' OI�Standard 4' 2' 6' 1' ' 6' 1' B' 8' 10' S' 10' 10' 12' 8' 13' 7' 14' 0' 14' 0' \#1 4' 7' 7' 7'' 9' 0' 9' 4' 10' 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' / S P #2 4' 5' 7' 6' ' 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' D L F 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 F #3 4' 7' 8' 2' 8' 5' 9' 8' 10' 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' 0 U H F Stud 4' 7' 8' 2' 8' 5' 9' 8' 10' 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O f 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 #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' F 14' 0' #3 4' 9' 1 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' I D F L Stud 4' 9' 1 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 1 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' m About) able Truss Diagonal brace optiorn vertical length may be doubled when diagonal 18' brace Is used. Connect L diagonal brace for 600# at each end. Max web 'L' Brace End total length Is 14'. Zones, typ. 2x6 DF-L #2 or better diagonal r' Vertical length shown brace) single 8, In table above. or double cut 45• <as shown) at L upper end, Connect diagonal at midpoint of vertical web. Refer to chart ak —VARHDG-- READ An F010V ALL NOTES ON THIS DRAWING 9 wwDO'lT2TANT>v FURNISH THIS DRAWING TO ALL CONTRACTORS DICLlD1ING THE INSTALLERSC Trusses require extreme core In fabricating, handling, shipping, Installing and bracing. Ref t follow the latest edition of SCSI (BuOding Component Safety Information, by TPI and SBCA, fo s Practices prior to performing these functions. Installers shall provide temporary bracing pe. E Unless noted otherwise, top chord shall have properly attached structural sheathing and bo shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint I shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to ­4 truss and position as shown above and on the Joint Details, unless noted otherwise. t PIN 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 this drawing, AN ITW COMPANY any failure to build the truss in conformance with ANSI/TPI 1, or for handling, ship] Installation & bracing of trusses. A seal on this drawing or cover page Ustig this drawling, 4xDs g, cateacceptance of professional \\514\Earth\Ci 1Ex Expressway lY P y engineering responsibility solely for the design shown. The suitability and use of this drowkQ \\Suite\242 for any structure is the responsibility of the &Adirg Designer per ANSI/TPI I Sect. \\ Earth\ Cily,\ MO\63045 For more Information see this Job's general notes page and these web sites, ALPINEe wwwatpineitw.com) TPI, ww■.tpinst.org) SBCA, www.sbclndustry.org) ICC, wwwlccsmfearg Bracing Group Species and Grades) Group At S ruce-Pine-Fir Hen -Fir #1 / #2 Stnndnrd #2 Stud #3 Stud #3 Stnndnrd Dou las Fir -Larch Southern Pinew)Kw #3 #3 Stud Stud Stand-- 'I Stnndnrd Group B: Hero -Fir #1 & Btr #1 Douglas Fir -Larch Southern Pinewww #1 #1 #2 IF #2 Ix4'Braces shall be SRB (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these qrades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing <5 psf TC Dead Load). 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) nails. )K For (1) 'L' brace- space nails at 2' o.c. In 18' end zones and 4' o.c. between zones. )K)KFor (2) 'L' braces- space nulls at 3' o.c. In 18' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 8OX of web member length. 11 Gable Vertical Plate Sizes Vertical Len th No S llce Less than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' 3X4 gl7f 9 F1,1014 j re, Greater than 11' 6' 4X4 t' /i + Refer to common truss des) n ww � 11 wA. i peak, splice, and heel platfar 9es. i & 9" vRefer to the Building Designer for conditions abl Ve tl° le^ th. not addressed by this detall. REF ASCE7-16—GAB16015 Q DATE 01/26/2018 T 0 a � � DRWG A16015ENC160118 1 0.�livtt"°wg � 10/202 MAX. TOT, LD. 60 PSF 4t'� 'ET6tti9:S� MAX, SPACING 24.0° 'T Relnfol Memb Ga Tr Gable Detail Far I Pt -in VPrtirn I � Gable Truss Plate S17Ps pproprlate Alpine gable detail for e sizes for vertical studs, Engineered truss design for peak, ,b, and heel plates. vertical plates overlap, use a ,te that covers the total area of lapped plates to span the web. 2*2X4 2X8 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven NQilsn 10d Common (0.148'x 3.',min) Nails at 4' o,c. plus (4) nails In the top and bottom chords. Toenalled Nallsn 10d Common (0.148'x3',min) Toenails at 4' o,c. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030ENDI00118, A20030PED100118, S11515ENC100118, S12015ENC100118o S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015END10011 tML ��f69% S11530ENC100118, S12030ENC100118, S14030ENC 301001�8,f//� S18030ENC100118, S20030ENC100118, S20030E O1 �a ��( ba0 See appropriate Alpine gable detail for maxh a gr(cgF af,',dgri! 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member, eb Length Increase w/ 'T' Brace Examples ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c, SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 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 ..nw�IrANro n+IsREM nitnv�urG Two°�L�cQli�s as�D(c T�°ilE n(sTAlr�xsc r 0' r0 REF LET -IN VERT Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref tt9�pn�, R fall.• the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) forsd0�ety DATE 01�02/2018 pr.ctices prior to performing these functions, Installers shall provide temporary bracing pe BCSL • S Unless noted pothperwi e, top chordshalthave properly attached structural sheathing and bo m chop S A� Y1- DRWG GBLLETIN0118 shall haven property attached rigid ceiling.Locations shown for permanent lateral restraint f se �7 i1 V shall have bracing Installed per SCSI sections B3, B7 or B10, as applicable. Apply plates to eat of truss and position as shown above and on the Joint Details, unless noted otherwise. �, ass I. PI Refer to drawings 160A-2 for standard plate positions. the d Alpinawing, anynof 1TV failure to bluild the truss In Group conformance nce.lt not be with ANSI/TPI responsible, orfor handling,eshippin Vat r +•o•`�w•++ tw`o+w♦ AN ITW COMPANY Installation & bracing of trusses. �hf MAX, TOT, LD. 60 PSF A seat on this drawing or cover page listing this drawing, Indicates acceptance of professt.nat I4 U/ /10/2021 \ \ 514\ Eanh\ City\ Expressway englneerl respons6>Illty solely for the design shown. The suitability and use of this drawing �°J( DUR, FAC, ANY \ \Suite\ 242 far any sMx•.tire s the responsibility of the Bu0.tMg Designer per ANSI/TPI 1 Sec2. i9 � \\Eanh\City,\MO\63045 For more Information see this Job's general notes page and these web sites,MAX, SPACING 24,0' ALPINE, wvw.alpineltw.conl TPh www.tpinst.orgi SBCA, www.sbclndustry.orgi ICC, www.Iccsafe.org Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, 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 H2,5A 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 4X4 12 12 Max, I- 1X3 Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with: 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, WXX Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. Valle Spacing Pitched Cut Square Cut Bottom Chord Bottom Chord Valley Valley 1X3 (Max Spacing) \\2X4 3 5X4/SPL _1X3 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, p.L lhtroEr,I o• / 2X4 Stubbed Valley End Detail mmon Tf usse _ at 24' o,c, Optional Hip Joint Detail T�2 ' Partial Framing Plan NKDPMTAt " THIS MAWING TTa A"u�caN R cTMS INCLLUDING TVII1°HE INSTALLER& ? a' Ua I LL 30 30 40PSF REF VALLEY DETAIL Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer TC DL 20 15 7 PSF DATE O1/26/2018 fall.• the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for f w practices prior to performing these functions. Installers shall provide temporary bradper I. Unless noted otherwise, top chord shall have properly attached structurat sheathing and. bolt chor A'i'. �' • BC DL 10 10 10 PSF DRWG VAL180160118 shall have a properly attached Ngld ceiling. Locations shown for permanent lateral restraint o •q}�q a shall have bracing Installed per BCSI sections B3, B7 or 210, as applicable. Apply plates to each5O(k2ti4° to .' rr of truss and position as shown above and on the Joint Details, unless noted otherwise, r a BC LL 0 0 0 PSF Refer to drawings 160A-Z for standard plate positions. da �t •s* �r�� �' E Alpine, a division of ITV Building Components Group Inc shall not be responsible for nny deviation m .,0•`e. ••*® .d'CTOT. LD, 60 55 57PSF this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, •fd••p AN rrW COMPANY Installation a. bracing of trusses. 1\514\Eadh\Ci \Expresswa e A seal on this drawig or cover page Usting this drawing, Indicates acceptance of professio al /!D ty y ngineering responsibility sotely for the design shown. The sultabdlty and use of this drawingf+ifjy�` fq {Jt tN© �10�2021 DUR,FAC.1.25/1.33 1,15 1.15 11 Suite\ 242 for any structure Is the responsibility of the Budding Designer per ANSI/TPI 1 Sec?- -"'°pafP1 iriii 11 Earthl City,\ MO\63045 For more Information see this Job's general notes page and these web sites,SPACING 24,0' ALPINE, www.atpineitw.com) TPIi www.tpinst.orgi SBCA, www.sbclndustry.orgl ICC, wwwJccsafe.org ! t • V 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, �� 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 pitched cut as shown. Valleys short enough to be cut as soft members from a single 2x6, or larger as shall be permitted in lieu of fabricating separate 2x4 members, All plates shown are Alpine Wave Plates, 3X4 12 12 Max, I- 2X4 X4 10 — 8-0-0 max 4X4 square or triangular required, from Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with: 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, AwX Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. Pitched Cut Bottom Chord Valley 20-0-0 (++) Ij Supporting trusses at 24' o,c, maximum spacing, Valle Spacing oe-nailed Square Cut Bottom Chord Valeev 12 10 Max, I- SQo A-0111ruIs1 "WASM1,10" READ AM MLDV ALL NDTES ON THIS BRAVDIGI a; • �. ssDPNI MTANTAw FURNISH TS DRAVING TD ALL CONTRACTMS INCLUDRIG THE INSTALLER6 Trusses require extreme care In fabricating, handUng, shipping, Installing and bracing. Re a p follow the latest edition of SCSI <BuOding Component Safety Information, by TPI and SBCA) F`� e Practices prior to performing these functions. Installers shall provide temporary bracing BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and b ton chd A� Y'A shall have a properly attached rigid telling. Locations shorn for permanent lateral restrain of bf t°: V shall have bracing Installed per BCSI sections B3, B7 or Big, as applicable. Apply plates to e h er A 1 r of truss and position as shorn above and on the Joint Detalls, unless noted otherwlse� ® Imo" • ■ �I Refer to drawings 160A-Z for standard plate positions. ��eRy °a O# ■■ Alpine, n division of ITV Building Components Group Inc shall not be responsible for any deviatl f •ame e.e1e+�.IDp'ps®• this drawing, any fallure to buftd the truss In conformance with ANSI/TPI 1, or for handling, shippl F1� AN RW COMPANY Installation 8 is drawingng of w cover page Usti g this drawing, kxkates acceptance of professional s. fi L? J}11p/�, y �1 A seal on this drawing /1 0/2021 1 1 51r�solely41 Earth\City\Expressway engineering respoRity solely for the design sham. The suitability and use of this drove \\Suite1242 for any structure Is the responsibility of the BuRrhg Designer per ANSI/TPI 1 Sec2. \\Earth\CilyA MO\63045 For more Information see this Job's general notes page and these web sitesi ALPINE, www.alpineltw.comi TPD vww.tpinst.orgl SBCAi www,sbclndustry.orgJ ICC, wwwJccsafe.org I2X4 4X4 --�l 3F Stubbed Valley Optional, Hip End Detail Joint Detail m T usses Partial Framing ' o,c, Plan LL 30 30 40PSF REF VALLEY DET DL 20 15 7 PSF DATE 01/26/2018 DL 10 10 10 PSF DRWG VALTN160118 LL 0 0 0 PSF T. LD, 60 155157PSF 'AC. 1,2 5/ 1, 3 3 11.15 11.1 CING 24.0' 4 , • I VALLEY FRAMING & BRACING DETAIL I RI BC Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this Is Impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131'W.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10,180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® "CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. :e the crippes for each row starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gored between rows. TYP) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (e•) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 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 CRIPPLE, BRACING, &BLOCKING NOTES `V 13. Collar beam to rafter 416d toe -nails NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" long nailed w/ 2 -10d (0.148"x3") nails. Or W "T' or scab reinforcement nailed to flat edge of crif,ple with 10d J0.128"x3.0") nails at 6" of. "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 NDS requirements. Nails are common wire nails unless noted otherwise. .r•tre. - —VARNDa- ROAD AND FULLW ALL ImES of TWS MAvuO •h@fURTMTo FUMM Tres BRAVD6 Tl1 ALL LneIRACTMS wa.0 MC TIE aSTAUMMM • No. 70861 • TC LL 20 30 40 54 REF VALLEY FRAMING Trusses regLAre extrene care ti fabricatNg, hondl4q, shippkp, Instatting and brackg • Ref err to any • • DATE 10/01/14 fc1m. the latest edtlon of BCSI UhAdno Component safety Wornation, by TPI and SRW fca ety practices prior to perforning these functions. Installers shall provide temporary bracing Pam • • • i TC DL 10 20 7 7 DRWG VACNV1801015 �, r� lHess noted othersise, top chord shalt have properly attached structLaral sheathing and bogan cho�d stnnll have a properly nttatlhed ridd eeikq. Locntbna whom for perr,onent lateral restrain sebss srnit have bradng knstaeed BCSI secil r. B3, B7 or B1D, as applicable. APWr to fa • STATE OF BC DL 0 0 0 0 d [] ��rI.'��''� ��p� F per plate. each of truce and pposWon as shorn above and on the Joint Detalts, r Aess noted otherelse. Refer to dro•Ygs 160A-Z far standard plate posWons. •� `� i A BC LL 0 0 0 0 �; Atpkhe, a cWskxn of ITV Bulking Conponents Croup Inc shalt not be responsWe for ar+y drub • •• Al C D TOT. LD.30 50 47 61 AN ITWl7OMPANY thrs dr. q, any faxure to buRd the truss In conformance with ANSI/M 1, or for hnrweihp, �h4W knstallotion b bracing of trusses. •e OR�DP'••r��p` ••••y„• , A seol am trds drcekq or cover page DstbV *As droekq, klimtes amepionce of professknial y� .n°`�`�r..��^=P�. _. 'r h `ram . \_ E`v for • = q - Ky 3h. q Per Aes i'p1 i s..2 N L �tr` A DUR. FAC. 1.25/1.15 13389 Lakelronl Drive Earth Ciy, M063005 ALpp.E p�ltos^t'o°mi°TPi wvhltptr�e.ocry s° "sral ": °'tardy,.Vj Isothese e_Wr afeorg t SPACING SEE ABOVE