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Home My WebLink AboutEngineering Pakage Truss� w. ENGINEERING PACKAGE Builder: IDR H_ORTON / STATEWIDE Project: [ik5l-i-i6' 1695 CREEKSIDE / SFH Model/Building: 1182EC,E Lot Alt: Lot: Ll29 �� Block: Address: .................................................................................................................................. JobNumber: N334496 ........................................................................................_......................................... Unit: Revision Date: NeW Load #: R101 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 +sewed for Code Compliance ALPINE March 13,2019 Ah0WCDWIIiV Mt. Bdh Michaelis. Carp&hteir,'C6rftctofs of America,-inc. .Q-Avenue-GT,Nofthwe st 'MrAer Haven, FL 33880-V. 01 Re: Altpmathfe installations for a single ply carried truss iWffi a width Jess than the hanger width, and Wood. blocking to-4qhieve full design load valuelorib' nted.bangera . . .. ...K * - ' q . - ce MoQ. ttachment bn a, orY6 ply supporting girder {Reference detail WA37-02.). bear -Bob, .For a single ply carried tr*ijssWfttT a width less than the hanger Width you can install a s�- (*).-for wood filler blocking The chord sizes, prefabricated jack sba�trus chord grades, and -Al0in6--'connector plat6(s) to tie the. same as the single- ply'canled truss. The preif9bindated',jabk §66b truss (*)- will have a. minimum length of 0' and will have i minimum pitch of 5112. The gIhgle. ply carr1@0. tvss -shall bpve A reaction bf 3,500# or'lets. Attach prefabficgitedJackscab,truss with'two (2) rows of 0.1 28'kx3.0" Gun NWIs at. T O-C. par r6*; stagge'r&d V (See Figure I b6low)- P16 aise-refer to -the Simpson�5trong-Tie Catalog C-C 2bl�;- page .21 6, rigprg:$ for more information; Pigure.-I Fora sin * glb-ply.§Yder�.that requiresWoodbl6qki�§ t6tidhie.ve.-full degigh load value forfam-mounted hangers -attach one wood. block ('�) to the back jfacieD singlof the single Ph' girder with the same size and gra&.as� the bottom. ch�brd pf t6e.sirid.1i.. ply gJrdThe.-wood-block . l6hgth'to be . such than the wood bloqking.-qxtend§ to ea ' ch. adjadentpah6l 'points .(webs and bottom .chord intersections). Attach wood block (�'Wfthiw&-'(2) rows'cf6*1-29RX30-Gun Nails aiTQ..t. per row, staggered IT applied to the f760 Forum b.qv? Suite 305, Orlando, 32821 - (POD) 521-9796_(853 4224685 www.alpheiticrom el A6 ALPINE,mawmi%iw single pjy, girder face, with an a1OiIJqnql (2P) QJ'2$"44' Gun Nai * Is at -each panel 'point appliedto the wood block fac--{See Figure 2 bblo#).Please refet to the Simpson btrohg-Tie'CaWbg C-C-2042, page 216; Figure I for -more- infortnation. Figum-2 The appl.idation of-pr6f6bricated jack scab truss for wood filk?blockitig or wood blocking to. achieve f011 Oesigri}oad value for fqce=mountbd hangerer must be approved by t* hardware manufacturer: All edge and end distairiees, and spacing for all nail connections must be sufficient to preV6rit.-spriffing of 'wood_ If,I can be -of any fWther assistance -or-N-yop-have any questions, -please -give -me acall. William H, Krick-P.E. Chief Engineer Alpine an ITW Company Engineering Pppartmerit Orlando, 'FL STATE d_ 6750Toftim DrW6Sd&'305; -Oflar!dD,.FL 32821 (863) 422-BBB5 wW_WpIpineihV..cPrh S. --,4LFj( NE MTIWCW~ April 26-, 201 Ca[rpenter Contract6rt. of America, Inc. 3901) Avenue I$j Ngrthwqst Wintet Hbv6n, FL 338136-6201 -Dear Bob, .Rb* Strongback bridging 00 kbbf-trusses. 1-understand there is some concern over oCirtecdrnmendati6ris for.strbfigback bridging onroof trusses. -Strongoack- bridging for roof trusses is ppLa requirement of *ANSI-TP.j 2014 nor is it requirement of the Bdildirig Corhp6h6nt Sdety Information- (SCSI)', But strongback bridging' on roof trusses is recommended by -Carpeh* CMtrictcirt of America. St6hgp6ek bfidjing -serves the following two functions - One,' bridging aligq4 the bottom -chords after they are set -so they a uniform along the ceiling fine and hbilpsvith ceil.ing se . jceab* . re Two; 'bridging reduces relative deflection -of adjacent -trusses. Strongbqck: bridging'.does• riot:prevent-jDf reduce: -overall indiVidual deflection, especially any. roof -trusses .401i ,thin . . 1/4" .StrPn0qqk- bridg.ing. in roof trusses daes not 'serve as.ternporary..br peirmadeint Osbracing -and is not ,intended to distribute. or share design loads' trusses.Consequently,eiween teus�Consequently, no -ign 'loads 6�.e design -been accounted forWiththis 'detWd-anddontiryuoLis-strd6gback'bddgirigshould n ' bt.be.atttiched betw6eri common and.girder Iwsses: The use -of stro-ngback bridging, shall not 'interfere withother design cbrisid6ratibris asspacllfiedwthe Engineer of Record: or the Building Designer. The dUter ends of the ttrorig4iack• bridging shall be -attached to a wall -or another -secure end restraint, -or as specifie-d:by th6 Engineer of Re6otd brthe BdIdii9'.bbejgh6r. Strongback bHdgjng',§halL be -a' minimum Of 2X6 norhinal lurriber odented -with the depth vertical. Attach W4 (3) 1l5d -common nalls (0.162'x3_T)' nails it each intersecting 'membeF. When extending the -strondback bridging overlap. by at a minimum of two trusses. The locali n of the: strong. 0 . . back bridging maybe specified bythe Truss ManufactUrelr,. Fjigifiek ff,RiBcord, or Building De§ijndr. Please refer%to BCSI 4StrongbaWi. .ng Provisions" or to Alpine, $TRMjgRl 014 detaill. for more information. The graphic §how' n (Fijura. 1) is for geherici-lllustratixe p.Urpose only. 675.0 Forurn Drive. Suite 305; Orldrido, FL.328N- - (800) 511 -979D - (863) 422-8685 wmWv aipineltw=M ALPINE R V V.' ' L) L ( -P%_L L �-.lv . 1 ...3 Figurel. 'If [-can b6 of any fildhe'rassistance' orlypu have. any questions, please -give me-axall.— 'Sinc rely,. H Np. 708 1 William. H.,Krick 02E. -5 STATE 0 Chief 1=ngiheer n_%.2 OR�.P' . . . . . A ne -ftWQPmpany ipi " an Ep9i ne6nn' g"' Ddpa" ftefit NA Orlando',- FL 32821 n _. ffs thaslijol, 15750. Forum Drive Suite 3175, Orlarido,FL 32321 - (8110) 52-1-9790 - (893).422-9685 WViWdpKe'dw..corri S.TRONGBACK BRIDGING 'RECOMMENDATIONS STRGNGBACK ►•All scoibroh blocks shall .be a minimum 2x4 .BUTT BRIDGING TOGETHER 'stress gr.ded :lumber' All, strongbpck brldging .and bracing •shag be. n minbum 2x6 'stressecl grgdlumber..' 4' ►The purpose of strondback brldging Is to -o- ATTACH SCAB VITH" 18d -BOX/GUN ., (60dacx3.0n HAJLS ]N; 2 Ra1/S AT develop load sharing betweRri indlvld6al trusses,: a. -o' IDi6 SCAB 'IN resulting In "an overall Increag� In the NOTE, LIEU OP SeU6ING AS SHOWN. i LAP:STRONGBACK• BRIDGINq HEHBERS Stiffness 6f tMe floor system. .2.x6 saran bgCk bPlil In " p t g osl. IbiTed• ds:.sli4w1T In FOR AT LL�EAASST ONE TRUSS SPACING STRONGBACK BRIDGING`: SPLICE DETAIL' details, Is recommended a,.t 10' -:& o.c. (max.) NbTEj Details ] and p 'are 'the prgferred" atta�hmethod ITuclhg'.are, sometlmesirbcir ATTACH STRONGBACK TO '(3) mistakenly used Interchangeably. 'BraSing` I "pn veB Witod cD )ioN ma�a�x3•)• . NAII GR Im ortnrlt structural re ulrehient 'of qn P q." ,. y floor 'to• (a) rod.VaX.GUN Wx3.0') NAILS � or roof" system, Refier Elie Truss D'eslgh `the: •Drgwin (TIM fdr' brdtln" g g I^0.. ulr^@ments "fbr• each- Iridlvldual truss component, 13rldging-' e ° particularly -'strongbpKk: brldglne'' -Is n ° reciAKmenda-tlori• for" n truss system to help ; control vlbrntlorh. I'n adClltlorr" to' aiding. In the. lls'tNlbutlnn of point' loads bet-Ween adjacent truss, stX ongback brldging. serves- -to reduce ° STRGNGBACK s C BRIDGI G I S 'bounce' of residyal .vibedA1bn. `r• esulting from moving poidt Wgds, such as footsteps. ' 1 None' § ub ed : The performance. of all floor :systems -are (P) 10d CONHONA0.14-3,0'9 IR "BO VGUN. (0;188'x3.07 •NAILS. AT 2x6 (MIN STRITNGB. G �' iN,.u( enhanced li the Iristall'otlbli bf 'stroll back y g TOP ANO BOrtOFf-Or as Rik RAINED'. AT EACH END. '(n SCAB -.DI( BLgCKy ATTA "�" .r(sac brldging and "theNefar6•'Is' strongly, recommended Alpine, by "Al p STRHNINGBACK TO BLICK!W/.(3) ind CGON (DA481x3V) NAILS , .OR (a>ied' BlixrGuy_ (otee'x3.o) L} For mddltlonal InfdFinatlori redtipoing stroligback NAILS. 3 ; Q: bridging, refer t.p BCSI .(BUltdIno. Component Safety Information). ° I ATTACHMENT.AL M Ow, 1)]214 WIV04 D.N. rBo m (�.MuWH.?Q ..MO : TLsDL. ;PSF N6. 70"661 c znL PSF *rILL PSF SrAyc�F^ �lt.iLD. PSF i ■® W.-TaNtNa Pf4RE EAMIMUR 141..L OM09.R F?LA Am.: InQ' .lye�ittl• td ..PCE Et�l �d fL.IA aQ 10 , . it bll:/'1i.:t . 4L C M Itt�4i..y.�IJsf//Y!(J° �. laF1i;t3�Dfi: Eft l��nrr:St+� to-�C!�f'I'r��;�iycti�:" �". • . ,. .. '• , Mr t��:r��•�a.�sr�:��'t::��g�'-. � ,��-.. ;fir-•" �; , , ' �cw �'t L7�,`�1J'��i='`�tJi`J�:IIR�:7-ti��'iM 1•." rr. •..l : � :�, :,.t,�- 4A��l.t��Y : .. • � . is � ��:y�. �:��- • '' , mow;`,;' •'�s _ ��._.y ._.-. ' - • • �•• �IFV•::.11i i Sir 4�•�� ,.�/fIFP.IJL cl;. .:. ' • - _PO!�TS- -"Q:*zA W .8- PRO YJ pw mr fdyW F1C j �C'� Qom. : •.n i ...__ -- -_------ . 'Ft{Jj IF �'A,t,l'E1 "fit '.C,l`lk1f 1�6 UC TGkN hi7U it_ .�t2C�:�tvs�t�,7':l:€� • �k1�':�}��`,; T� � lit'��'� i I ' I I . Cracked or Broken McHoer Repalr Detall Load Duration = 0% This drawlno speclflesi repairs for a truss with broken chord Member forces May be Increased for Duration of Loud or web member. I I This design Is valid onlyy for single ply trusses with 2x4 or 2x6 broken members,INo more than one break per chord panel and no no than two breaks per truss are allowed, Contact the t uss manufacturer for any repairs that do not comply with this detail, (B) - Damaged area, 12' max length of damaged section (L) = Minimum malting distance an each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and specles As damaged member. Applyy one scab per face. MPnlmum side maAber lengths) (2)<L) + (B) Scab member length (S) must be within the broken panel, Nall Into 2x4 members using two (R) rows At 4' o,c., rows staggered, Nall Into 2x6 members using three (3) rows At 4' o.c., rows staggered, Nall using j0d box or gun malls (0.12814', min) Into aaph side member, The raxImum permitted lumber gradl( for -use with this detail Is limited to Visual grade 01 and MSR grade 1650f. This repair detail may be used for broken connector plate at mid -panel splices, This repair detail me, yy, not be used for damaged chord or web sections occurring within the connector plate area, Broken chord may not support any tle-In toods, • MaxImLIm Member Axial Force . Member' Size L SPF-C HF DF-L SYP Web Only 2x4 12, 620# 635# 730# BOO# Web flnly 2x4 18' 97511 1055# 1295# 1415# Web or Ciord 2x4 24' 9750 10554 1495# 1745# Web or Chord 2x6 1465# 1585# 2245# 26200 Web or Chord 2x4 30' 1910# 196" 2315# 2555# Web or Chord 2x6 2230# 23654 3125# 3575# Web or Cord 2x4 36, 24701 2530# 2930# 1 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 4E r 297541 3045# 3505# 3835# Web or Chord 2x6 4395# 4500# 52250 5725# Web or Chord 2x4 ,'� A8 3460# 3540# 4070# 4445# Web or Cord 2x6 5165# 5280# 1 6095# 6660# 1 L L L �TYPor:' t - s L t 0 + i 0 +0 + O L O + O + 0 + O -t Hk 6w g L '�Matonce -{?+� L Stagger roBack Face lMMOd Box (0,,1A128'b x 3', min) Nails, 01 = Front Face 2x6 Mcro�cr - 7r1 lee Row StaaB ered Nall Spacing Detail L Olrtotc• .rwPralw+nP' ► sil�lws'tiu lauL�iL eutip°no"'toa� tI'xu DII iM ixsTAuu+s, REF MEMBER REPAIR 'lrucsea Oulrr r ttrr.nr con / Iric.wa h•rsdhP..Npe IncialWn -1, IruaMg Refer b erd DATE 10/01/14 folio U. Ci•rt rdrlton of lul arYq co,ga��nt sotMy In�(•er•oi�n, 6y iPl on 80,�7 ►or nfMy , pr r. Woa lAW i Pt" Nn0 1h.tt. fu timc IMt•Il.rr .ho4 P-V tt�pelr eruh p� ]CSI. uM noted eth:rrbo op chhor� h•II Mvt W P.rte ritocred atrue4n'11"s .t7Nv o dU io" rJlord DRWG REPCHRD1014 yy�yoSl hw. a. prop.riy of •dl.d r s• Loe.tlonr rheum for P.rMntlmt to erol rr Nt �P w r that hbvt broth Mstd6a per n )1. 1) 714 or arWmohli, �� to •r PLC. n r1�1,� eP tru= a po llt� o. aMm w• on � that clv, O.wu, luWmm roa ' �j� L� nehr a iMomnw �A-s ra nonaera pair pe 1.n.. ,pkw, rNbl•n o ITVi 1Wtn Pon •nmts Oro Inc. sh•LL o b rnslL, to d".tlon Iron AN M COMPANY hh •brnaL • r to � i°n,10 it. irus• a ca%neat. vn{; �a:ih6f L •,• �w`i,P, .IuPPt,o, . A Yral'on �x ROV r M llstiN tNr drrrYn Mdotn occ.PtonP. oP Pr�►•r+WnH •WIY t d. horn. lK altahllty .M u.r o1 tFlr rorYi IaTOr Lrke0anl Ottyy�� oi'I r ' � r�� pyer dI15V/1'Y 1 S.cj. �s Ertlh aNy, Mo 03015 I ALpIH'a' '.0 a�4r en"•epiP4rvw.4'Wk rly'1099 1..! WNt�wi offer rvhitduwr.,rrr SPACING 24,0' MAX fmridr .,1 BOARD WO *% kwohv GIV40Y kjLLEY-FRAMNOA THIM r] , keg "mPhijndIQ44I,•kxp Di Kit-41.4 . TfiU -L IS TBUJNDERVALLEYfRAMING VAC Y RAFTER.,C)IR RIDGE M3�. *CNIMTL� +qWpb1ab,A'-DT1dr-30 psf(:rL) and 26 Pof (M] Ma'x iha,vd(ioys breleapars 'rlp�6(a 1—hu-so. or. R-i5quitermenCRotgg borOW141 4%6a'tJ&*dIW' 4 erl, , ihk&d;. WtO&Ahlis .0.M Mftdet&twP,7AO sleepers.* 4VIOd tdd-.Aal4 a afro td9nallia.ea4i slaappr.A.trug a. A d9atobriVea-tool' bldck A led t--TWVS al USED) .13. . 4 16d'Wb-nolts. NOTEU ItWAMbN -ILA U61i fir- -Yv�ft.w v '(A,)' (13) No� 08.61 y k;:=� �Fu 'TC DU W ZO 7 7 ATE: 10/q�'k4 6L 0 .0 0 0 _Qa r . I DRW.G B.c BC. U () .0 0 0 VU W6T. LWPIQ 60 47 81 h, "Um AMH Trw A OF. VE: MU, P"? If '...w *k . . . . . . . . . . . . . . . . . . D y C.0 ccE mz 7 ) 'rn 0 N Q- o E C Simpson.Strong-Tie" Wood Construction Connecrors Face -Mount Hangers - 1-Joists, Glularn and SGL ID These products are alallable %v8h additional comoslon protection. For more Infomradon, see p.15. Codes: See p.12 for Code Reference Key Chart. - -<`s - -etnhe(':`7BlowahleLoAds 51ze' Mnde1OPFIHF. Code ;Uusf - P. - der _ SpeglBs.Header l3eL 1lPGtticor)5nnw :Roof •Floor,fSnow; R ' - -- _ •"; Mia ::.: _.;; .:.: (_?soh '��)•"' ''!� a�?�Y.::{.1oop. (n5) I pzs�•: IUS2.56t18 2% ( 16 2 (14)0.148x3 - 70 1.550,1,805" 8E- 1,42511„':55.1,55a Max. 06)0.148x3 - 70 1305 7.8D5'7,805 21i x 16 MIU2.56/16 - 29 c 15?tifi 2% - (24) WHO* 0.148 x 11h 230 3.455 3,92014,045 2,970 r 3,370 ' 3.480 U314 ' • ✓ 2� r6 101h 2 - (76) 0.162 x 31h' _(2) (Gj 0.148 x 11h" 974 1_ 1.945 j 2,205 .375 1.675 (1,895 12.045 HU316/HUG316 I• ✓ 2%s 14Vs 21h - (20)0.162X31h (a)0.148xIIh 1,515 2,975 3,360'3,610 2,565(2,895 3,110 IBC,t Z1fz 1B.i MIt256Z16,,.;;'; ;: • gy ; :, 23k :-:, il6jU.16Zx:31J':`:'iliaa Bz1.k `_Y30 •;3T45}'A'Qfi5 4 U2D.13,480, AD Lk HU31Ji•NUC316 _ _•, MIU2.5620 I ✓-. 29is; 747r''"'11fz .- 'LOjD1132X377Z„ `(8Jf1148i 1=Yz"." Z7a 338D 3;61U. 2565,4�895; 3,110- ` j 2'h x 20 ) •) - M 19% 21h - (28i 0,162 x 31h (2) 0,148 x ,_i51a 230 4.03014,00' 4,060 3,465 i 3,495 3,495 (21 i62S3 '`>: t (2) IIlAB`s''Yz'..' $30 I13Q 4�60 4 ffif! 3,465J3,495 3,495 1026 2456° wide Joists use the same hangers as 2'h" wide Joists and have the same loads, 7n5i°.:5';. MIU3.921g;;` T r� - ;. I t : 3Ye 9156'"., = .` (jb0,162z 196012,245 Y,425• FIU2IQY Hli8x102 :. 1 i _✓ 96/e r @ ;5c '; 2Ye m ) 171 11.162:x31z6BD�9 02D 1 ( } (7D). 3 L5 . 2 3�5') -ANMao 2,800 1 MIU3,12111 IBC 3 x 11 % j • - 3'h j 11''A 2'h - (20) 0.162 x 375 (2) 0.148 x 71h 230 2.88D 3135 3,135 2,475 ?-69512,695 HU212-2 / FfUC212-2 j • ✓ 31/e 10?tifi 2'k Max (??�. D.162 x 3 f (10) 0.148 x 3 7.795 3.27513,695.3.970 2,82013,180 ' 3,42-5 '..t1U325/JS7Nl1G��5t12.'.:`(':C' •">;3Ya4':'.l]{a:;.2 `24)'0Ifi21R3'i" 3:11(.iA3(T, xi 3g75}3470 9735 '(i138?5116%'t::'�«'::�,,'° .,:ti`:'ze:-';'•:.T7f�t 1335• a699:(3,105 •.il1Q)833.`'{610.7g8zZi -'t5l5:"Zi}.75 BU' `67i132 I',:':=;;:};.•HG632otIG 3�s klUEQ21D • 1 M' `-:t26)'0:162�zIxr 3}$�®�43654u,'333D�.3,755•i1D40 - glulam •SOS ' Sy6 g: =lYajf 1 $DS (6J:y<°:X2'h1$OS�' rr . y j } 4a^7F �Fu03."-'71013:7•.0 FL t ;;}IGT1S9T90' ; ._:: ; 1 31/a� .BIc`.:. •4 , ; f4@}0162> 31rz .(1fi);9]627C31h''`095 91DD 9100 97D0 77526 T82517625 IBC. ,156)>7162x3?tL: iZ20}0162a3 5 04T1 '9,�00"�?30ft 9,'9g0" 8;P65 Ei08TiI3,085 R U3:Z5 Sb5:•.`:•; :;. .:J'• 3Ya1.8�03D _A�a ::= {16jT/a @1 us (12)y%<<x274:SD5 ac5 6?20xt iI fv 4134Dj 265 26 1 31. x 5"4. HHUS46 Off°) n'h 3 - . (14) 0.162 x 314 (6)0.162 x 3l/z 1,320 2.785 3.155 � 395 2.715 i 2,930 1 HGUSi^'-`= • - 391e) 4Tfw 4 - (20) 0.16201h (8) 0.16201A 2,155 4.36C 4,885 0 i4,200F4,45 r?±'I6 1 '61ii6:, :.C: S' � 6 (1FF($233YY /' ^'} i'(6j01fi. �R'1) G 15B"815 41;5 5 >7.65 iH - ,a4Z615 (4,099 j 4. � S4va . .�6. '4 +,(3s}oi�Pgs'xs: ;f7�p,`F62YaVz(;w235_7;9E� 46D'..�fill .$;4�616.415: 6,415 IUS3.56/9.5 - Sin 91ft 2 - (10) 0.148 x 3 - 70 1,185 11,345 1.455 1,020 j 1.160 1,250 `. MIU3.56/9 • - 3?6 8'}S6 ?Ih - (16)0.162x31h _ (2)0.14Ex17i 21D 2305 2,615 2.820 1,96012.245 2.425 U410 •) ✓ 3%. Bin 2 - (14) 0.162 x 374 16) 0.148 x 3 970 2.015 ' 2,285 2,465 1,73511,965 2 720 HU5410 • - 3-i6 Ms 2 - (8) 0.162x S1h 0.162 x 3'% 2,990 2.125 2,420 2,G15 1,82012.07D 2,240 374x9n HHUS410 HU410/HUC410 °r ✓ 36h _ 9 0.162X3)k ) _(8) (10)0.162't3h ' 3. 66 S 5,635)6,380 E,S45 1- 4,845 c,4B6 5cg,- ,. 3Yr 1 86% 2/1 - 6 (3) 0.162x31 (12) 0.162x 31t. 3:235 7,46017,460 %.d6u 6,41516.415 6,415 HUCQ4IQ-SDS •( - 3>i6 9 3- (12)1la° x 274"SDS �;'" c (67 Yi" x _'z So 2 2?- 6� 4,500I4,500 ::.500 3.2,10 13,:•10 HGUS4IU • I - 3gq 915° 4 - (46) 0.162 xs1h (1b10.162 X31h 4,095 9,100 9,100 r 9,700 7,62517.825 .24 7,8?5 IBC, LGU3.63-SDS - 36l6 B [0 30 41 - (16)'/+' x 2n" SDS (12) W x 21i" SDS 5,565 6,72D'16,720 6,720 4,8AD 4,84U 4,84D W MGU3.63 SDS - 3 c 9'/a to 30 41/z - i24) y5" x 21h SDS (16 1W x 2W SOS 7.260 9,45019,450 9,45016.805 6,605 6,805 r'N11I13 56; d '�JY-: }:_4"•'Tr"'(42)U;IfI$.�3:.:.� 1742pJ ._1'hEk5ta;7A `:12$D:1,3901,AS5 :. . ; 3§Ss� 1ie- (21£e (ZQ f 162'x 31k r2)2J0 2r8$4T 3135 3135 2 4751i,695 2,695 t U4fi4 fl!)U64?D ) ✓ .. 3�a� �A 'r' .-`':(jSIh782ic$tTz ';(¢jD146X3 a �3 , 2i61� 2 820 ) 960':'2245. 2i425 . 3rJn...� 9,•_,' .:$.'-` '(00) O.l&2Sc31h :.'(i01 O162x33z '�Ca 5 635r5 38D? 4846'a.4.86 5 F't5 _ 2 (10) 01&� x7z ., ',(9U)A 16Z x3 /� • A 5 r �O k3 0P5 3265 Z Z7a :4590. 2295 3 rz X 7 7% HU412' (I(7C41P • r r ] 33 61 tD�ib `a Z 12 .. . N Q162 i :�6rD[I46i 3 185 78Di 685 �9g0 2 D5D 315' 240 (N9C (22)DIB2i8'h (lUJa148x3:. 05 27r*aB953�7p .'2 2620; 18D.3,4P5 ft :.' 5 t813 i._ F7GOS.� (567Q18?x$:1h {2OPT.- y� j04D S4PDlax; D $sl(tU 8,085,SRO 8,085 u •_ 'SuaB9•S,DS,_i.: . ,11 ..; 3✓e 035a=:.'.;4::-: % ( ) ray, (i°} Y' k7YsnSD ;5a�5 720 7 6 720 t4 B4D E4 FAQ 4.840 ' r' fVIGU963 SOS:',.,`".•_ Sin $Ya1R.3D1 4'h : (Z#j`:.XL'h SDS 1167?. . ' ° X2 SDS Z60 995U �3450 9,A$Q 6605 .;HGU ... 96e 1710.'3E 4h (36We:X 'k °D${c4)1/<'xPii"SDS• . 46L:7 _ ,Sr iv.1rJ (305 6:805, t5j9= : 1.475 1 146 , P. ,ou. Simpson Strong -Tie'= lr✓ood Construction Connectors Adjustable Truss Hangers This product ispreferabfetosimAsirconnectors bemuse 1 Of (a)—i-instaffailan, (WhIgherloads, (c)1owerinstafled y_^! is 7 TRAC422 �k ; cost, or a combination these features. of 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. s ' THA4x and THA2x-2 models feature a dense nail pattern in the I straps, which provides more installation options and allows for ` ± easy top -flange installation. Material: See table j � TNA<22.2 ?' Finish: GaManized. Some products available in ZMAX'° coating. See Corrosion Information, pp. 13-15. s THA426-2 Installation: • Use all specified tasteners: 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 1W from the edge of the to mernbers. For the THA29, nails used for joist attachment must be driven at an angle so that they penetrate through the comer of the joist and Into the header. For all other fop -flange installations, straighten the double -shear nailing tabs and Install the nails straight into the joist. • Face-Mourtt (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 nal holes in the straps will be Oiled. Nails must have a minimum ilk" edge distance. Straighten the double -shear naling tabs and install the joist nals straight into the joist. The face mount (m nt installation option accommodates conditions where the supported member hangs either partially or entreiy below the header. • Face -Mount (Max.) Installation — Instal face nails according to the table. Not all nail holes in the straps will be filed except for the following models: THA29, THA213, THA21Band THA413. Finall other models with more nal 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 filed. Naffs used for the joist attachment must be driven at an angle so that they penetrate through the comer of the joist into the headed • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for axe" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart s Double -Shea Double- ^�', i Sheer Nsgng .�""t_" Side View: Wing Do not Top View 4� . bend tab 186 THAC422 SIMPSON and 7Mn426-2 fie.. �'�'_-�'.', .. r •:e. ti• THA29 IUVITHA418 fiouble4 2- 2face nails Use lull table value (tomli Single 4XL- 4 tap oath Face nail s Top nails See (taw) pertable pertable nailerlah9 ' r. Straighten Ne double shear na7ng fad and instal pegs straigh into the joist Typical THA Top Flange Installation on a Nailer (except Ti-1A29) FS :� THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face naffs installed into top and face of heads c Dome Double-ShearNalmg Side Yaw (AvOmble on soma models) Straighten the double shear nailing tabu and instal nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss .R, 4 �L• a.N'. t�T THA44 Face -Mount (Min.) Installation lypit:al 1rV V Top Flange Installation far to Mole 5 p.187 THA/THAC Adjustable Truss Hangers (cost.) I* These products are available vrtth additional corrosion protection. For more information, see p.15. a N StMPSON :... ... - OlmepSid'�:°rl:,>' ''`.Fasfener5" _ --�'ihHl5F•,;_=;�_-� � SPFlHF'. Min:.:Alfnwahle i :MgdQl Top• iieade __ Loads-. - - - Code 9e pep CarrylnMei�n$Qr., , - -'.`Gentled.' UpGB F[nor S1tawr �°°f! F 1hlifttl Oplift Fltior StluuV.0 . Roof7.: N4[itl Ref _ .a • `: Top,i.;,yt:.• Fie _ 121i1Y6f1) 060) (11:16).:(1.53 _ ..:� _1i125l1fi0y ..::. '1,. .,F.:'§"� ., .emu , v ..'.luau-.r _..1. u.h 1.....i.••-.i , a.-< ...._..:. _..1. ,• _ .d THA29 18 11/1 9"A. 5% 11h I I (2j D148 x 3 •+•_..._. (6) 0.148 x 3 (4) 0.148 x 3 525 __ 5U 1 %5U f i,750 _.{ 4S4 i i30 i 31' i,33c I (6) 0.148 x 3 (4) 0.14.8 x 3 .. 2,61U ; 2,61U , 2.610 450 1.9 a i, 'S I 1,985 2'A. j (4)0.1460 525 7YA2t$ 18' "tsle;.l3u ,lx{jt' 2:' _ �j ItH.95718x-3` (Q1•D:14Bx3 •f4).01118%!Ys xq itow THA218 118 1i% 17%. 511 2 - I (4)0.148x3 (2)0.14Bx3 (4)0,148xI'A - I146f :1160 i,ieU - 111tf 1.11-3%i i,11f' ':1 IBC, THA21$>2 +1& i..3Ye': Z^1fs : 8.' E' 2;: - -" jdD:lS2sx:31i;k2)i0152x31r :.(Gil:a'49a 3_ _ _.__ ��C.! i.92 :� . i,R.c,.c I a';0 ,..o a• ' •1 g5 FL. THA222-2 16 . 31% 2244m 8 ( 2 (4) 0162 x 3'h (2; 0.15201h (6) 014B x 3 , uC i 1,919i gg - I 4)1) 1 5 151 1 "15 LA �11t(t4!19:,r':fH:j3�'e.: i8v4e �11h 21 , L -,i`(413t�5'E`x.3.:j�1�•j'>;Hx'v.:. {4)i41'f48;x� _ _�,1 �"aD1,- � � _ t65;'1165 �_tt35 ' �THA4.8 161 33e 171h1 7% I 2 1 - 1(4)0.162%31ys (2)0.162x3Yz (6)0.148x3 - 1,96019951,995 - 1.490 1,3151 1515 TIiA422i;'r; 6r 35le "£2? 7'(e. t �i)'(1t162 3 ($0;162k '•(6j0a9BX$ s ",:e . 995 _� r�u -. „190 2:5ZI THA426 114 , 3% 1 26 ' Tr/. I 2 ' - j(4) 0.162 x 31h (4) 0,152 x % (5) D.162 x 3% - 2,435 ( 2,435 2,435 - - 12,095 2.0951 2.095 7FIA4222'.'14�;7'h' :. 11r.:9'k 7..... <'e=. 1 = f4;0:9fi2X`3h,4.0.162Y"f'(gI`06Z ' 1 '(a ', .... :. •3'i , ::-. -r-t7 "`3:air : -. ?,865: 2865i ,[,865 . 'rL THA426-2 114 M 26Yu 9i1 ! 2 - I(4) 0.162 x 3'h (4) 0.162 x 3% (6) 0,162 x 314 - 3,330 13,33D 3,330 - 12,865 2,8651 2.865 �£��+ �si�..��' .E��'"``�;+_.,..y � `'-e a qu� ` Fac 2 '� n.�w.�� is_,+>5„r5,yrxv.:�i`-�`.:�'"_"�y a �^ K •i THA29 , 18 1% 9115s BY. I I 9TA. - 116) 0.148 x 3 (4) 0.148x3 525 2,285I'1.2e5l 2.2` fi 4% 1 -950 195U :. x'a -.� h• � , .. ..: `';: ;,'-. r`.- ) 1 B 3:.. � i41�14Sx. -..,..a : •..�331:�`.qV . ��ta�• 2U1`� J S THA218 i 18 1 % 17% 51h (- 17% I - (16) 0.14B x 3 14) 0.148 x 3 855 2.450 2.1501 2,450 735 I _KISS 21U5 2",", � THA2jfl +:ai6:': !!a. 73ii:.`V ': '.'-- i lY�': `4:. ;` ;: (22t'U161f 3!h(6�fD1627F3Y� iB. Sxb::3.a�j!' ; S;x(t1= 1:595: t845'.2 =R. si ,•:% THA222-2 j 16 j N 223ial 8 - 1 14tis�j - (22) 0.162 x 3S4 (6) 0.162 x 31h 1.855 3„.103,310 2.310 1.595 I "_.645 2.4t.151 2 8•:5 LA TflAru ':B .3s�y,93ib ?)Tlz r 13i - - 1?IjA198:z8 ;A'D 6y3_``. ii3 -3""^ill_ s?5 i3Ffl ( r-0�8 2(O5 THA418 16 11 M. 71A - 14Y. - (�22 OJ62x 31h (6) D.162 x 3Ih 1,855 ^s 310 3,310 3.310 1595 -1.945 2,8 5 2 u 15 .�4�'e `. 'i�: i:'3•}�.� gq1771�1h :1�4Y ._6. 't�16�- - _ il�-G1;D862x.N1.1'15tr.314 y ,...iE55'-�'ta,. THA426 i4 13% 26 71h - IBY% j - (30i 0.162 x 334 (6) 0.162 x 31h 1.855 4,415 14,480' 4,480 1,595 13,795 3.8551 3,855 ifla42 ::121 .jF .. .yI6�S� ',' .;� ,'-' ` (3D'{.yn.,��,�@ �3a4 �pp'6.62•x3 fB5 .'IQ5;52-':52= 1•?95) fi 4? 4746. •4745 ' R I THA426-2 14 Tia 2610 9�/< - 16 ( - (38} 0.162 x 33z (6) 0.162 x 3iz 1,855 6 520 , 6,52D 5,520 7,595 r 4,745 4,745 i 4.745 1. Uplift loads have been increased for earthquake or wind loading with no further incrmae allowed. Reduce where other loads govern. 2- Wind 1160) 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 loads for the THA29 with 1''A' map. top flange are based on a single 2x carrying member, all other top•Bange 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 42 top chord or nalsr applications, refer to the Nailer Table. 4. Face mount installation bads are based on•a two-ply 2x carrying memberminimum. For single 2x among members. use 0.148' x 11/i nails in the anying member and tabulated fasteners in the carried member. and use 0.80 of the table value for 18 gauge, and 0.66 of the table value for 16 gauge and 14 gauge. 5, For the THA 2x models, one strap may be installed verlialty according to the face -mount nalling requirements and the other strap wrapped over the rnss chord accordng to the top -Range nailing requirements (see drawing on p.185) and achieve full tabulated top-Rangs installation loads. 6. Refer to installation instructions regarding fastener installation into carried Coist) member. Based or. the installation condition, nails will be installed either straight with straighted double -shear nating tabs or slanted. 7. Fasteners: Nall dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. 197 Simpson Strong -Tie ° WoodCoristruction Cbnnectors SIMPSON on fiLGII-'I. Face -Mount Joist Hangers 2C�tC This product is preferable to similarconnectors because i '++ of a) eesierinsfalletion, bJ higherloads cJ lower ?, installed cast, are combination of these features i I The dowbkt -stha ha-,yer series, rarw;.�r? iron; t iighi-a3 c It LUS hangers to the tughe capacity tt,US hangars, fr :ure I innovative double -shear nailing that distributes !I* load through two paints on each joist .mall to, crater shength. This allows for I fewer nails, faster installation and the use of all common nails for the same connection. i 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. i Material: See tables on pp. 194-195 i Finish: Galvanized. Some products available in stainless steel or ZMAr coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. j o Nails must be driven at an angle through the joist or t uss into the header to achieve the table loads. ' • Not designed for welded or Honer applications. '! Options: • LUS and MUS hangers cannot be modified i • Concealed flanges are not available. for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie f representative Codes: See p.12 for Code Reference Key Chart i Double -Shea Nailing Top View Double -Shear NaiTmg . Side view n1.e Do not bend tab I } Dome Double -Shea I Nailing Side View ~-•" (*ailabls or, some model) i i 7•inrc.i. WS28 IV HHUS210-2 MUS28 HUS210 (HUS26, HUS28, and HHUS sfmitar) W HGUS28-2 Typical HUS26 installation with Reduced Heel Height (muffiple member fastening by Designer) I 193 i O Ci m C C Simpson Strong-LUS/MUTiew' tNooa Construction Connectors $�MPSIDN 5trolaTq_ Face -Mount Joist Hangers (cont.) t.EastCnets =Ne}gf :•-: W.t. H:. B:';:;?'Eeilyinj;?:.••_'sy puj - 1. _ fi7atnyar". ' iMeq�er.._ ---- - " - - - --- -Single 2x Sizes- - -- WS24: :i.:f `. N- a....:. ,, 7 i1sf;._ °!})SZ6_'=�:-:,4'}i::�-J� !•�)',.7:YAx:-.^4��:..13`i? :3 e .. -;.j3i?:� :raj;gl4E:x9'r �cd4)'U:�4Bx'3?. :" (2) 0-148•x3= :=.�)'Q:i48x3''' MUS26 I 411ys j 18 ( 1'A6 5% i 2 (6) 0.146 x 3 3 (6) 0.1480 HUS26 4-7- 16 a 1N. 5% 3 I (14)0.152x3Yi (6)0.162x31/e 120E_0:lfi2i 3Xx ` :(8k11:1GP 7t 3Yz' LI1S28':: ;:':43u ;:1":.18 •g85e`.:.6;s: '13i d.,:..( fl$(3l3f::::•:_{4j yA$�3 MUS28 ,6% 18 1-s 6"lis 2 (B) 0.148 x 3 (8) 0.148 x 3 I HU528 E1h 16 1 % 1 I 9 (22) 0.162 x 3'1h (8) 0.162 x 3Y2 j HGUS28 ) 6% 12 1 % 7Ya 5 ` (36) 0.162 x 3'h (12) 0.162 x 3% ; ew:; .'•'.(B)f):1$6 i;1 liGUS2.1.D:i'':'8 .::' "�^i °-t$k =. 9Ye : .'; `jg6)tl lii2>:3'e {s(16j016Zd3riz` 0 1. See table below for allowable loads. N rA i H d 71 194 ID These products are av311able with additional corrosion protection. For more information, see P. 15. .-- � Forstainless-sieel.ias[eners:-see-p.21..-- -- Marry of these products are approved for mstalbtion F with Stnmg-Drive* SD Connector screws. See pp. 225 057 for more information. XJlodel Nb:, Y `�'DFjUIn6vabTelnadS.-"`=t -;r _: iBp8fL1 _FloorSn�wi Aoaf Wind _ {7$0): (]68)�60J = �',.:= s 5 aglo' is; [oatl _%.>` P.. wag'- liffl lrr'•Floni :..;nbv2_:�.r}loaf ` 4Ymd 1'i10f1) �?I' ,Z+�): ..f168) .:.(160). S.f F: If 1-..e. - ilpljftl"}1ao� 'SnoW`''Nuof :Wind ''.nOD).:. .(115j'. . Code Ref Single Zx Sim _biS 82A 1 4v •,"d 5': ;a72;;•.. 82$Cy":i:890' =. '_ci'86U`. _ '495? ° &�5.::7i0 1-1.1326 1165 865 990 1,070 1,355 1,155 935 1,070 1,150 1,475 865 635 i 725 785 1.000 IBC, GL "MU52F t9uC= IZ95.j:1,AEa. � 4 -955 j'1,09D:• 1',1Bb :,'s5t• LA HUS26 1,320 2,735 310F5 3,235 3•� 235 1,320 2,950 3,2 u 8-' 3,2B : t 28 3, 0 i,150 j r• 2,350 2.6`n.• '.TDO '� 2 [„f: 1{GUS26 = e[a j39f)r, O'�r`}7D: '5 96: •:S'S.-;.::$69D::'.:•`5?2A:,';5'39A :5 9U;' ;383.. '8, �'.. 3;61a. 3,870`'•3t985 IBi..FL ® LUS28 1165 1100 1.260 1,350 1725 1,165 1,195 1,360 1,465 1.7M 865 810 925 1,000 j 1.270 IWfJ52B HUS28 49t ?- 1,,760 1T D.,I 4,095 i 975 4,095 4.005 �5 4,095 �2D'; 1,760 ': �,B7a .; j 4,095 735 4.095 1'.z255 ='2 i 4,095 Asa,..'1:'•?{i::;: 1 4.095 t.480 YTD' H; 1455,; 3,520 1 3.520 `1,575,' 3,520 "l 955 1.520 IBC. FL, iTG i I)M -'`4,25b•. in, FL !� W521D ..HU52to:.:• 1,165 Pea: .1,335 a .: r. 1,530 r' ; Yfi 1.640 ... 2.090 .. 1,165 2�ESS. 1,450 S•2 r • .9 1,655 ';5;'i9:,i=.•�.�li:.'�t,B+C'.:.:2.'20. ( 1.775 2,270 r 855 985 1,120 t:3 ..,3,.0 1.215 2,5$:• 1 1.500 1 i,825; )BC,FL, LA H0L'S210 2A90 9.100 9.till 9.110 9.100 2090 3too 9- D0 3,100 1 4.100 ).545 6.S?0 9.730 6.730 1 6,730 I 13C F!. •- : ��:,: �� , u a m miner mrormauon, see UM:e above. See fable tootnotes on p, 195. HHUS/HGUS See Hanger Options information on pp.95--99. HHUS - Sloped andlor Skewed Seat HHUS hangers can be skewed to a maximum of 45" andlor 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 0.85 of the table load • Uplift loads for doped/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 out 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 0.65 of table load 0.41 of table load Acute 'side apesny angle Top View HHUS Hanger Skewed Right UoW must be bevel cut) All joist nails installed an the outside angle inon-acute side). TIM LUS/MUS/HUS/HHUS/HGUS These products are available With For stainless . Many of these products are approved for Installation additional corrosion protection. steelwith Strong -Drive' SD Connector screws. For more InlonTution, see p. 15. see p. 21, See PP. 335-337 for more informalion. m tH 4CIPI 5) 5 M 6 qum.j elk ift Saqv�#Oif'j Affind Rat (125 -: 780 84 111- .." Y .1,'07D -j-l-.DBD 1,370 HHUS26-2 4% 14 34i& 5-% 3 (14)(1.11520" (6)0.-i62x3h 1.320-2,83013,190 3,415 4,250 11.135 i Z435 2-745, 2,93513,655 HGUS26-2 4% 12 3%. 5%. 4 1(20)0.162x3lh (8)0.1,5ZX31h, 2,155'4,340!14,850 5,170 5,575 11.855 13,730 4,170 14.445! 4:795 -,41 18. - �U' - 1, (40* ..(2-2)._ 6um;� 5T=W, -rwtt, z4oxm :Pin, 31j!3605i5 4,M- -1:3115-4 .1-745 -4,425I'5J45 IBC, F LA :2.,.: 415' .6,41 5; 17,M57,825 BA15 676 18 314 9 2 (8) 0.162 x 31)i (6)0.162X314 1.445;t 1,830 2,075 2,245 2,830 11.245 11.55 1.785 1,930 12,435 HHUS210.2 B% 14 3Ms 87A 3 (30) 13.1162 x 3% (10) 0.162X 3SA 3,5;-;,f] 15,705 6,435 6,48-5; 9,95; 1 -%-335 14.905 5.340 -11fio; 5.19n HGW2115-2 Ow. 12 IM 941. 4 j(4B)Q.162x31h1,06)G,162X3!t2 4,02519,100 9,100. 9,100 9,100 13.5201 T460 7,8125 Triple 2x Sizes . . . . . . . . . ... V.. &.7N. '.4.445 4,7.95 .4,15 113C, FL,� La HHU5210-3 895 14 413is 81% 3 (30)0.162x31h 00)0.1620� 3,405 5,630 6.375 6,485 6AB5 1 2,930 1040 5,485 5.575 5,575 FL HGUS210-3 85Ys ire 411is 914 4 1(46)0.162x3'h (16)(1.16201h 4,09519,100 9,100 9,100 Gl Do 3,520'1 7,825 7.825 7,825 7,825 If w. �.A 40-�4 tin -.7 -6w -7WS,61 IfIC: FL LA 13"afirunl. 7, M- �M M? -1'84 4:74- 4J7b 'AAO 4-795 IBC, FL, HGUS28-4 7 V. 12 6% 7%. 4 j(36)D,162'x3% (12) O.162 x 314 3,235I 7,460 7,460 7,46D 7,46012,780 6.4115�6,415 (6.415 IA HHUS210-4 BDA 14 61A 117/E (30) 0.162 x 3% O0)U62x3'i 3,405 5,63016,375 6.485 6,48512,930 4,B4D 5,485 5,57515,575 FL I 4. JE Alk 17,8n :7,825!1,7,825 "PDABb R H.. Z.-m;u: IBC. FLJ i -_7,t 13MC- .1.2 1 *7 LA 1 I Av Zi - -US4 4 "rTil 315: -2 -40: W]"i-O 111i, 0 :--.0 J`005' 1'096-1 -1* $76 18C, FL J., Am 2A_5, 2745 2 WS48 41A 18 13% 6 2 I (6)0.162O1h (4) 0,162 x 31/1 1,0160 U15 1.49011,610 2,030 91[i 1_ 1,305 1,745 180,FL.!l HUW 6% 14 391. -7 2 (6) D-16201A (6)0.162x3lb- 1,3,20 1.-5B0 1.790 11.930 2,4151 1 73Z 1,360 1,540 11,660Z075 - LA HHUS48 61/1-1 14 A 7% 3 (22) 0.162 x 3W 00.1620Y. 4.810 5,155 5,9801151,; 3,670 4,135 14,435 15,145 HGUS4B Re 12 35/4 N 4 (36)Q.-162X31.Aj(12.1D.162x3* 3,235 7,460 7,460 7,460 7.450 1 V80 6.415 6,415 16.415 16.415 -94-,. M ;.0 W -1,9P'j 2;425 7174-- �! wiw, .(3 2, �, 5:625 5>5 1 575 : aL 1 0 AijOA4 .31 yw A.096, Q- jaDit; T02� tBM 7,92�'j 7,'825 IBC FL, HGUS412 107% 12 M4 1111% 4 ji(55)D.16?x3%j(2D)0.162x3 P045 09.045 9,045 S.G415 14.300 17,7180 7.7136 7.7,90 17.730 LA HGUS414 11 3i, 12 1 3% 1M 4 1l66)0.16ZX31i1(22)O.152x3% 5,695 110125 -7-F- 10,125 - 10.1-2-5 B,79D 8,190 1 2;550l M-178 F 1820I U20 1 GD=V4'-, J2bj:6.Ttag1'z ' A36 9 94t cL FiGMT-37A 4- I I I�Grl 1- 40"b0o 1-bigio 1 2 W in juiuwr increase ailowea. heauce wrr-re Other loads govern,.. - d (I B(F) is a download rating, a. Minimum heal height shown is required to achieve full table loads. For less than minimum heel height see technical bulletin T-C-PEONES ai strongtie.com. 4. Truss chord cross-g.w tension may arnit allowable loads in acuordanoa with ANISVTPI 1-2014. Simpson Strong -Ties Connector the evaluation Of cross -grain tension In its hanger allowable loads. For additional information, contact Simpson Strong-ne, SelectorA software includes b. Loads shown are based on a twD-ply a, carrying member rnhmurn for nalled hangers. With Sx carrying members. use 0.162" x 2W nalls in the header and 0.162' x 31h' in the Joist, with no load reduction. Wrth single 2x carrying members, use 0.1 48'x 11 1W nails in the header and 0.1 48'y. 3' in the ioist. and reduce the load 10 0.54 at the table value, 6. Fasteners: 111ail d[Mensions In -,he table are listed diameter by length. See pp. 211-22 foriastenei infoffnation. 195 Simpson.Strorig-Tiee' lr✓ood Construction ConnectorsHTU Face -Mount Truss Hanger at The HTU face -mount truss hanger has nall patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 3W. Minimum and maximum nailing options provide solutions for varying heel --------heights-and-end-conditions. "- ---- Attemate, allowable loads are provided for gaps between the end of the truss and the carrying member up to'h' max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 'A" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongbi com for more information. Material 16 gauge i Finish: Galvanized .0. Installation: v • Use all specified fasteners; see General Notes C • Can be installed filling round holes only, or filing U round and triangle holes for maximum values w • See alternate installation for applications 7 using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member a for additional uplift capacity tD Options: IL HTU may be skewed up to 671h°. See Hanger Options on pp. 98-99 for allowable loads. • See engineerin letter L- HTUSD Ni n. heel height pertable HTU26 1.,yu. truss and carrying member HTU Installation for 9 strangtie.com , Standard Allowable Loads El for installation with Strong -Drivel SD fasteners. (for 'h' maximum gap, use Aftemate Alowable Loads) Codes: See p.12 for Code Reference Key Chart t Many or these products are approved for Instaflatton with Strong -Drive® SD Connector screws. See pp. 335-331 for more infomra5on. Standard Allowable Loads Na" Maximum Hnnnar r man) SIMPSON Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28 Installed on 2x6 Carrying Member (H711210 simflar,1 i:.:`s,r•.::;_:`- Model imeiisin'i` ..'" .=Fastenerss` iri .o; :;;.°' l = _ - -- - = - DHSPAAr3wafileLoads iPF/HFAI(nwablel�ads,;,, '• t �ipty?� HPPi[I ,Flaar Snow 3tap1 Wind UpDR;i 61opr j:Sn6w: `Aoof'�:Nlind'; dale F : ., � Member . , . �NeP!haf',' {S6f1Z, �100) t {115j. d1?51., g160) , _ Single2xSizes pHTit2G_:.>:``':;`Sti-13��'S"s:1:3Ys'�'flb2xai? {iIjOT48.% .x1g}0;14$�1°h *Pitt' _1,25D'2,9.4�?�200, 4Gix:'>'-i0 :2b1;2,1 "w2UU;�$�2U�'_'1,075;.!!t$52 .2,D1`5•..2ig15'j'2;015' ;630 i<HTt126(Min.i � 3Tia-�Ne 3T/�s �1-�'f20}Ftl;l$2ii3iz ; 6: ,3'F 1-RIIYlI if2z 3 {20j U;TsB:k? * 355 19'4 7 3 35a �8ll;r31S1iL .a;335C1'263g t'^cda�. ;raiEL ;i 9;'450' HT028 (Min.) 37h 1% j 7Kc 1 31h (28) 0,162x % (1410,148 x 11h 1,235 3.820 3.895 3.895 ; 3,895 i,O6D ; 2 865 2,9ZD 2,920 2 92D 18C, FL. HiU28 (Mar) 71•i 'ire 7Kc 1 312 (26) 0.162 x 31h (2610.148 X i ii 2,020 3.820 i 4.315 4.655 ' 5,435 1 1,735 3,285 1 3,7.0 4 (x)- y 4,675 LA li?U2tli Cy1ir%i ; ::gala: •.'1 k-t,29 ; 3'k C?210,169 �(�10945 i3i f321 O1rI8 X �i 139U 3315, 2x a �1T d 8 4"�J -J: i ^ 27a t s 4 2 5 �930 5,155 fiTU2; 10 (Nlax; ; :.' --- i s , 1ya;� 91%e`) 83� 173y 0 iS2 x 3 n Q72 1 3#3 Sizes �3C •5;995 2$50.:4;G45 r:' q,aoa Double H f117f'2 (M 1t:1 ' 3✓e s ,5nc6.i,916 � i201:D_1Bi•X�.3:rs, %%{1(31.Q14B(X.9., 1573 2 t}i1:.' .:s'�t84' I:fITU2fi=2(MaXl 5?¢'{:37a;s57'31k=(20�bd$2x3'S is(2©)OQ48X,3 2�75. 2940 4ii^_ 0 ._'19ri'.. 1,870_ 53U:3Z855: S.050.,.3,855 HTUZB 2 (Mimi 37e j 33ie l 77ie 3'iz (26) C.162x34 (14) 0.148x3 153D 9,820 4,310 3,820 4.315 1 4,31U ' 4,31D 1,315 2.665 13,235 3,235 ; 3,275 16C, FL. HTU28-2 (Max.) 71i. 3% j 73ic 31, 1 (26) 0.162r.Th (2610.148 x.3 3,485 4 r55 ' S.3Z5 Z995 3,285 �" 7iu: ry;00C ,5;"ifl i:H1ll214 (fvlinj ,.37Je.' 9y6,:3(t;hd2);Or162z3ui 'i:(14}D148x9; 1,75 '?0gy �575 LA 48x5 ;615 1510. $,53U 3;610 3610.i:3.G10 t";HTU21D2°�hAer;a 1 The 91a.' '3 e,9iic� 3 iu32)A 62x x, ,[21fl:148.i,3. !tC(Q d a 5�iC? Fl9G._: G$1� 3i535 i•q;0 5a a3r ac, oo,ryu,y ur.�,wec. 2 Minimum heel helgifs recuired for lull table loads are based nn a minimum 2:12 phch. 3. UpI t loads have been increased for earthquake or wind loadmc with no further increase allowed. Reduce where oter loads govern. 4. end (160) Is a download.rating. 5. For hanger gaps between' and'-:', use the A temate Allowable I cads. B. Toss chord cross -grain tension may 6m:t allowable loads in accordance with ANSL?P11-2014. Simpson Strong -Tie® Connector Selector" software includes the evaluation of cross -gram tension in its hanger allowable loads. For additional information, contact Simpson Strong T1e. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single Zx carrying members, use 0.149' x.1'h` nabs in t e, header and reduce the allowable download to 0.70 of the table value. The allowable uplirt is 10D% of the table load. 196 S. Fasteners: NaD dimensio s in the table are fisted diameter by length. See pp. 21-22 for fastener'erormaDgn. Simpson Strbng-77e ,Wood CDnstruction Connectors SIMPSON Face -Mount Truss Hanger (cont.) MI Manv of these products are approved for Installation with Strong -Drive' SD Connector screws. See pp. 335-W for more information. Alternate-lnstaliation Table--for-2x4-and-2x6-Carrying-Member ; :Mmlmurtr ...• }-D67SP9Ufa'i(eiLoads * ;-;-- :1PFIHFAtlormtile.Cnads=': i Cod@ odel - f1gH.; j :: `: •ieo E�@)ght 0 A7ediher . .. Cargring CarrlatC llpfifF FJuot Snow 'Fidot p 1NInd . . . ,:: llpfitt I •floor: Snow J. -Roof : VAntl ' Ref. i t..... .._ f n) .. .A7efpber M@ad1EL .., e..: (�6bF ( (1DDT T (1J5) Lt25) i1S0) ,.. t1f0) �: j{QOJ . (115j :f (125j . (16O) HTU26 (Min.)I 37h (2) 2x4 00) 0.162x 3h (14) 0.148 x 1 Yz 925 j 1,470 1660 1,740 I LUS i 795 1,265 1.430 1,5'10 1; =15 i HTU26 (Max.; 5Yz (2) 2x4 (10) 0.162x 3h (20) 0.148 x 1 h 1,240 1,470 1,660 1,790 121220 10G5 1265 1,430 1.50 n10 18G. 1 }1TU2B'.fJfii� i1/6 9(21r^)(5".•;2G.Q16ix^aYz'1 Alet9X1:} '#t9Zti-" �Q =s30 5 }_ 90Fi .1--p' 2:530.', 955'--;�080,• 33B0• FL. LA 1. See table above for dimensions and adddbnal footnotes. 2. Maximum hanger gap for the akemative Installation is 14'. 3. Wind (15IT is a download rating. 4. Fasteners Nall dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) <;ri:_,_DFISp�Alro➢va�1e)Loads:��,-1�'_4 =BPFIHFAtl4tivahle`Lhads'•.. l• ; '„ 00 ght 6_ tarryrgg aarttad5 „Upfdtfioo[; Snow Hna>F �Wirid UpTifd'.}',Floor Sadw, •Root •• Wlind' :.Rif,; k. ;,a ....._.. :• r a. ,. Mernper `.I Member -L?6� > flu _' (7 1 .7 60) ; ,(�ofi).; 11.0 gi?s}: VG) _1 Sinale 2x Sizes •r.:3�-_ .:t.�i•:.�� r,Ai 0(34`1A,,ld162s3rh_�2D1p14$x11'{(235x194fl' M17' Sr+trorosy. 1045(;1;850:''2t190. GaE�.2,."-.65 HTU28 (Min.) 37h 1 % { 7Yk 31h (26) 0.162 x 3rh (14) D.148 x 1 h 1,110 3.7,70 3,770 377D 3,770 955 2,825 2.825 2.825 2.825 FL, j HTU28 (Ma).) TY, 11% : 7Vs 31h ( (26) 0.162 x 31h (26) D.148 x 1 Yz 1,920 3.820 41315 4,055 5,615 1,695) Z86513.235, JAQu 3,765 LA � HA121U (fAIOJ�: ; '3? : ;=fists 9Y 3ir (32Ff);16�Q3Yp.� (T4J:R�148x47?Z:: i 50 6D0_ ZBU-6, EgO '�6ti . i :i}7i ±,�,�00 '?�OQ 2:7,00 2r700 'H1U21➢ (Mans 9 i I m f 9S§s 31k (32)9 2X 3f� l i'32)°D 138y 111z'' 55 705: $ 020 1502FF 5 020 •2.EOO: i 3;53D 3 755 •3,7$5 3765 •. I Double 2x Sizes ! ffiT112fi2{ARiji) :_ 3T/e �sSE'.i;�er ryliyyf20)A182z412"..:C9}0:1$$83 G51v 40• e`t 8� 3,5tiff 35DQ'.. 1;305 � 2205' .22C5;:2205.12205 � kfT])26�A7ex) ' v4iyz 'i�Sc 5Yi. .'Yz 20)916yY�?'f.:.2OJ E11AB x 3d . 940; ' 0 3DD_ 500 : �;6N�5?-2 205 .2 205 'Z 205' .2 205 I HTU28-2 (Mtn.) 37h : 3% 711, 3% (26) 0.162 t. 334 j (14) 0.148 x o 11490 ' 3.820 3 9B0 i 3,980 1 3.980 1.280 12,860 2,9851 2,985 12,985 IBC, FL, HT11211-2 (Max,) 7Yz , 3�fn 1 7&- 3% j (26) 0.162 x 31h (26) 0.148 x 3 3,035 3.820 4. 15 j 4.655 5.510 2,610 12,865 3.23^_ ' 3.490 4.140 LA FJT112ID-�(N)iia)::':37f .�iu -�iSs s34'tu 8, 5162'3rkJJ=.{3}()RY.4n%3;A'f%*F'S5i:9;?55_'(;?Ls '4255'''1;5�0.-I':3�9D.t 3;19D',f3;19D..3:190' HiU21Q-^z.(Nrez,).=:9/E= :3?ha%'9iis •3 2 0,752X3'frr(32 p.7'!$Y3;.3BB51 4:YOsp :tic:;:s a➢`:6.47<b,'3315.`:3;53U-.3;9Bt3. A,30.Q :•4.855• 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for tufl table bads are bas.,ed on a mtrhimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other toads oovem. 4. Wind (180) is a download rating. 5. For hangar gaps between 'A' and W, use the Altemare Allowable Loads. B. Truss chord cross -gran tension may funk allowable loads in accordance with ANSLr1Pl 1-2014. Simpson Simng-Tiee Connector Selector' software includes the evaluation of cross -gain iension in its hanger allowable (cads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a rrnimhum two-py 2x carrying member. For single 2x carrying members, use 0.14?' x 1 W nals in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table load. S. Fasteners Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener intortnation. 00 197 HU/HUC%HSUR/i Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below, Additionally.. HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty tace-mourn joist hangers -----made from-1-4-gauge- galvanized -steel— — --- The HUC is a concealed flange (face flanges tumed in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 2Vs' or greater, at 100% of the table load, Specty HUC, • HU is available with one flange concealed when the W dimension is less than 23ie" at 10D% 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 Ya° x 1 Y<" Titer& 2 screws (Model TTN2-251344 for ccrrarets and'.: x 21W Titen 2 sara vs {Model 7TN2-25234H,1 far Follow all installation instructions and use the loads irom the sawn l nt:,- or PAR s�rc&)ns. Material: 14 gauge Finish: Galvanized; ZMAXe and stainless steal available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titan screws for GFCMU (Y" x 2 %' — Model TTN2-25234,4 and for concrete (Y; x 1 Vs — Model 7TN2-25134H) we not provided with the hanger. • Drill the -is-diameter hole to the specified embedment depth plus V. • Altematively, drill the 3/,s -diameter hole to the specified embedment depth and blow it clean using compressed air. i • Caution: Oversl7ed-diameter holes in the base material willreduce or eliminate the mechanical interlock of the > threads with the base material and wil reduce the anchor's load capacity. • Titen Installation Tool Kits are available. They include a Yis" drill bit and hex -head driver bit (Model TTNT01-RC); ' o a �Ys" x 41h" drill bit is also available (Model-MDB18412). • A minimum edge distance of 11h" and minimum end distance of 37/a' is required as si iuwn in flgrxe 1 for hu! upl'le load. 2 - iAJlrre no Uplfi kiSd is Mquiri'l, a ininirflUrn end dietarele c at 1 :z° is nermitied. c Codes: See p.12 for Code Reference Key Chart P C: V ! t SIMPSON HU0410 HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 237 Simpson Slronp-Tie�' I'Vood ConstrLiction C�brinectors HU/HUC/HSUR/L Medium -Duty Face -Mount, Hangers (cont.) 0 These products are available with additional corrosion protection. For.nore informafiorL seep. 15. ai� her;.,, tB 7. _ nao _ -5--t HU26 HU26X 6 ax, (4) 'V4 x 235 i ) v4 x 13/4 l (2) 0 148 x 11/. I 1% �4LCI 4B IA4" 1,000 335 1.545 HU24-2 HUC24-2 (4) 1/4 x 21A(4) Y. x 11/, (2) 0.148 x 3 3BO 1,000 380 a 1.545 -40626 26db HU26-3 (Min.) HUD26-3 (Min.) (B) Y4 x 2;( . (8) Y, x I 1Y. j (4l 0148 x 3 760 2,000 760 3.200 HU26-3 (Max.) HUC26-3 (Max.) (12) 114 x 21/4 (12) YA x 1% (6) 0.14B x 3 1,135 3,000 1.135 3,950 HU210 HLY210X (8) 14. x 2-YA (9) %x Rl, 1 (4) 0.148 x 1112 545 11,000 760 2,415 .04 50 .�P 04 HU210-3 (Min.) HUG210-3 (Mill.) rl 4,11/4 x 21/4 1,14-j%X11K (6)0.146 x 3 1.135 3,500 1,135 4,920 HU210-3 (Max.) HUG210-3 (Ma)-j (18) % x 23/, (1 B) Y. x 11/4 (.0) 0.148 0 1,800 4,500 1,800 5,08.5 Ar HU212-2(Min.) li'LIC212-2(min., (16) Y. x 2% 16) Y4 X 1 % (6) 0.14E X 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HU0212-2 (Max.) RZI 1/4 X TV' (22) 'K x I % (10) 0.148 x 3 1.350 5,0B5 1,350 5,085 MU Zs ZJI :;2 3 -2k i X HU214 HU214X 07) x 22K fIZ) 3/4 X 11/4 i (6) 0.148 X 11A 1,135 2.655 1,135 2.665 ,7HU214* ? @aKr jgv�Yani V-1 HU214-3 Nlin.) HUC214-3 (Min.) 0 8) V. x 21/. (181 Y, x VY, (8) 0.148 x 3 1,515 1 4.500 1,515 5.0B5 HU214-3 (Max.) HUG214-3 (Max.) f24)�Y4x2l/ (24) 'V4 x 1 (12) 0.148 x 3 Z015 5.0115 1 2,015 5,085 070 ^ HU0216-2 (Mimi qqi 1/4 x 2a'4 (n) A x 1 (810.148 x 3 1.515 4.920 4 1.515 4,920 HUP16-2 (Max.) HLIC216-2 (Max.) (2 6) Y. x 2-'Y-- (2 6) V. x 1-Y, I (12) 0.148 X 3 2,015 5,085 2,015 5,085 4 �Mft -(2 P�! ak-' . HU2Ffi' PA. 9 7� �Vl(12iM7d8a9 i HU7 (Mn.) (Not available 2) Y, x 2 (12) Y, x 1 Y (4) D.1 48 x 1 Ih 545 nilo I 760 2.960 H L W (Max.) ug fmig (Nol. available) • (15) Y4 X 21'. (16) Y. x 115 I (11) 0.14B x 1 Yi I. 1,085 3,485 1.085 3.485 HUD J I Hull (Min.) (Nat availabl) (ZZ) 1/4 x 21K (22) 1/4 x 1Y4 I (6) 0.148 x 1 Ih 1,135 .1,230 i 1,135 3,230 i Hull (Max.) (Not avallabla) (313) x 2% (3 0) '14 X 1 -74 (10)0.14BO1h 1,445 3,735 1.445 3,735 4! _ (3 pr 4iii-I. 238 STAGGER JONTS - I wcI w� N UPLIFT/SHEAR ANCHOR— I �! EACH TRUSS - SEE PLAN i NOTES ADDL FRAMING NOT SHOIW FOR CLARITY RAIISED HEEL TRUSS BEARING/ A 1 scow xr5 SKI ,ED HEEL ROOF TRUSSES ROOF SHEATNiNG- SEE PLAN SOFFIT/FASCIA- SEE ARCF RAISED HEEL ROOF TRISSE5 -SEE PLAN �I�MASONRY RIBBON BOARD-• - • SEE SCHEDULE FOR SPACING 1 RIBBCH BOARD- SEE FASTENING TO w SCHEDULE FOR SPACING 1 TRUSSES FASTENNG TO TRU55E5 WALL 6HEATHING-SEE PLAN - MIK 15/32' COX PLYLLOOD OR 1/16' 055 OATH ed GI?1 NAILS WALL- (OJ31' X 2 W) G 6' O.G. TO —UPLIFT/SHEAR GYP. CEILNG- SEE PLAN PJB5014 BOARDS ANCHOR EACH SEE PLAN 1 5CHEDULE DO NOT FASTEN RIBBON BOARD 7WS5- SEE PLAN MASONRY.WALL- NTO END GRAIN ROOF TR(ISS SEE PLAN 5O BOTTOM LHORD RAISED HEEL TRU55 BEARING/ E3 G"E.HTO SKI RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL M5504 SPACING RIB50N ATTACHMENT WII=165 MPH (2) 12d GUN (0.131' X 3') (Yaed-125 MPW 2X4 SPF4 24' TO EACH TRUSS, (4) EXP. 5' ENCLOSED_ NAIL9 AT JOIN75 (2)12d CAN (0.131' X 3') (Va5d=135 MPH) 2X4 SF'F'2 16, TO EACH TRUSS, (4) - EXP. C. ENCLOSED NAILS AT JONT5 . T U uwwwr. SK.I Piggyback Detail - ASCE 7-101 180 mph, 30' Mean Hgt, Partially Enclosed, Exp, C, Kzt=1,00 180 mph Wind, 30.00� ft Mean Hgt, ASCE 7-10, Part. Enclosed Bldg. located anywhere In roof, Exp C, Vlnd DL= 5A psF (Fdn), Kzt=l.a. Or 160 mph wind, 30.00 ft Mean Hgt, ASCE 7-10, Part, Enclosed Bldg. located anywhere In roof, Exp D, wind DL= 5.0 psF (min), Kzt=1.0, Nater lop chords of trusses supporting piggyback cap trusses must be adequately braced by sheathing or purllns, The building Engineer of Record shall provide diagonal bracing or any other suitable anchorage to permanently restrain purllns, and lateral bracing for out of plane loads over gable ends. Maximum truss spacing Is 24' o.c. detail Is not applicable If cap supports additional loads such as cupola, steeple, chimney or drag strut loads, Piggyback cap truss slant nailed to all top chord purlln bracing with (2) 16d box nalls (0.135'x3.5') and secure top chord with 2x4 03 grade scab U. side only at each end) attached with 2 rows of 10d box nails (0.120101) at 4' o.c. I 12 ++ Flat tap chard purllns required at bath ends and at a maximum of 24' Intervals unless otherwise noted an base truss design drawing. Attach purtln bracing to the Flat top chord using a minimum of (2) 16d box nails (0,135'x3,51), Flat Too Chard <= 361 , vt, v„v, .A .r - ♦ 1 yN,"v —U " LTlm' w In addltion, provide connection with one of the following methods) Trulox 28PH Wave PlAnyla—k Plate Use 3XS Trulox plates for 2x4 chord member, and One 20PH wave piggyback plate to each face 3X10 Trulox plates for 2x6 and targer chard Joe' o.c At' 4, %eth to Iggg'yyback at tl B of members, Attach to each face a 0• o.c with <4) rlcn�lon. Attach to suppporting truss w.'th 0.120'x1.375' nnlie Into cop bottom chord and <4) <4) 0.120'x1,375' nails per Facel per ply, In base truss top chard. Trulox plates nay be Plggybnck plates may be staggered 4 o.c front staggered 4' o.c. Front to back faces, to back faces. APA Rated Gusset 2x4 Vertical Scabs O'xB'x7/16' (nln) APA roted sheathing ussets 2x4 SPF 02, Full chord depth scabs (each Face). (each face). -Attach II 0' o.c. wltf] <0) �d cta man Attach @ S' o.c. with (6) 10d box nails (0.12e'x3') CQ ll3'x2') Hall per gusset, (4) n cap bat on per scab, (3) In cap bottom chard and <3) In chord and C4) �n base truss to chord, Gussets pose truss top chard. Scabs may be staggered may be staggered 4' o.c, front to back Faces. 4' o.c. Front to back faces, weVARNetiol READ AND FR1AV ALL MTES Ot lla5 BRAVRA :eDrORTARTws FIfa097 TN(S BRAVBtG m ALL rOLIRACTaRS MIXUDDIs TIE HISTAIdFAS, REF PIGGYBACK I Tresses require extrmt cars In fabricating, handlha, shipH.Far to and Faso. ft. lataet .dtlon or DcSI (Building canparent S." n ornoear iPl and SBCA7 Par DATE 10/01/14 y safety yyin<ac.a prbr to p.rF—Ine th... Functlane. Tnirkpll a shall Provide�11 brad� prr sCSL Uniesa noted ath.r.— tap hard slea )cave properly .1tad,ed str,e:tr.l sh andaotian card DRWG PB180101014 w shall have a properly attached rhod ceune. Lgrntbne shown For parnen.nt I.Ural r.etrdnt air webs shay have braciny In.W11.4 B 1 d per de am 13, D7 or BIB, as applicable. Applyy plates to aoch Fe- of truss and ppaeltbn as shad, above and w tir Jablt D.Awlq, -i.e. noted atherds.. R.Fer to dra.lnss 160A-i Fr standard AN ITWODMA4NY plate posltloas IAlpin., a dvlslon of ITV Bulldln Conpanmta Brouupp Inc, shall not be nsponsfb4 Per an d.N.ibn Fran wile draNne any Fah-. to buld:%. truss I. 1, canPornancr .Ith ANSI/TP< r fr handuna, "PlN, h.t.a.tkn 1 13—Ina of tru.r.a: ,A swot an thb d-..btya ar mver pogo WWII this enedp, Ind -Us acc.ptorx:a of praFessbnat im tfw dram whom Th.-Itabiny and — at this d fin For 1338e Lewahonl arw. an Is t{,. rydY y Won�litY F fF,e DA&V DWWWW par NiSt/1pI 1 S—& SPACING 24,0' Eenh ally, Ma B3og6 ALPMa...PWAU.— aye3 :.thl „Job's a-1. notes ppbs. d thnr ub dtec� tp Loral Sera w.r.WMdueN argil ICG re.lccc.Pecrg Subbed; ...PI'9:�ak �:e'tafl 1Qo ker.. Top' eh4rcJs df• t'riiggeg $.upporting �lggyback: cap, *f .�}sse c MU5*--%e acJegpcttely bNo4od y:. haathlrig . pr.' .purllns, .The `bulldlnq E, Ineer of Rec6rd. skAll' prgylde• dlagon'al bracing' §i any ether suitable anchordge' tq'perp!460nt(y restrAin purllns;.'and.,.atgra( l r,. g1rlg for.' out of plane loacJs 'iiVer 'gnbl'e elids. Refer to .EriglneeF's 'sealed truss deslgrl' drgyilrtp PO . piggyf gck,!and baeg trwag 'Opq_gjFlca''ans, MaxlMum `truss §pticlhg. is;Q4' .o.c, Detail' Is. not ,applicable If .cigp. OUPPO-hr ddditlonal .loads .such 'as cu ok; s o le r ' cMle•y or' ra9* strut l,A rr Ex4,22xWON8,2910 or- . x1e, 'N'Q:_or . 9 ,QT, $PP, Merv=FJr,;;. +.+ BQtall, .y4.114 only .for •Full - gverlap 'pf :PI®gYba+ak ehond as s oyiii, or Sf'' aSr•/ieeded..At aeh s'Cq to•'one,face of tthu4s'wlth 164 '0.1621x ' <' �;$ Gammon Halls 'or 0.128 .x3' gun Halls �' d-otitInuous LatQral H'racln (CLb) , as s Qelfled, dn. th' St1 kruss TTWBGC drawls g Porting' 8 3' bd. 'thr�odghpu k top' �Figrd,: g -Ar. a$ 2jf_'o,c; 1 nit s�eclEled, . gtaSYi. to each sypportlhg tr. use ' wlth (2) 16d '(0.f¢E )OOP . cohrigh naps, ►� PIggQY.b4cl( 'ns :&r ITWBCG dr4wln'�,� t�toSh` tp o chord. of l sUpporting:. tr.Uss u .Ing gJthgr the�pttachmen , gpPeclP,f�d 'on Hrar(ng :mnterin to .be Supp11eo1 and gttq.ehed at. both. ends, to AlpIne drQWTn for 'WI h ggun naps' 033, IfK3! Ur >lalls) fl a gultablr •support by grectlgn contractor, 8r. oac fdr A CE 7— � !60 mphe Enc >1ldg,. Exp B 14. C, 3W MI I t CO: lum0erl. 2k4 pr E xS q2 or 118 P T, Sf'F, Mem-Fir+; ,cir` ;SP, 6' o .:for ASCE 7m1fs, .;1.80 mph, Part End aide, EXP J', 3q! MM LB Ma be' ll 'd' to 6' or, for 'ASCE :Z-16, 180 mph, 'Esc, Bldg, EKP. ,G, 3d' My G Y gPpp q trRp edge of , suppgntlnB truss 'top. h'' oc, .f6r.MQ�, 7-16; 180 Mphr. part: Enc, Zob,.F�xp•C,:30y'MW toprghord,sliogn)'or `bottbri ed0e of suppprtlrlp truss I. I .MF674` 1'oenrill .b4ock Ad top'rhord �with � 0,12B'x3" gun nails B A oc -frdm ' gach -face th' ou. gliout• ;top -chores: i 24.' Max:.... — - I j Plgayl Ock Truss. i . l + + +. it-i/4r Max: SYO*gr t hd Truss. P. ri► Top Ch6rd •Floe& h6tAlli +'`' °q°�r,E1�itiS :.viungNo„ piuu tiwi r�tr�y > RAWDO �rglFrnnJlrt<.I FUSm Im MMMU T{f A4 171f 7►IiTAU�4 ;y p i'. REF PIGGYIjACI� §GAB Trydsra .ryn giM.e xtr. r . I _ hWww%b ka and bra :frfr•.#a: fAR '--�—'—+---^-�+ YoUgs ;ni Id`tfst �cWan ig�.yrt nt Yararq¢ibn, trr.w�a`,q:►pn:ar "- .o. pAT� Ol/Q2%D1Q: . -.. pra�tlgrs � io " ..� root��t�,�Ilstallfrs �haa W'm'Id� IWj�}Nr •.� w . p .. • I��.fif.nol �rM�Wfn. G�rq shall. hPw"W� rIy SMPA for .ahea. .Etrlt M: - rb? Ipv"..4:praa•rIY 94 04 taN + .ha:n var 'o►�` ° DRWG PHSCIia16Q119 .na r n Wf k wignf4 a•r '.. n9 � uitwr $ 5T^]-C a; �• ... M ir{1ts:apil, ion. pr ffa �.Pb '..Sa`:�Pah %afl1L. . R. ra •fo. >$`41• 'Oil'lljyAe,� Pq` 1 °^: i{x i iH 'Ile, �a, a P'�°°!'t Wate. P.af ✓ +QIr Q pJ�ii..kk,dRUa@r, or. nV &1edNY cae,Pon.riis,Qrau� Gig f>xill rloti ., .npwfPolt rod way dtY4<ian r .'� a D Q! AN fYWCbMBANY k* 'Ilatreh=ipNNtl HKr'tric�q•M rdn/arna!>Cf MHl`ANS l.: oia /oil-rw�dlkrp, rHppkip," YS; 'r1 .0 f�' a µa 44" wh ti7 a.o ! MAX: TOT', LD, 55 _PSF tw.ry far +iw 1Mko '8wr 1arrr raa.�a+ ,j rra� ! �++ r .61A EtlNh Crry E.pyeoawey r. 3nr t�Hy f,al wr; or'#b ,kw"►}p"I'I!!� �dA(�j /(,%N �.. DUl2' F`�1C, dl alle iAY lcrdnyau S, EuNh'C1.Y, 440 ham °!! I+a!'�"M�9fe�4Ebn ff ,Ja4!i penrol .nq{fy' •an� fllGsf �f¢ fI1Yy, a��.i�t�n� [� y . ._ .. _ A crop Nr.cnn11T11 rrw; QI`SSCM•MS'fockW�4b'sY�'W'1Ca n'arlK•or..cr0; $I".�I.CBNG •(.. 4,0'. I ......... ........ ...4. M N U. C A � - B.:� �it� VLK IJ.L I HiL N :mph wind, C -T EXoR, c Asbt 71--10 160mph; *Ircl: EXP- C,. Or , 14D ;MphYlild &ixn, 'iomywhlrI T hgt oco,ted -y.�herqIn rool, wj)� T.,p',sf, wind A� PC-440 psifJ. Kxt w1ho�L=4:2 p DC DL=5 b PA�,; R*t11AV p M e ; d hb'rbi: On pig t En -.�g Me.OJed:. d L ::over, h- P. ....... . ... ... ... g ?Vor o(no ;.:sc 1% !F.6.0e; bp op: . . ........ ri o. t 1. t: oxi. p 1). kUpj., e a qw.e.;, h' NOV- A", UOP-t (1 0 r-us", 4 TIPP IR! ,.g - R 70801, , 1 L. .,I-j,.HTAL* TOP'XHGRR: V7 IAD. �DT 1W DEADII'OLUS EIV00VEY, trATTE: RQ M N U. C A � - B.:� �it� VLK IJ.L I HiL N :mph wind, C -T EXoR, c Asbt 71--10 160mph; *Ircl: EXP- C,. Or , 14D ;MphYlild &ixn, 'iomywhlrI T hgt oco,ted -y.�herqIn rool, wj)� T.,p',sf, wind A� PC-440 psifJ. Kxt w1ho�L=4:2 p DC DL=5 b PA�,; R*t11AV p M e ; d hb'rbi: On pig t En -.�g Me.OJed:. d L ::over, h- P. ....... . ... ... ... g ?Vor o(no ;.:sc 1% !F.6.0e; bp op: . . ........ ri o. t 1. t: oxi. p 1). kUpj., e a qw.e.;, h' NOV- A", UOP-t (1 0 r-us", 4 TIPP IR! ,.g - R 70801, , 1 L. .,I-j,.HTAL* TOP'XHGRR: V7 IAD. �DT 1W DEADII'OLUS EIV00VEY, trATTE: RQ ....... K> ....... 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' I • ` hs doctxrs h been 4e1etra vc j siV ied Ind Sett ttstttg a C1V � +�, t�rii�ad Copies wi t it an 06gi $19natur6 MrA be vadffed Ong ft MOW etectroric version. COA #0 278 �,�;,•••/ 07/09/2021 STATE f Contractors of America ALPINE AN.COMPANY l Job Description: 7A5/320 ,182EC,E ,Rl0l / l828/CALl/4EBB ELEV.C/E N334496 Alpine; an ITW'Company 6750 Forum Drive,, Suite 305 Orlando, FL 32821 Phone:(800)755-6001 www.alpineitw.com p�pp �.." zznnVz.A,W {:Y 45.xA ._, „'.vow _. .,}i--..' Design Coder FBC 7th Ed. 2020 Res IntelliV/EW Version: 20,02.00A JRef#. 1X6Y89750072 Wind Standard: ASCE 7-16 Wind Speed (mph): 160 Design Loading (pst): 37.00 Building Type: Closed This package contains general notes pages, 24 truss drawing(s) and 4 detail(s). 1190.21.1223;52374 Al 3 190,21:1223.522 '9 A2 5 19021.1223.52390 A4 7 190.21.1223.51766 A6 9 I M21.1223.52421 A8 11 190.21.1223.51797 A10 13 190.21.1223.52250 A14G 15 190.21.1223.52108 A13 17 190.21.1223.51844 A16 19 190.21.1223.52062 C1GE 21 190.21 . 1223.52266 CJ5 23 190.21.1223.52531 CJ1 25 A16015ENC160118 27 VAL180160118 2, .t 190.21.1223.52311 tub A1A 4 190.21.1223'.51813 A3 6 190.21.1223.51843 A5 8 190.21.1223.52124 A7 10 190.21,1223.52296 A9 12 190,21.1223.52140 Al2 14 190.21.1223.52267 All 16 190.21.1223.52453 A15 18 190.21,1223.51858 ' B1GE 20 190.21.1223.52094 EJ7 22 190.21.1223.52032 CJ3 24 190.21.122152031 HJ7 26 GBLLETIN0118 28 VALTN160118 Florida Certificate of Product Approval #FL1999 Printed 7/9/2021 1:02:23 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 1310 (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 1310, 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.org. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. [CC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN: 249564 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X6Y89750072 T10 FROM: RWM Qty: 11 ,7A5/320 ,182EC,E ,RI014 1828/CALI/4EBB ELEV.C/E DrwNo: 190.21.1223.52374 Truss Label: Al SSB / YK 07/09/2021 6'1"7 6'1 "7 �'i 100' 1' 12'11"15 19'10" 26'8"1 6'10"8 + 6101 T 6'10"l Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. =5X5 E 39'8" 9.10" 19'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 9' 10" 29'8" 33'6"9 39'8" 6'108 6-17 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.222 K 999 360 VERT(CL): 0.385 K 999 240 HORZ(LL): 0.081 J - - HORZ(TL): 0.140 J Creep Factor: 2.0 Max TC CSI: 0.617 Max BC CSI: 0.882 Max Web CSI: 0.457 VIEW Ver: 20.02.00A.1020.20 07/09/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Alpine, a division of truss in conformanc listing this drawing' drawing for any stru For more information m 0 0 1� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1711 /- P /961 /309 /444 H 1711 /- P /961 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1490 - 3155 E - F 1130 - 2029 C - D 1366 - 2875 F - G 1366 - 2875 D - E 1130 - 2029 G - H 1490 - 3155 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2759 -1207 K - J 2278 - 858 L - K 2278 - 879 J - H 2759 -1186 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 541 -134 K - F 530 - 745 D - K 530 - 745 F - J 541 -134 E - K 1362 - 605 in Components Group Inc. shall not. be res onsible for any deviation from this drawing, any. failure to build the )I/� PI 1, or for handling, shipping,, Installapion and bracing of trusses. A seal on this drawing or cover page ccepsibil tance of professional engi eenng_responitX solely -for the design shown. The suitability and use of This TPI: ALPINE ANMICWAN 6750 Forum Drive Suite 305 Orlando FL,: SEQN: 249588 / COMN Ply: 1 Job Number: N334496 Cust: R8975 JRef:1X6Y89750072 T25 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 190.21.1223.52311 Truss Label: A1A SSB / WHK 07/09/2021 T 1� T11"2 13' 179"12 1 19'10'j 23'8 31'8"14 39'8" ' 7'11"2 5'0"14 4'1"12 2'8"4 3'10" 8'0"14 + 7'11"2 , =5X5 F 39'8" F1' 8'1"9 4'8"it 2'0"1 6'8" 8'0"11 T11"5 1' 8'1"9 12'10"4 14'1 23'8" T 31'8"11 r_ 17' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T1 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W6,W8,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. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. + Bottom Chord section between vertcials may be removed. 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)/l 0(0) Plate Type(s): �a Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.280 P 999 360 VERT(CL): 0.522 P 905 240 HORZ(LL): 0.120 K - - HORZ(TL): 0.225 K - Creep Factor: 2.0 Max TC CSI: 0.790 Max BC CSI: 0.859 Max Web CSI: 0.964 VIEW Ver: 20.02.00A.1020.20 i H*�f ti �g�mw.es.ee/� SAT ® ° r -0 PA- �® (� w 1 a�yr COA #fib ' 0 A4 14� fw►r>� 07/09/2021 o i ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1555 /- /- /960 /309 /444 1 1555 /- /- /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 1413 - 2747 F - G 1409 - 2067 C-D 1715 -3278 G-H 1217 -2103 D - E 1437 - 2551 H - 1 1424 - 2775 E - F 1565 - 2527 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2374 -1111 L - K 2401 -1108 Q - M 2867 -1216 K - 1 2404 -1107 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - S 508 - 838 M - F 1684 - 892 C - Q 637 -122 M - L 1745 - 573 S - Q 2530 -1181 F - L 559 - 464 Q - D 744 - 323 L - G 450 - 365 D - M 533 - 912 L - H 477 - 691 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly �id ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, e. Apply plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. f�efer to )um-c Tor sranaaro plate positions. Kerer to )oD s uenerai Notes page for additional intormation. vision of ITW Buildin$Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the formance with ANSI/) PI 1, or for handling, shipping,, installation.and bracing of trusses. A seal on this drawing or cover pa4e rawing indicates acceptance of professional engpneering responsibility solely -for the design shown. The suitability and use of this any structure is the responsibility of the Building esigner per ANSI/T 11 Sec.2. ALPINE AN CCWANY 6750 Forum Drive Suite 305 Orlando FL, 32821 AWC: SEQN: 249589 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef. 1X6Y89750072 T9 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 190.21.1223.52219 Truss Label: A2 SSB / WHK 07/09/2021 6'1 "7 6'1'7 F 1' i r 10' 10' 12'6"15 19, 6'5"8 615"1 :5X5=5X5 E F 27'1"1 336"9 39'8" 6'S"1 r 6'5"8 6-17 39'8" 9110" 9'10" 19,10" + 29'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin 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: 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 Wnvr= Lumber Top chord: 2x4 SP #2 N; Bat 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. 10' 1' 39'8i Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.172 L 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.321 L 999 240 B 1556 !- /- /963 /310 /427 HORZ(LL): 0.066 K - - 1 1556 /- /- /963 /310 /- HORZ(TL): 0.123 K Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Max TC CSI: 0.480 1 Brg Width = 8.0 Min Req = 1.8 Max BC CSI: 0.747 Bearings B & I are a rigid surface. Max Web CSI: 0.625 Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 — B - C 1542 - 2800 F - G 1182 -1779 C - D 1425 - 2521 G - H 1425 - 2521 D - E 1182 -1779 H - 1 1542 - 2800 E - F 1159 -1559 v '®°'"® H.••ir7r , Wind �.N �Ptir r�'r Wind loads based on MWFRS with additional C&Cy Y®��•�"�',1{ member design. Wind loading based on both gable and hip roof types. 4. X08 1 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 AT 0 r A% COA ,1paY��I Y/�Y A IL �16 ft 11S$t1t 07/09/2021 **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 attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracinp installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildingqComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the AN rtwmMVANv truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation. and bracingof trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty�r solelyor the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICCciccsafe.org; AWC: awc.or�, Orlando FL, 32821 SEQN: 249590 f HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X6Y89750072 T22 / FROM: RWM Qty: 1 ,7A5/32O ,182E,,E ,R,01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 190.21.1223.51813 Truss Label: A3 SSB / WHK 07/09/2021 6' 1 "7 12'0"15 18'0"1 21'7"1 6'1"7 5'11"9 5'112 37'14 ;5X5 =5X5 E F "v 73 2771 i33'6"9 39'8" 5'11"2 5'11"9 6'17 10' 39'8" 9'10" 90" 10, 10' 19,1� 2;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): 0.171 L 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.319 L 999 240 B 1556 /- /- /965 /312 /407 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 K - - 1 1556 /- /- /965 /312 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.124 K Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.408 1 Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.748 Bearings B & I are a rigid surface. Bearings B & (require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 it Rep Fac: Yes Max Web CSI: 0.485 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver. 20.02.00A.1020.20 Lumber B - C 1608 -2796 F - G 1252 -1794 C - D 1497 - 2523 G - H 1498 - 2523 Top chord: 2x4 SP #2 N; D - E 1252 -1794 H - 1 1609 - 2796 Bot chord: 2x4 SP #1; E - F 1245 -1635 Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N; Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SRB or better continuous lateral restraint to Chords Tens.Comp. Chords Tens. Comp. be equally spaced. Attach with (2) 8d Box or Gun B - M 2439 -1329 L - K 2064 -1027 nails(0.113"x2.5",min.). Restraint material to be supplied M - L 2064 -1048 K - 1 2439 -1308 and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR Maximum Web Forces Per Ply (Ibs) restraint. substitute (1) scab for (1) CLR and (2) scabs Webs Tens.Comp. Webs Tens. Comp. for (2) CLR'S where shown. Scab reinforcement to be M - D 495 -106 L - F 523 300 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. ;49/tilt89lrt870 1 ri D - L 497 -674 L - G 497 -674 Wind f l • P'� E - L 523 - 300 G - K 495 -106 Wind loads based on MWFRS with additional C&C�sbs member design.wQ � y ' i e®°� ®'•••••� rrr�+ �q .® ,' Wind loading based on both gable and hip roof types. 0m° - :« ( •°t o. 7.08 1 m , COA NA. s i °•mom r��•m••e� �'1�0� 07/09/2021 **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 er BCSI. Unless noted otherwise, top chord shall have proper!Y attached structural sheathing and bottom chord shall have a properly attachec�ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shali not, be responsible far any deviation from this drawing, any, failure to build the ANr COWAW truss in conformance with ANSI 1, or for handling, shipping,, installation. and bracinlof trusses. A sea( on this drawn or cover pa a 6750 Forum Drive listing this drawingg indicates acceptance of professional engiineering responsibilitty� solely for the design shown. The suitabdi y and use of This drawing for any sir'ucture 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.org; SBCA: sbcindustry comVICC: iccsafe.oM; AWC: awc.org Orlando FL, 32B21 SEQN: 249591 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X6Y89750072 T8 / FROM: RWM Qty: 1 ,7A,' 20 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 190.21.1223.52390 Truss Label: A4 SSB / WHK 07/09/2021 7'1014 17' 22'8" 7'1014 9' 1 "2 68" rQ 0 m 73 1' + 10, -i 10 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 It GCpi: 0.18 Wind Duration: 1.60 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. :5X5 s5X5 D E 39'8" 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 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 Ver: 20.02.00A.1020.20 dype�A i( •�1°j1i • � ,a `a e' s °e v • v • A% a -ft � •r • •O'er®•6.Ipq•'�s ��'�� aeHilo, �e+ 07/09/2021 10, 1' 39'8"� ♦ 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 1 - G 2393 -1352 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 498 -448 E - 1 770 -435 K - D 770 - 435 1 - F 498 - 448 **WARNING*' READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, 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 er BCSI. Unless noted otherwise, top chord shall have proper Y attached structural sheathing and bottom chord shall have a properly attache!yriV ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. F:efer to ALPINE drawings 16OA-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 tr ss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawing or cover pa cie 6750 Forum Drive listing this drawingq indicates acceptance of professional en meering responsibilityV solely -for the design shown. The suitability and use of lh!s drawing for any sfr'ucture is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineilw.com; TPI: tpinst.org; SBCA: sbc!ndustry.com; ICC: iccsafe.org; AWC: awc.orq _ Orlando FL, 32821 SEQN: 249592 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1XV89750072 T24 / FROM: RWM City: 1 7A5/320 ,182EC,E ,RI01 11828/CALI/4EBB ELEV.C/E DrwNo: 190.21.1223.51843 Truss Label: A5 SSB / WHK 07/09/2021 160"1 23'7" 15 33'6"9 39'8" 91101,10 6X6 6X6 D E T2 6 12 T4 5X5 8* 5X5 co C F m zo W W1 B G A s� Ht_e-8" = 4X6(A2) = 5X5 = 5X5 =_ 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): 0.156 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.292 J 999 240 B 1556 /- /- /964 f713 /366 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 1556 /- /- /964 /713 P EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.119 1 Wind reactions based on MWFRS Mean Height: 15.00 It NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: psf .G Brg Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.799 q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.745 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.485 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE IVIEW Ver: 20.02.00A.1020.20 Lumber B - C 1841 -2852 E - F 1665 -2513 C - D 1665 - 2513 F - G 1841 - 2852 Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; D - E 1456 -1829 Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - K 2505 -1555 J - 1 1780 - 984 member design. K - J 1780 -1005 I - G 2505 -1535 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 511 -469 E - 1 617 -249 K-D 617 -248 I-F 512 -469 n� �r O�t;t4f►fllffipll'!1s • � i%,/''�r� ~'`des`+ �'•'" W 7�S � � Z 4 •/• a • 9 � 0 �- a AT 0 a 04' 4i ®••�sar4n•a�� SAL cOA r�+tre"ouiv, 07/09/2021 **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 temporary practices prior performing shall provide bracing er BCSI. Unless noted otherwise, top chord shall have �roper)Y attached structural sheathing and bottom chord shall have a properly attache�rig4id 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 Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCCWAW truss in ANSI 1, for handling, conformance with or shipping,, installation and bracin of trusses. A seal on this drawingor cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en Ineering responsibility(� solely -for the design shown. The suitabilifand use of this drawing for any structure is the responsibility of the Building -Designer per ANS11TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.or ; AWC: awc.org Odando FL, 32821 SEQN: 249593 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JR&AXV89750072 T7 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 190.21.1223.51766 Truss Label: A6 SSB / WHK 07/09/2021 L 7'10"14 15, 24'8" 31'9"2 398" 1 r 7'10"14 T 7'1"2 9,8" T1"2 7'10"14 6X6 a 6X6 D T3 E 12 6 5 \55 X C o r W 00 W1 B G AIII H +8'8„ 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 (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria 0 Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# 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 /- A /962 /328 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.115 1 Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: 4.2 psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TIC CSI: 0.913 G Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G are 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: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1807 -2729 E - F 1827 -2537 C - D 1826 - 2538 F - G 1807 - 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 - 1 628 - 300 K - D 628 - 300 1 - F 394 - 358 �t113f31tlifpt101 elf �® / OS 9 3 � _ s a�a � 8 g v! v 0.7108 1 " v Y ® 6 0 m ® e 9 $Y 4� tt77 t1�1 COAL 0NAILL ,�+'� gaAmas atmt (7/09/2021 *'WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of Component Safety Information, by TPI r BCSI (Building and SBCA) safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin$gComponents Group Inc. shall not, be responsible for any deviation from this drawing, any, failure truss in conformance with ANSI 1, or for handling, shipping,, installation bracin trusses. A this drawingor to build the AN CCWANY and of seal on listing this drawin indicates acceptance of professional enVeenng responsibilit(y� solely -for the design shown. The suitabiliy drawing for any structure is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2. cover pa a 675o Forum Drive and use of this Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindustry comICC: iccsafe.org; AWC: awc.orq Orlando FL, 32821 SEQN: 249594 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X6Y89750072 T23 / FROM: RWM Qly: 1 ,7A5/320 ,,82EC,E ,13101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 190.21.1223.52124 Truss Label: A7 SSB / WHK 07/09/2021 6'1"7 14'0"1 19'10" 257'15 33'6"9 39'8" 6'1"7 7'10"10 A9'" 5 5'9"15 7'10"10 6'1"7 ,5X5 1112X4 =5X5 D E F T2 12 6 T4 5 \5G C Z W3 m r` B A H !8 8 =4X6(A2) =5X5 =5X8 =5X5 =4X6(A2) 39'8" �1' 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): 0.176 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.329 E 999 240 B 1556 /- /- /958 /715 /325 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 !- /- /958 /715 /- EXP: C Kzt: NA Des Ld: 37.00 0.121 J Wind reactions based on MWFRS Mean Height: 15.00 ItHORZ(TL): NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Br Width = 8.0 Min Re 9 q = 1.8 Soffit: 0.00 BCDL: 5.2 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.743 H Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 TPI Sid: 2014 Max BC CSI: 0.748 MWFRS Parallel Dist: h/2 to h 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: 0.434 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 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 �iigi I4tl t d�tt ditlf 7* 6•. •® •` T� 1i ® C r ® y 9 e SAT 0 o ~ , �0 P� Oi�11 aN COA�+f1dA�1y¢yVV dtBattg+t�' 07/09/2( **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 of BCSI (Building 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 proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face of truss and position as shown above and on the Join i Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANI COWAW truss in ANSIl1 PI 1, for handling, conformance with or shipping,, Installation and bracin of trusses. A seal on this drawing or cover pale 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSISI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com;. TPI• tpinst.org; SBCA: sbcindustry.corn ICC: iccsafe.org; AWC: awc,org��, Orlando FL, 32821 SEQN: 249595 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X6Y89750072 T6 ! FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 182.8/CALI/4EBB ELEV.C/E DrwNo: 190.21.1223.52421 Truss Label: A8 SSB / WHK 07/09/2021 13' 19,102608 110"12 " i 62 6'1 610" i 6264 22 63'99"84 :5X5 1112X4 =5X5 D E F 12 6 � �2X4 W C G2X4 o G n W3 n B H t A M I ew, 4X6(A2) -5X5 =5X8 =5X5=4X6(A2) 39'8" 10' i 9'10" 10, T 10' 19,101, 29,8" T 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE.7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L!# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240 B 1556 !- /- /953 /716 /305 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - H 1556 /- /- /953 /716 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.121 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 H Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.754 MWFRS Parallel Dist: h/2 to h Bearings B & H are i rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.687 Members not listed have forces less than 375# Loc. from endwall: not in 9,00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2014 -2780 E - F 1973 -2289 C - D 1925 - 2523 F - G 1925 - 2523 Top chord: 2x4 SP #2 N; D - E 1973 -2289 G - H 2O14 -2780 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2421 -1686 K - J 1982 -1323 member design. L - K 1982 -1344 J - H 2421 -1665 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 381 - 339 K - F 425 - 401 L - D 535 -183 F - J 535 -183 fllttfetusaptritrOlt,,$ D - K 425 - 401 J - G 381 - 339 E-K 585 -391 AP o � O AL % COA �!?St3i:f03ff8\'1�\\ 07/09/2021 **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, of BCSI (Building by TPI andSBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigqid 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' Alpine, a division of ITW Buildincc��Components Group Inc. shall not be respponsible for any deviation from this drawing, any. failure to build the ANR CO-AW truss in conformance with ANSI 1, or for handling, bracing trusses. A this drawing shipping,. mstallation.and of seal on or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this Fos drawing for any structure is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2. Suite For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcinduslr�.com,ICC: iccsafe.orq, AWC: awc.org Orlando FL, 32821 i SEQN: 2495961 HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X6Y89750072 T21 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.CIE DrwNo: 190.21.1223.52296 Truss Label: A9 SSB / WHK 07/09/2021 6'3"4 12'0"1 19,101, 27'7"15 33'4"12 39'8" 6'34 5'8..l T9"15 7'9"15 5'8"12 6'35 5X5 1112X4 = 5X5 D E F 12 T 6 �2C4 052G � N 7 io W3 io Z B H A I �8,8„ 4X6(A2) -5X5 =5X8 =5X5 =4X6(A2) � 39'8" 10' 91101. 9.10.. 10 1 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 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 f717 /284 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - H 1556 /- /- /947 f717 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.124 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf H Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.748 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.753 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.999 Members not listed have forces less than 375# Loc. from endwall: not in 9.0o ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B-C 2102 -2791 E-F 2189 -2492 C - D 1987 -2524 F - G 1987 -2524 To chord: 2x4 SP #2 N; p D - E 2189 - 2492 G - H 2103 - 2791 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 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 y�tiii8tflf5dlfttti��rrfff E - K 685 -462 e *w e ® a V8 //�� pp q M A Q. 1 Q .e a m a e e a n o � p COA �Oi6Ci1474i1�� 07/09/2021 **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 andSBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per 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 Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANMCOWAW truss in ANSI/TPI for conformance with 1, or handling, shipping,, installation and bracing of trusses. A seal on this drawingor cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engiineering responsibilityy solely -for the design shown. The suitabilily 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: apineitw.com; TPI tpinst.org; SBCA_sbcindustrycom; ICC: iccsafe.org; AWC: a % or N Orlando FL, 32821 SEQN: 249597 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X6Y89750072 T5 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 190.21.1223.51797 Truss Label: Al SSB / WHK 07/09/2021 5'9"4 11' 19' 28V' 33'10"12 39'8" 5'9"4 5'2"12 8' 9'8" 57"12 5'9"4 5X5 = 5X5 5X5 D E T3 F T 12 6 �2X4 W C 2X4 o (a) (a) G n W3 in m B 1 A H 10.8" a s 1 =4X6(A2) -5X5 -5X8 -5X5 =4X6(A2) 39'8" 10' 9'10" 9'10" 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria 0 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 1718 /264 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 A /- /940 /718 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.127 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 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: 0.934 H Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2194 -2804 E - F 2386 -2693 C - D 2057 - 2533 F - G 2066 - 2539 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 2502 -2773 G - H 2184 -2797 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - L 2448 -1855 K - J 2163 -1578 be equally spaced. Attach with (2) 8d Box or Gun L - K 2147 -1575 J - H 2440 -1822 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs L - D 470 -71 K - F 626 -612 for (2) CLR'S where shown. Scab reinforcement to be D - K 739 -778 F - J 466 52 same size, species, grade, and 80% length of web E - K 79 -778 534 member. Attach with 0.128x3" gun nails @ 6" oc. Wind , @@y,,9A�ri40tttlleitpd1ir��r • k'r�fi� �a6'" Wind loads based on MWFRS with additional C&C ,,gnome member design. °s Wind loading based on both gable and hip roof types. • fr i e o.708 1 a a 8 e COA(i�°` 07/09/2021 **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, handlingq shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing BCSI. Unless per noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attachetl rigqid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Applgy plates to each face of truss and as shown above and on the Join, Details, unless noted otherwise. Defer to position drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the ANMCOMPA- truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawingor cover pa4e 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili solely -for the design shown. The suitabiliy and use of iris Suite Fos drawing for any sfructure is the responsibility of the Building -Designer perANSI/T 11 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com• ICC: icrsafe.org; AWC: awc.org _ Orlando FL, 32821 SEQN: 249598 / HIPS Ply: 1 Jab Number: N334496 R es75 JRef:1X6Y89750072 T4 ! FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 L1828/CALI/4EBB ELEV.C/E TD o: 190.21.1223.52140 Truss Label: Al2 / WHK 07/09/2021 9' 17' 22'8" 30'8" 39'8" 9' 8' S'8" 8' 91 =6X6 T2 =5XD5 -4E4 T3 =6F6 T ,2 6T W (a) (a) W5 h B G rn T A oil H-B,a„ 4X6(A2) -6X6 =6X6 =6X6=4X6(A2) 1 39'8" 10' 9110.. 9.10" 10, 1' 10' 19,10" 29'8" i 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# 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 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.150 1 Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf G Br Width = 8.0 Min Re Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 9 q = 1.8 BCDL: 5.0 psf Bearings B & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.834 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306 Members not listed have forces less than 375# Loc. from endwail: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 _ Lumber B - C 2250 -2705 E - F 2239 -2478 C - D 2238 - 2478 F - G 2250 - 2704 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2906 -3233 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - K 2330 -1856 J - 1 3176 - 2629 be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 -2647 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 - 1 944 -834 for (2) CLR'S where shown. Scab reinforcement to be K - D 940 -832 I - F 718 430 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. �411itOtPj{i�iiNttdtor,�r Wind Wind loads based on MWFRS with additional C&C � �+ member design. �'�, s�® ��41�` •e®� Wind loading based on both gable and hip roof types. ' 4 h® ` 0. 7108 j $ r 0 0 0 m ,,�•, SAT ® .° i i 07/09/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)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 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 Alpine, a division of ITW Buildin$QComponents Group Inc. shall not. be res�Jonsible for any deviation from this drawing, any failure to build the ANMCOWANY truss in conformance with ANSI 1, or for handling, shipping, • installs ion and bracin4of trusses. A seal on this drawingor cover pa a listing this drawingq indicates acceptance of professional engineering responsibilityy( solely -for the design shown. The suitabiliffy and use of this 675o Forum Drive drawing for any sfr'ucture is the responsibility of the Building -Designer perANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinsl.org; SBCA: sbcindustpLS2m, ICC: iccsafe.orr ; AWC: awc.o Orlando FL, 32821 SEQN:249610/ HIPS Ply: 1 Job Number: N334496 Cust:R8975 JRef:1X6Y89750072 T28 / FROM: LPM Qty: 1 ,7A5/320 ,182EC,E ,RI01 / 182,8/CALI/4EBB ELEV.C/E DrwNo: 190.21.1223.52250 Truss Label: A14G SSB ! WHK 07/09/2021 7' 13' 1" 28'4" MW 39'8" 7' 6' F9'4" 4'4" 7' %6X6 =4X4 =8X10 =H1014 �6X6 12 C D T2 E T3 F T4 G T 6 T (a) V) I B h H v =5X5(A2) =H0 10 =4X4 =6X8 1115X5K 63 =4X6=3X6(A1) 28'4" 1 V4" 1010"4 5'1"12 4'4" 4'4" 7' 8' 18'10"4 24' 28'4" 32'8" 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 Udef! U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.179 D 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240 B 1922 /- /- /- /884 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - - K 4268 /- !- !- /1911 !- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.091 L H 80 /- /- /- /60 /- Mean Height: 10.51 ft NCBCLL: 0.00 Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS TCDL: 5.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.846 B Br Width = 8.0 Min Re 1.6 g q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.785 K Brg Width = 8.0 Min Req = 5.9 H Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: No Max Web CSI: 0.819 Bearings B, K, & H are a rigid surface. all: :20(0) 1 Loc. from endwall: NA FT/RT:20(0)/10(0) Bearings-B, K, & H require a seat plate. Gend Plate Members not listed have forces less than 375# Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N; B - C 1596 - 3565 E - F 169 - 505 T4 2x6 SP SS; Bot chord: 2x4 SP 2400f-2.OE; B3 2x4 SP #2 N; C - D 1465 - 3467 F - G 400 -180 Webs: 2x4 SP #3; W6 2x4 SP #2 N; D - E 1332 -3056 G - H 538 269 Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SRB or better continuous lateral restraint to Chords Tens.Comp. Chords Tens. Comp. be equally spaced. Attach with (2) 8d Box or Gun B - N 3126 -1377 L - K 786 -1874 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by 3816 786 N - M 3815 -1821 K - J 786 -1874 874 erection contractor. M - L -1321 J - H - (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs Maximum Web Forces Per Ply (Ibs) for (2) CLR'S where shown. Scab reinforcement to be Webs Tens.Comp. Webs Tens. Comp. same size, species, grade, and 80% length of web �'reututrgr/`/r rrfp�p� C N 1089 L F 3047 member. Attach with 0.128x3" gun nails @ 6" oc. `t(¢ �* ` - -274 - -1224 053 4778 Loading �T :b••••.■ ■s �i'' D - M 68 - 883 F - J 1889 #1 hip supports 7-0-0 jacks with no webs. v4NN .41 i�' � o % 'f� • M - E 834 67 G - J 344 528 E - L 1423 - 3051 • °o Wind � @• Wind loads and reactions based on MWFRS. 0.710 Wind loading based on both gable and hip roof types. ,• o r a ■ WARNING! This truss is not symmetric, but its exterior geometry makes erection error more • probable. It is imperative that this truss be installed . 00 o properly. �. °� °•® A� • COA �JIfJ, N A L,�i,7,1; 07/09/2021 **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 to these functions. Installers temporary practices prior performing shall provide bracing per BCSI. Unless noted otherwise, top chord shall have attached structural sheathing and bottom have proper)Y chord shall attached rigid ce!ling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections a properly 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. f�efer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW truss in conformance with ANSI PI 1, or for handling, shipping,, Installation. and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing -for Fos this drawing indicates acceptance of professional enVQeering responslbilitt�� solely the design shown. The suitability drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. and use of This Suite For more information see these web sites: Alpine: al ineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249599 / SPEC Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X6Y89750072 T2 ! FROM: RWM Qty: 1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 190.21.1223.52267 Truss Label: Al �SSB / WHK 07/09/2021 5'7"4 5'7"4 I M ED rt) 1� 10. 10, 10'S " 11i 3"15 1 f"I 237'15 to"- 7' 15 4'8"2 77'14 7'7"15 39'8" 1 O'0"1 5X5 5X5 -4X4 =5X5 =5X5 D F F r. u Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 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. BT:Y:3Y 9.101. 19,10" Snout 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 Udefl 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 Ver: 20.02.00A.1020.20 Hapg� -•+{rpji •••6.Obom®tee i''�'�ir 0. 7U8 9 ' a • e COA6.s ANAL �,��•' 07/09/2021 TT M � V _- rfj Tlol 10, 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /932 /716 /257 1 1556 /- /- /930 /718 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 s require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly d rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, icab-le. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to Is 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the conformance with ANSI Q PI 1, or for handling, shipping,, installation and bracin44of trusses. A seal on this drawing or cover page 1is drawing indicates acceptance of professional engpneering responsibility solely for the design shown. The suitability and use of This for any s r'ucture is the responsibility of the Building esigner per ANSV I 1 Sec.2. ALPINE AN T COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249600 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X6Y89750072 T20 / FROM: RWM Qty: 1 ,7A5/320 ,l,2EC,E ,R101 / 1828/CALIAEBB ELEV.C/E Dnallo: 190.21.1223.52108 Truss Label: A13 SSB / WHK 07/09/2021 I T= 54 + 10'8" 13'3"1 217'15 5'0"12 1 2716 8'4" 5X5 D 317'15 39'8" 10, 8'0"1 12 �5E5 T3 "OF10 T4 —6 G T 6 2X4(a)w T B H v Afil 1 11�8'8" 3X6(A1) B1 =3X8 =5X5 N -4X6 =5X5=3X6(A1) 20'8" 5'8" 13'4" �1' 10.81, 5'4" 7'10" 7,10„ 8' 10.81. 16' 23'10" 31'8" 39'8" 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: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T3 2x4 SP #1; T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #2 N; B1 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 member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.043 M 999 360 Loc R+ / R- / Rh ! Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.080 M 999 240 B 840 /- /- /551 /397 /257 Snow Duration: NA HORZ(LL): 0.017 J - - N* 315 A /- /159 /140 /- HORZ(TL): 0.028 J H 585 /- /- /436 /242 A Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS FBC 7th Ed. 2020 Res. Max TC CSI: 0.957 B Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.647 N Brg Width = 68.0 Min Req = - Rep Fac: Yes Max Web CSI: 0.546 H Brg Width = 8.0 Min Req = 1.5 FT/RT:20(0)/l0(0) Bearings B, N. & H are a rigid surface. Bearings B, N, & H require a seat plate. Plate Type(s): Members not listed have forces less than 375# WAVE HS VIEW Ver: 20.02.00A.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 g4tiflitP11St01re1y�r�fi D - M 619 -454 F - K 1390 -1254 * �spaaso®s M - E 442 -299 K - G 854 -1043 E-L 449 -564 •1r��y ♦ • o.708 I m ° v a � _ a" rRr LOA, p� e COAf/� 4� ®t Y A 07/09/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly )er BCSI sections B3, B7 or B10, iless noted otherwise. ffefer to a division of ITW BuildinlComponents Group Inc. shall not.be responsible for any deviation from this drawing, any, failure to build the conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracinnn of trusses. A seal on this drawing or cover page us drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of This for any structure is the responsibility of the Building esigner per ANSI/T 11 Sec.2. ALPINE ANMCOWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249601 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:lX6Y89750072 T19 / FROM: RWM city: 1 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 190.21.1223.52453 Truss Label: A15 SSB / WHK 07/09/2021 5'74 10'8" 15'3"15 23'3"15 31'8"1 32'8" 39'8" 5'74 5'0"12 4'715 8' 8'4"2 11'15 7' 5X5 D 12 6 2X4 =5XE4 T =HOF10 5X10(SRS) H T C ro T3 T4 G (a) o 9) o 0 B 3X6(A1) =5X8 =5X5 =4X6 =4X4L =5X5 =3X6(A1) 21' 5' 13'8" 8' 5' 5' 68" 8' 1'� 26' 31'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.038 0 999 360 Loc R+ / R- / Rh / Rw / U / RL 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 /- /- 1726 /654 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.031 K - - L 629 /- /- /238 /218 /- NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Building Code: Creep Factor: 2.0 I 534 /- /- /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 M Brg Width = 8.0 Min Req = 2.0 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.703 L Brg Width = 8.0 Min Req = 1.5 Loc. from endwall: Any FT/RT:20(0)/10(0) 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.o0A.1 220.20 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"x2.5",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) or scab reinforcement may be used in lieu of CLR B - 0 936 - 827 M - L 464 - 410 restraint. substitute (1) scab for (1) CLR and (2) scabs O - N 570 -442 L - K 530 -367 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. �lasuteu r9ltd6Ulrrrr Maximum Web Forces Per Ply (Ibs) Wind NO °� Webs Tens.Comp. Webs Tens. Comp. Wind loads based on MWFRS with additional C&C design. �+� ,,««..., ,� '�.� °j. 1 '-� C - O 502 -291 M - F 909 732 O - D 469 -387 L - G 947 -898 member Wind loading based on both gable and hip roof types. ��,` ° °•. E - M 1635 -1574 S ° 0. f 41LJ s a D o t S A'T f3 COA 0NAL (ly r��t+rs�atlatal�` 07/09/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Applgy Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANITMCOWANY truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracinccl1 of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The su!tabilit9y and use of this 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 .coin; ICC: iccsafe.org_AWC: awc.org Orlando FL, 32821_ SEQN: 249602 / SPEC Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X6Y89750072 T18 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 190.21.1223.51844 Truss Label: A16 SSB / WHK 07/09/2021 5'74 1_ 0'8" 173"15 23'6" 5'74 5'0"12 6'7"15 671 19'3" 15 =_ 5Dt 5 TY� T 12 l A,B 01 29'8" 1 32'8" 39'8" 671 2'11" 1 7' =5X5 =8X8 =8X8 e5X1 __E F G H I J Y X W V I lu T S1 IR Q P 0 =5X5 =_5X5 =4X6 1112X4(" =5X5 =4)�4 21' 8' 5' 13'8" 8' 1'3" 15 5' 3, 8' 16' 17' "15 26' 29'6"5 r 39'8" 2111 21' 31'8' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin 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 L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.037 Y 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CQ: 0.069 Y 999 240 B 774 /- /- /508 /355 /317 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.016 0 - - U 1323 /- /- 1633 1586 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.030 0 R 711 A /- /257 /237 A Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 M 531 A A /381 /247 A Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.948 Wind reactions based on MWFRS Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.636 B Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.584 U Brg Width = 8.0 Min Req = 1.8R Brg Width = 8.0 Min Req = 1.5 Loc. from endwall: Any FT/RT:20(0)/10(0) M Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): Bearings B, U. R, & M are a rigid surface. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Bearings B, U, R, & M require a seat plate. Lumber Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; Maximum Top Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Webs: 2x4 SP #3; B - C 1118 -1151 F - G 823 -776 Plating Notes C - D 1027 -960 G - H 834 -791 All plates are 2X4 except as noted. D - E 791 - 722 K - L 681 - 548E - F 823 -777 L - M 628 -571 (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Maximum Bot Chord Forces Per PI Ibs Chords -Tens.Comp. Chords Tens. Comp. Wind B - Y 978 -830 T - S 585 -491 Wind loads based on MWFRS with additional C&C Y - X 627 -411 S - R 584 -491 member design. X - W 462 - 350 R - Q 424 - 356 Wind loading based on both gable and hip roof types. �iii4ftrrttrr/A W - V 462 -350 Q - P 424 -355 till V - U 462 - 350 P - 0 424 - 356 U -T 589 -490 0 - M 445 -354 ` l•md«o.tlY®,•rrro�p�'' °'; Maximum Web Forces Per Ply (Ibs) e •a+ V Webs Tens.Comp. Webs Tens. Comp. �$ C - Y 445 -257 U -AB 611 -605 ® • ' s ' v Y - D 453 -285 AB- H 504 522 E - Z 1516 -1447 R -AE 930 - 847 s Z - U 1536 -1466 AE- K 910 - 826 9 ° rs COA IL in 07/09/2021 •*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 er BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attachelfri4id 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. oT truss and position as shown above and on the Joini Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOW-V truss in conformance with ANSI/ PI 1, or for handling, shipping,, Installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawingg indicates acceptance of professional engjneenng responsibili{t�� solely -for the design shown. The suitabilit9y and use of This drawing for any sfr'ucture is the responsibility of the Building -Designer per ANSIlTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com;_ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249603 / GABL Ply: 1 Job Nuber: N334496 Cust: R 8975 JRef:1X6Y89750072 T3 / FROM: HMT Qty: 1 ,7A5/30M,1282EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 190.21.1223.51858 Truss Label: 81GE SSB / WHK 07/09/2021 10,8" 21'4" 10,8" 10.8" (TYP) =4X4 F 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 D Des d:: Mean Height: 15.00 ft .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; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. 5xS 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: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.004 R 999 360 VERT(CL): 0.007 R 999 240 HORZ(LL): 0.005 L - - HORZ(TL): 0.006 L Creep Factor: 2.0 Max TC CSI: 0.196 Max BC CSI: 0.164 Max Web CSI: 0.069 VIEW Ver: 20.02.00A.1020.20 OE s a a.7Q� 1 e , d t r� °m•°eruae°•or ��♦� 07/09/202 ] t2 -a'8" ♦Maximum Reactions (Ibs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 245 /- A /134 /103 /243 J* 72 /- /- /35 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 J Brg Width = 248 Min Req = - Bearings B & B are a rigid surface. Bearings B & B require a seat plate. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing er BCSL Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly attache.Trinid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinQcLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANnWCOMPAW truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawing or cover pa a 6750 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 perANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: t inst.or, ; SBCA: sbcindust com; ICC: iccsafe.or ; AWC: awc.or Orlando FL, 32821 ._9�-�_ ry �9"-_r� SEQN: 249604 / GABL Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X6Y89750072 T1 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1.828/CALI/4EBB ELEV.C/E DrwNo: 190.21.1223.52062 Truss Label: C1GE SSB / WHK 07/09/2021 7' 14' 7, 7, -1 r 5' 'r 2' (TYP) = 4X4 D 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 " r— 1 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. 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: Yes FT/RT:20(0)/10(0) Plate Type(s): 14' 14' Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.005 J 999 360 VERT(CL): 0.008 J 999 240 HORZ(LL): 0.004 H - - HORZ(TL): 0.006 J Creep Factor: 2.0 Max TC CSI: 0.308 Max BC CSI: 0.177 Max Web CSI: 0.142 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B" 68 /- A /38 /30 /13 F 268 /- /- /206 /134 /- Wind reactions based on MWFRS B Brg Width = 159 Min Req = - F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. C - D 377 -129 D - E 376 -129 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 511 - 238 H - E 511 - 238 Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. 041itt1t7/lttbfir, Ra 51® pa9aFE o p w+ u r s 2� i 0. 7.08 i � a e p o � r � IT ® a COA`brjDlAL C vV tN:111RitN'��lt,`, 07/09/2021 "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 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 B3, B7 or B10, Apply to face as applicable. plates each 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. A LPI N E Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawingor cover pa a listing this drawing indicates acceptance -for nNnwco�evn 6750 Forum Drive of professional encqlineering responsibilit(y� solely the design shown. The suitabilify 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: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry_com; ICC: iccsafe.org; AWC: awc.org ___ _ Orlando FL, 32821 SEQN: 2496161 EJAC Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X6Y89750072 T15 / FROM: RWM Qty: 14 , A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 190.21.1223.52094 Truss Label: EJ7 �SSB / WHK 07/09/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12'2"11 12 6 M O u7 (M M B �3 A $,B„ D Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 7 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.015 D - HORZ(TL): 0.028 D - Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.507 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 or y Op O 7 �+ • o. 7D rA � P •`. ��®dy � Off" � � S 07/09/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 331 /- /- /249 /108 /208 D 125 /- /- /73 /- /- C 174 /- /- /128 /169 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING`" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 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 er BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachecPri,V ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 83, 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 ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANR CCWP W truss in conformance with ANSIf� PI 1, or for handling, shipping,, installation. and bracing of trusses. A seal on this drawingg or cover pa a 6750 Forum Drive listing this drawin 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 per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: AI inner alpineitw.com T' PI: tpinst.org SBCAlsbcindustry.com; [CC: iccsafe.org; AWC: awc.ora Orlando FL, 32821 SEQN: 249606 / JACK Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X6Y89750072 T11 / FROM: LPM Qty: 4 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 190.21.1223.52266 Truss Label: CJ5 KID / WHK 07/09/2021 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 Spacino: 24.0 " C 11'2"5 12 6 Cl) cV ch co B A 8,$• 1 + 4' 11 "4 4' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SIP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# 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 e YY 9 � O 8 all #l9tfi3lii� 07/09/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- /200 /88 /152 D 89 /- /- /51 /- !- C 118 /- /- 185 /116 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 ( Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, 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)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face, of truss and position as shown above and on the 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 BuildincLComponents 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 bracing of trusses. A seal on this drawing or cover pa e listing this drawing indicates acceptance of professional engineering responsibilityN 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. ALPINE AN M COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249607 / JACK Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X6Y89750072 T26 / FROM: LPM Qty: 4 ,7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 190.21.1223.52032 Truss Label: CJ3 �SSB / WHK 07/09/2021 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 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"0.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 2' 11 "4 211 "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): C M Defl/CSI Criteria PP Deflection in loc L/defl 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 VIEW Ver: 20.02.00A.1020.20 0. T08 1 9 C a e W,z �0ai�ipw•�♦ 01 COAt�NAL' 07/09/2021 10'2"5 0) M CV 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 185 /- /- /156 /71 /9E D 50 /- /- /27 /- /- C 63 /- /- /44 /64 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "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 er BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attacher�rO id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. AppTey Oates to each face oFptruss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the pN RW CopIPpNY truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracingp� of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawingg indicates acceptance of professional engiineering responsibilityy solely or the design shown. The suitability and use of this Suite For 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: alpineitw.com; TPI' tpinst.org; SBCA: sbcindustry.com_ICC: iccsafe.org AWC: awc.org Orlando FL, 32821 SEQN:249608! JACK Ply: 1 Job Number: N334496 Cust:R8975 JRef: 1X6Y89750072 T27 / FROM: LPM Qty: 4 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 190.21.1223.5252 Truss Label: CA KD / WHK 0710912021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 6 C 4 3 V Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 1, 11114 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): `AN 1 Deft/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0,183 Max BC CSI: 0.022 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 07/09/2021 9'2"5 :: ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 /76 ME 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# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)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 1310, as applicable. Apply plates to each face of truss and position as shown above and on the Joini Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI I -PI 1, or for handling, shipping,. Installation and bracin of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engQTeering responsibility solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcin�ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249609/ HIP_ Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X6Y89750072 T16 / FROM: RDP Qly: 2 , A5/320 ,182EC,E ,13101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 190.21.1223.52031 Truss Label: HJ7 KD / WHK 07/09/2021 + 5'3"5 5'3"5 9'10"1 4'6"11 0 12'2"3 12 4.24 a 2X4 C v m r` M M v B T 4"3 FE 2X4(A1) =4X4 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 Soacina: 24.0 " �-- 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 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. Additional Notes Provide (2) 16d Common (0.162"x3.5") nails, toe nailed at T.C. Provide (3) 16d Common (0.162"x3.5") nails, toe nailed at B.C. 9'2"2 9'22 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE 7.1 9'10'1 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 07/09/2021 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 /- A /- /154 /- E 364 /- /0 /- /84 /0 D 214 /- /- /- 1177 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Reg = 1.5 E Brg Width = 1.5 Min Reg = - D Brg Width = 1.5 Min Reg = - Bearing B is a rigid surface. Bearing B requires a seat plate. . Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricatingg handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) r sa�ety 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 B3, B7 or B10, _ as applicable. Applplates to each face of truss and position as shown above and on the Join f Details, unless noted otherwise. Refer to �� drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildingg Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN rtW COMPANY truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilityy solely -for the design shown. The suitabilil9y and use of )his 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: alpine Ltw.coraL TPL tpinst.org_SBCA: sbdgdustry.com; ICC: iccsafe.org; AWC: awc.org_ Orlando FL, 32821 Gable Stud Reinforcement Detail ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or: 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Ort 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 nrr 1Pn mnh Wind Snoofl_ 14' Monn Noinh+ Pn +L.ti., r*e i,,e j r..,... .... n v-,+ - i nn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) 1x4 'L' Brace w (1) 2x4 'L' Brace x (2) 2x4 'L' Brace NO (1) 2x6 'L' Brace x (2) 2x6 'L' Brace Nis Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B S 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' U P P #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Hr Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' o r Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' ill 9' 6' 10, 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9'. 14' 0' 14' 0' S P #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' ill 8' 14' 0' 14' 0' d r Stud 3' 9' 5' 3' 5' 7' 6' ill 7' 5' 9' 2' 9' 7' 10' 11' 11' 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U _ #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P P #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10' 10- 13' 9' 14' 0' 14' 0' 14' 0' U LJ P Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' OJ O I� Standard 4' 2' 6' 1' 6' 5' 8' 1' B' 8' 10' 5' 10' 10' 12' 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' G' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14, 0' D rr L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10' 10' 1 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' D' d S[- P r #3 4' 7' 8' 2' 8' 5' 1 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' LD U H 4' 7' 8' 2' 8' 5' 9' 8' 10' 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' 0 I� Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14'. 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 1 14' 0' 14' 0' 14' 0' 14' 0' (--I D P LI Stud 1 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 1 14' 0' 14' 0' 14' 0' 14' 0' Standard 1 4' 7' 6' 6' 6' 11' 8181 1 9' 3 11' 6' 12' 0' 1 13' 7' 14' 0' 14' 0' 14' 0' Diagonal brace option, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 60014 at each end. Max web total length Is 14'. Vertical length shown In table above. Connect dlaaonnl at AN ITW COi 11514% Earth\ City\ Expressway \ \ Suite\ 242 \ \ Eanh\ City,\ MO\ 63045 �ymm About 18' 'L' Brace End Zones, typ, 2x6 DF-L #2 or better diagonal 'T- bracer single 8, or double cut (as shown) at upper end. \41� `UN Refer to chart _jfk "WARNDIG!o READ AND FOLLOW ALL NOTES [IN THIS DRAWDIfl "DOICRTANTu FURNISH TNIS DRAWING TO ALL CONTRACTORS INCLl1DING THE DISTALLERSE Trusses require extreme care In fabricating, handling, shipping, Installing and brncing� Ref o t; Alto. the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fa sr •actices prior to performing these functions. Installers shall provide temporary bracing pe B less noted otherwise, top chord shall have properly attached structural sheathing and bo i %all have a properly attached rlgld ceiling. Locations shown for permanent lateral restraint 4 %all have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to eN truss and position as shown above and on the Joint Details, unless noted otherwise. 11 !fer to drawings 16OA-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviati. ds drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship; -tallatian & bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professto al glneertrg responsibility solely for the design sham The sultabllity and use of this drawing r any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. For more Information see this Job's general notes page and these web sites% ALPINE; rv.nlpineltr,conr TPD vr.tpinst.aror SBCAi wrr.sbclndustry.orgi ICO wwwlccsafearg •w®. f. ea Bracing Group Species and Grades: Group At S ruce-Pine-Fir Hem -Fir #1 / #2 Stnndnrd #2 Stud #3 Stud #3 Stnndnrd Dou las Fir -Larch Southern Pinexxx #3 #3 Stud Stud Stnndnrd Stnndard Group B: Hem -Fir #I & Btr #1 DO" u Ins Fir -Larch Southern Pinexwx #I #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). xxFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these gnades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load), Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3,0' min) nails, )K For (1) 'L' brace- space nails at 2' o,c. In 18' end zones and 4' o.c. between zones. )K)KFor (2) 'L' braces- space nails at 3' o,c. In 18' end zones and 6' o,c. between zones, 'L' bracing must be a minimum of 80% of web member length. Gable Vertical Plate Sizes Vertical Len th No Stoll e Less than 4' 0' 2X3 Greater than 4' 0', but Less than Il' 3X4 Greater than Il' 6' 4X4 II+ Refer to common truss design for peak, splice, and heel plates. i Refer to the Building Designer for conditions le~ th. not addressed by this detail. REF ASCE7-16-GAB16015 DATE 01/26/2018 J DRWG A16015ENC160118 IMAX, TOT, LD, 60 PSF 1 MAX, SPACING 24,0' 'T' Reinforcing Member Gable Truss Gabe Detail Fnr, I fit -in \/Prtirn I Truss Plate Sizes ppropriate Alpine gable detnll for :e sizes for vertical studs. Engineered truss design for peak, rb, and heel plates, vertical plates overtop, use a ate that covers the total area of lapped plates to span the web, e, 2*2X4 2X8 Provide connections for uplift specified on the engineered truss design Attach each 'T' reinforcing member with End Driven Nails, 10d Common (0.148'x 3.',min) Nails at 4' o.c. plus (4) nails In the top and bottom chords, Toenalled Nails- 10d Common (0.148'x3',min) Toenails at 4' o.c. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A1603CENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A2003OPED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015ENID10011 W1".�I a S11530ENC100118, S12030ENC100118, S14030ENC as 30®O.Oljf��y S18030ENC100118, S20030ENC100118, 520030E O1 4�4P i110 See appropriate Alpine gable detail for mnxlt� eJeIF@r[2ggaf'd9rt`� 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End -nail To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. eb Length Increase w/ °T° Brace Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o,c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 30% = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Relnf, Mbr. Size 'T' Increase 2x4 30 2x6 20 •iIMPORTANTQ VFURNI�MREAD THIS BRAV�mG Two °� CONTRACTORS � � TTK INSTALLER WING Q. U0 I REF LET -IN VERT Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref tt*g¢apn$ folio. the latest edition of BCS[ (Building Component Safety Information, by TPI and S, fors etys : DATE 01/02/2018 pr¢ctices prior to performing these functions. Installers shall provide tenpornry brndng p, HCSL • S Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m choi�,l AT • shall have n property attached rigid ceiling. Locations shown for permanent lateral restraint f sa Y�1 • DRWG GBLLETIN0118 shall hove bracing Installed per BCSI sections H3, B7 or B10, as applicable. Apply plates to e¢� 1' of truss and position as shown above and on the Joint Details, unless noted otherwise. •� • "V PI Refer to drawings 160A-Z for standard plate posl4lans. Y 1 `� Alpine, a division of ITV Building Components Group Inc shall not be responsible for ¢ny deviatlo r •as•w • •e••• a\- / this drawing, any ing of to sbuildses the truss In confornnnce with ANSI/TPI 1, ar for handling, shlppin - �� mr•rr•wr.� (",. MAX, TOT, LD, 60 PSF AN ITW COMPANY this main , bracing of trusses. 41".�Y \ \ 514\ Earth\ Cit \ Expressway A sent on this drawing or cover page listing this dravi g, lndkates acceptance of professional 11, y y englneering responsibility solely for the design shown. The sWtnbillty nrd use of this drawing rA� /09/2021 DUR, FAC, ANY \ \ suite\ 242 for any structure is the responstbdlty of the Bulltling Designer per ANSI/TPI 1 Sec2. \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites MAX, SPACING 2' ALPIND www,alpineltw.comi TPh www.tpinst.orgi SBCA, www.sbcindustrymrg) ICG www.lccsafe.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, �IcAttach 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 2xG, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members. All plates shown are Alpine Wave Plates, 12 3X4 12 Max. 2X4 X4 - 8-0-0 max 4X4 12 12 Max. I— IX3 1X3 (Max Spacing) 3 5X4/SPL 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o.c. In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014. Top chord of truss beneath valley set must be braced with: properly attached, rated sheathing applied prior to valley truss installation. Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design. www 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 Bottom Chord Valley Square Cut Bottom Chord Valley 2X4 SQaG\�l��i91iTHtl70I. ..VARNDlG- WAD AND FaLDV ALL NaTES ON THIS DRAVIW W -KIWMTANTww FMaSH THIS DRAWING M ALL aWMACTMS WCLUDING THE INSTALLERS. g Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer folio• the latest edition of SCSI (Building Component Safety Information, by TPI and SECA) forX f practices prior to performing these functions. Installers shall provide temporary bracing perSI. Unless noted otherwise, top chord shell have properly attached structural sheathing nntl bottcY shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint •gg,, shall have bracing Installed per SCSI sections B3, B7 or B10, as applicable. Apply plot:. to each $ I of truss and position as shown above and on the Joint Details, unless noted otherwise. PI Refer to drarings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation I this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation R bracing of trusses. 1 \ 514\ Earth\ Cit \ Expressway e A seat an this drawing r Cover page Usthg this drawing, Mcates acceptance of professlonal Y P Y ng responsibility solely for the design shown The sultablUty and use of this drawing \\Suite\242 fr any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. \\Earth\City.\MO\63045 For more Information see this Job's general notes page and these web sites, ALPINE, ww•.alpinettw.comi TPI, www.tpinst.orgi SECA, wrw.sbcindustry.orgi ILL, wwwJccsafe.org a wr. • wwv n p �y 8 AT V e !'r_ o� kv 2X4 4X4 Ir Stubbed Valley Optional. Hip End Detail Joint Detail mat 2 �" usses Partial Framing O.C. Plan LL 30 30 40PSF REF VALLEY DETi DL 20 15 7 PSF DATE 01/26/2018 DL 10 10 10 PSF DRWG VAL180160118 LL 0 0 0 PSF . LD. 60 55 57PSF C.1.2 5/ 1.3 3 I1.15 11.1'. ACING 24.0' C I a Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF 41/#2, DF-L #2 or better Bot Chord 2x4 SP #2N or SPF #1/#2 or better, Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, �" Attach each valley to every supporting truss with: (2) 16d box (0,135' x 3,5') nails toe -nailed for ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C, Wind TIC DL=5 psf, Kzt = 1,00, Max, Wind Speed based on supporting truss material at connection location: 170 mph for SP (G = 0.55, min,), 155 mph for DF-L (G = 0,50, min), or 120 mph for HF & SPF (G = 0,42, min,), Maximum top chord pitch is 10/12 for supporting trusses below valley trusses. Bottom chord of valley trusses may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates. 3X4 12 12 Max. I 2X4 X4 — 8-0-0 max 4X4 12 12 Max. I 1X3 IX3 (Max Spacing) 1X3 5X4/SPL _1X3 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 807 length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of ''T" reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with: properly attached, rated sheathing applied prior to valley truss installation. Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, *ww Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0 Vallev Spacing Pitched Cut Square Cut Bottom Chord Valley Bottom Chord Toe -nailed Valle / Y 12 10 Max, > 9 2� rjQp"'�9iSfiti$iNiEitliy/+! 6 9P o G 9a*�p�^ °r°• bbb o ° VARNDIGI— READ AND FDLLDV ALL NDTES 13N TWS DRAVDJG! at ■°DIPDRTANT°w FUFWSH THIS DRAVIM TO ALL CONTRACT13RS DICLUDDIG THE INSTALLERff Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Re .A9 follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) f - $ practices prior to performing these functions. Installers shall provide temporary bracing B Unless noted otherwise, top chord shall hove properly attached structural sheathing and b toi shall have a properly attached rigid celling, Locations shown for permanent lateral restraln of shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to ed M of truss and position as shorn above and on the Joint Details, unless noted otherwise. ep,41-NE Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviotl this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlpl AN ITW COMPANY Installation 6 bracing of trusses. \\514\Earth: Cil lEx Expressway A seal an this drawing or cover page listing this drawig, Indicates acceptance of profassbnal Y P Y engineering responsblUty surely Far the design shown. The suitability and use of this drawing \\Suile\242 for any structure Is the responsIlAty, of the "ding Designer per ANSI/TPI 1 SecZ \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites, ALPINEI www,nlolneltw,comi TPIi w—tolnst.or- SRCA, irn-__---- ----- I PS 1 V e 0._ 19. � L+1% 021 2X4 Stubbed Valley End Detail Optional Hip Joint Detail n I24, io e n i usses Partial Framing 2 ' 0. C. Plan ILL 30 30 40PSF REF VALLEY DETAIL TIC DL 20 15 7 PSF DATE 01/26/2018 BC DL 10 10 10 PSF DRWG VALTN160118 BC ILL 0 0 0 PSF TOT, LD, 60 55 57PSF DUR,FAC,1.25/1,33 1,15 11.15 SPACING 24,0" C r I VALLEY FRAMING & BRACING DETAIL RI BC I+�z of 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"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05,140 mph, Enclosed, Cat II, Exp B, 1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) 'and 20 psf (TD) Max. ce 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. ITyP) innection Requirement Notes 2x6 rafters to ridge 4 16d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (•.) 816d face -nails Rafter to sleeper or blocking 5 16d toe -nails Rafter to two 2x6 sleepers 4 16d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 3 16d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 3 16d toe -nails `' �`��"'r "`�""' �"`""� 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" long nailed w/ 2 -10d (0A48"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of cripple with 10d f0.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length. Cripples over 10'-0' long requre two CLR's or both faces w/ "T' or scab. Use stress graded lumber & box or common nails. ,Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are installed into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing is not used. -Apply all nailing in accordance to current NDS requirements. Nails are common wire nails unless noted otherwise. —.. I 11 f4 5'.1 'LG NS f .. . y (A) (B) -wVA6I1NG" WAD NO FO10V ALL NOTES IN THIS DRAWDU BDlPMWTa F"RIeS" T= ZMWM To ALL CONTRACTORS °ICI, MM TW 114STALLER& l No. 70861 1:4.1 TC LL 20 30 40 54 REF VALLEY FRAMING Trusses requIre ext- care h fobrlcatkV, hondlkrg, sNppkrg, InstnlWq and bradro - Rrferto ono • DATE 10/01/14 fallow the latest edtion of SCSI (Drlldq Ccnponent Safety Informilon, by TPI ana saw farSmjatr practices prior to perfomlrV these furrctlom. Installers shalt provide temporary brndng p Z • • y,, 7R : 7l TC DL 10 20 7 7 17 n� lkrless noted otherwise, top chord shall have properly attached structurat sheatHng and bond, chord shall have a property attaded rlpid cetkrg. Locations shown for perrarent taterat restr%htW- web slat have braa,o 1—tatted per sects a3, B7 or BIG, as artesshle. Apptr to fad • STATE & OF BC DL 0 0 0 0 DRWG VACNV1801015 ' lu(�\`I(I Q �^ plates gam ab on of trues arr! posltlon os shown obovr and on the JdnS Details, unless rotrd otherwise. �J Refer, to drawkps 160A-Z for stondard plat. r - • • BC LL 0 0 0 0 AN rTW COMPANY p—MI... Npkre, a dvislnn of ITV autding Conponmts Cray 1— shag not be responsbte for my d.vla thIs d Irv, any f ture to buRd the truss In conformance with ANSUIPI 1, or for hnrderrg, sh •• ^' D " •• � . •••: OR1 V ••• a C� L� TOT. LD.30 50 47 61 khstallatbrr r. bradn of trusses. 999 A seal on tMs drawhp or cover page Uw'Wg tlds drowhe, krdcntes acceptance of profrsslorn! yy, solely far the :I-- TheVft I if 'oF` S__P_ ''"' ww� www•• w\` (�• v �ttt �`;p��`` DUR. FAC. 1.25/1.15 13369 Lakelmnl Drive f..ct r I.-Pa,:buq r a.a,g n.:p`�``�i`p.ryAxci,�vt I ,pew N L SPACING SEE ABOVE Earth Cily, M063045 For pore Information sew thk Job's generot notes page and these web sltesr - ALPM wwwnlpkeltvxM TPD w...tpkutory Sara www.s>x*.k,.try,-gi tenw.htsnfrcrg t� `