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HomeMy WebLinkAboutTruss39'-8' 12'-4" 10'-0" 0 I N N to I m m �=1N I N 14'-0" 4'—e 21'-4" Ile 39'-8' TICS IS A TRUSS PLACEMU PLAN ITS INiM= TD AID IN THE OLSTALLAT®L IF MISSM ENMm M= DRAWINGS Arm ARa¢iECTUtALS aFERCEDE THM REa10M ESTE ES LN PLAN DE CMC -"" TRUSS ESTA DMMM PARA ATLMAR EN LA DWAlACIM DE M=ES LDS D18LL1aS T AR4¢TECNRAS DE DAMCCERIA DE DMIC RIA SLIPMAN ESTE ➢ULVIENM MLitfLT aoml tasasr,ac RDS TYIL E PASTM MET M QO.TS. 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LA, M:1w REFER TO EN 1 PAIX FOR CONNECTON. 1 TYPICAL 7' SETBACK Ca1NERSET LABL7JNG AND SPACING PLUM SHINGLE i die r�� i�`Cl/lC�e/�r'wl r OVLOC o f V-,A�-ems ROOF -10 G Total Truss ity = 75 Labeled End Mark General Notes 1) N PMU dad trmo, fM trt®m am Act I — tlt tap d-d pm" P*W grem b. hddW 2) M v to �9rlpaal HLM6 U*0wh atlM�W 0) Al bam spadnq 6 24' O.C. w6w aft rcbd. 4) Psr Tans Nab IaIR BCSI-B1 rLaMmtdo6on ptrtwnA X-badnq field be 09ced d a rrmtaMrr gadq 19 OL avow tb Wm, to b rrgmted at a nimdm[n of 20' b5b ml emb PXboti mrdrr H.S-B� 1for any oddUwd 4a* ROOF LOADING SCHEDULE TCLL PSF COL.LL. i0 PSF PSF BCDL 10 PSF TOTAL = 37 PSF DURATION 1.25 % WIND SPD/TYPL= 160 ENCLOSID BLDG EXPOSURE — C USAGE —RESIDENTIAL CAT 11 WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FEIC 2020 TPI 2014 Tmss member design & connector plates arc desiggooccd for ASCE 7-10 and macimm forces (rmn both components, and claddings and main wind foree re astin_s systems. • These Imsses have been retie d to tarty an onc additional 10k psfho urmnt'bott clwrd live Iwd FLOOR LOADING SCHEDULI TCLL PSF TCDL = PSF BCOL = PSF TOTAL = PSF 01 ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND UPLIFTS ARE SHOWN ON ENGINEERING PALL KEY ® 0 DESCRIPTION ME. DATE Ma rt< AYN Beni as nE LDVI Mrr 7n 1 m PA! .m1 waYm LOAD/ DESCRIPTON [NIT. DATE v taur�aa sMl sans v wa wLaAsr LMr 7MW as LCA tV LAVU im tLMM CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. N. W. WINTER HAVEN FLORIDA 33880 PHONE. (am' 959-8806 FAX. C8631 294-2488 BUILDER D.R. HORTON STATEWIDE PROJECTCREEESIDE/3FH MODEL 1828/CALL/4EBR CCA PROJ/MODEL/ALT 7A5/ 320/182ED.F/ 02 ALT DESGM UM BOOM T/10 ID COY WIN OTC 3300 HOMESTEAD DR LOT 97 BLOCK DESIGNER RES PAGE 1 3 31 17 64504R SPAT "=1r ENGINEERING PACKAGE Builder: DR HORTON / STATEWIDE Project: F7A5/:32q �CIREEKqIELE� Model/Building: i8-26,1` Lot Alt: 02G Lot: Address: ................................................................................................................................... JobNumber: N334504 ................................................................................................................................... Revision Date: Block:E::��� Unit: New Load #: R101 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ti LEI E March 13,2019 AN rTW CMIPAXY Mr. Bob: Michaelis CarpenterContractors of America,: lnc_ -3900 Avenue 6, Northwest. khter HeiVen,.-A 33880-6201 Re: Aitqr.nat.iV6:ih'stdil6tion§.for a single carried truss with a width Jess than 9 the. hanger width, and. P" wood'.66tking ,to: achieve fill] design load v;466-fd' :att achment hlent­0 n.a,ofteply supporting girder (Reference detail WA37-02).. Dear :Bob,: Fora single ply carried truss with th d width le'§s than the ha'ij'get. width .-you''.c n.ihprefabricated a s!qjl':a.jpck -the n md.filler okiqgi. chord: sites- -chordgradies, and -Al Pine�-`Obh i�dtbr.,Pl t (s) to 5Obfruss(*)-fQ(V be the. same as the siftgje:ply'.carriOd truss. The prefabricated jO',ckcab-truss (*):will hav-6 a,.minimum jeqgif of 48 and will have.a. minimum it6h-:of-,5/12.. The single ply car ' a ied.hall have..reaction of 3,.500# or less. Attach prefabricat6djack:scab:truss. MW two. (2-) to.W s'of 0.128"x3.0`G n Nails O.C. per.r6w,.staggere'd 1":(See _Figure I b6lb*). P16as&.refdr,t6thb* Simpson Strong: Tie Catalog C-C 201:91 PPgP 216. Figpre:3 *for more information: Figure Fora single A` itd` Ahatteo-W ' wood to,�idhfive:IfUll design load value for face -mounted g. e, p y,,,g. er requires 9 hangers attach. one Wood: 6lock 0 b k face of. the. size a.d t the ac single: ply girde with the same drade--ds the' bottom. chbtd..Oft he sing h -WO I ply girder. T ie.-- dd: block length to be such thatthe'-wbod blocking: . ..extends to eaqlj� a 10 . Qints'(Webt.afid b6tt6m .chord intersections):: Attach wood o djacent pane i 6 is at block: (*)'with I�Vo.-(2-) rows. -of 01 28n x.3.0' Gun N.' Q_ perroW, staggered. 3.0 applied to..- the 0.60.'forum P.r.i.ve.Suite 3o5.,.Orlando; ,wwmatpineitmmm ALPINE .ANOWCON OW. singleply-girder fbce; with an additional (20) 0,1287x3 O"Gun.RatIs at -each: pane'l'.point applied lo'the, yiood. block face (See f=ig�re". below)..Please refer to ffie:Simpson Strohg�Tie Catalog C-,c-' 2 01'gi .-pade 216, RoLif.6.1 for h1dre. irifdrtnatioih. Figyfeli' ...... .. . .. ......... .. .. ... ......... .. . . ..... .. .. ...... ..... ... ........... .............. The -application of -prefabricated jackscab truss f6r-Wdod fille-e'blodkingbf w'ood.b1'qckinq to; achieve full, dpsigr) load value for face -mounted hangers Must be :approved iy thehardware manufaciuirer-.- All edge and end: distances, and tpaieffig4dr'all nail connections must; be suftichenttd'preVehnt -..qplitflhg of "Wood. If I can.be of any further assistance, -or if you have anyquestionsi please7giv e -me a call. Wilfiatp H... KOck--.P.E.. 'Chief Engineer, Alpine.an tTw Company, Engineering Department. Odandoi FL H Af STATE OF 6750*Fb'r'u' $2821 - (80O)S21-9790 - (863) 4-22- - 8685 www,ai-pin Pitwxbrh 6A ALPINE A" COMPANY April 261:2019, Mr. Bob Michaeli's Carpenter Gontractors of -Ai-hedda, inc. 3 660 Avenue 0.; NoO West -Winter HW-.n, FL 33880-.6201: Dear Bob, Rd' Stroinobadk brJdgihO'.6h fb6f ft0se$. I understand -there. is some concern over oUrfed6mmendations f6r:strbhgbdck- bridging on roof trusses, '8fron bac bridging for roof trusses is no.t.a.-Pequirement. ofANSI-�TPI 2.914P ris it a q . . . . .. ­ gj .. kroof 4 - ..— .. " . .. .... .. .requirement, .. .. . .... . . . .. . P . It. . re uirementofthe Building Component Safety, Inf6rmatio (5CSl , But strongback bridgingi -6 ro6f. # -§8es is ry . .0 recommended by Carpenter C0fifr6dtdrs pfAmerica. - Strongba k b(idgitg se— l_ves theJollowirg two. functions: - Oppbridging aligns thebottom -chords -after-they; are- set the prp uniform a m. along the ceiling fine wi 'ce.iling I s, e r vA t d: � 6 ;. k 1 6 and helog' ith " ' ceiling - ' ...,a i i y TWoj bridging reduces relative d6flectioi of adjabdhUrUss6s:, StrPngback b(fdging'.do6s: not:-pr&Ventpr reduce overall indiVidual d6flectian, especiallyanyroof trusses_'dpft!p# . �ing Mqret.han1 10 inch. . .... .. .. ... — ------ ..... ............ .. Sirongback bridging in roof. trusses does not serve .6s tempbrary..& pEii:rnanbht: bracing .and is not intended td. j§tribut6 or share design loads, bef�veeii Consequently, -no dpsidh loads have' di kusses. Q. Y, -been accounted for'With this. detail and continuous str6hgback'btidgirid -Eftuld: dotbd.-attaiched- between - common and girder trusses.. The use :of stron back bridging' shall not..interfere with other, Oe—sign- . trusses: The. . . ... _ ..g . . .. .. I : - ... . . . with other considerations as. specified :by the Eng h0kr'.Of Record or the Building:Desicin,6r. The outer ends of the $tro c :,or anpther-secure end,qgoapk.b(idqipg.shal.lbe,..P#8.-hed..toawal.1 .restraint; or as.specifed:.by the Engineer of R66otd 6r*.thd Building.D6§jjh&r-. Strori-back- bridgino'shall. be -'a. minimum *JDf 2x6 .nominal lumber. � beir oriented with the depth - vent cal`. Attach with -common. nails (0.16Z�x&5") nails 'at. each intersecting:member:' en -extending the- W1 (3) f8d g Wh strohgbatk bridging overlap by at.a.minimp'of two trusses. The :location: m of the: strong ack. bridging maybe specified : PY"the Truss Manufacturer,. Engineer of R66ord, or Building ng Designer: Please refde-to bCSl "Stronvbatking'Provisions" orto.Apine::STROR18ki-detail for more. information. The graphic shown '(FidUrei. 1) is far:generic jllu§trAW6'p0rpOse only. ,67.60 Forum Drive:S . uite 305, OrItindo, FL 3282211- (800)'5214790.- (863)422=8685 viww--a10ineitvV.com; ALPINE, I -, V L I.: n.L L. Vj I . I .:. -J ) Fig"rej, If Lcan . be of any furt1W assistance' orl you *h;Ave:-.any questions, please; -give. .me a call.. WilliaM: H..,Knck- 011 Chief*Engineer Alpine anITW:.Co.mpany Engineering'Department -Od6n.dq; FLI*821*. 6700. - Forum Drive Suite.366, Or(ando, FL 3282A -; (800). 521-9790* - (M)-4224685, F r i i S.TRO ..HAC:K :BRIDGING RFCM3MMENDATIDNS tTROGBACK rp- All seabr-on b(oeks shall: be:cx minimum. -2x4 'Stre55 BRR NG TOGETHER graded lumber;` , All. strongback bridging .and bracing shaft .be .a. minimum 8xb stress.. gro.de:d:.luribeit, 4' *--The purpose of strop `b.aek brld Ing .Is: to.. 9 9, gip: ATTACH SCAB WITH 10d;BDX/GUN,. . de.v.ei load sharing between Individual trusses,: a+ -o� 2xe. MIPS!x3.w. NAILS 7N: 2 ROWS` AT O.C. res l.Uttln • In an overall .Increase in, the g SCAB' .6' NOTE, 1N LIEU.13F: SPLICING. AS-SHOVN, i stiffness of 'the: floor system, 2x6 LAP.'`STRONGBACNBGING HENBERS' FOR: AT' LEAST 13ONE E ! strongback bridging', .positioned As.;shown in .TRUSS`::SP.ACING STRONGBACK BRIDGING :SPLICE DETAIL r detalls, 'Isrecommended .at 10' =0" .o.c. Kmax;) .NEITEI Details J. and 2. are 'the ;greRerred' atta.dhmee*t mo-thods ®:The' -terms: 'brWbing' and :'bracing' :are- someilmes ATTACH STRONGBAdC TO W/ mistakenly used' Interchangeably 'Bracing'' Is, an waB C3) iod: COMMON coaaHrx3'r 'OR Q Im p..rtant structural requirement of any flog ..NAILS ca>:iod :BOxi�uN or roof system. Refer to the Truss. D'eslgn 28'x3.D')-. NAILS O' Drawing CTDD) f.or t.he:.bracing re.qulretnents 'for each Ihdividupl .truss component, 'Brld'glr�g;' o particularly 'strongback- ;bridging' :'is :a,. r rec ' mm h t1 ­- fo t s st to h 4° con. r..ol . Ibr.at oh. In add t o1i o aiding..:In the: distribution of polnt loads between adjacent truss, •strongback bridging, serves' to reduce STREING'BACK AN OWOOMWWY tiik aro shOY eny :fdnrr. i°' h� . it7! irusr : °r�or.ci ,ilt>, NtST/iP41. or hsioll°tbn t_henek+0 af, trwr ,, .. . .VFW m wita'Aystip c�,00.r pep�.Ilri_V 1l+k dr°_hg,. h6mus:1ecceptan 13727 Rkeipert Odye fin�Irrart raapdW+trb s°W), f°r tfr deslon.shwn; TAe.sJt•hRly s8ly 200 •^r Is .i.M .r.*wwM tT. of aytse`nrslprNr Ptl A1tST/TY7.1 MerylwO HefgAta,M089W3 icrrtnfa� *Iixl sw:.iHs:jm4.@ s l rws:s .ppoapye and inn . NPM r..ntpk i .c a TPU V-Apk t w SACK ira..sbc .trY r0j ] bounce. or al Vlbrai;on'. 'resat tl.ng: from Moving point loadt; :such as foots�ieps; The performance of all floor systems are enhanced 'by. the. Installatlb.h bf strongback brldgin.g and therefore :Is. strongly recommended by Alpine, For udditlon4l Inforho:tion regording 'str.ongbo,ck brldoing,, refer to' :BCSI u'Itcling Component Safety Information). W4p, rr „yam f . No, 70861. TUy DL y: ;PSF CM PSF- t• ETA E . F. ;t:4dT.. D. PSF -E Al R'E:c ammew... 'qn. T 011 'iF-' P.*kCE* Is: ORE TH I .15'PEPU TMN MA'VRIAL.- MAXIMUR "VE -PLAM."S MD.: ovf;,.. THIS To. Oe u A i LE -CALF LIZ NQNE Ltd .;5t� OW fitil 0 AR cR. eh Cracked cr Broken This drawing specifies repairs for a truss with broken chord or web member. This design Is valid only for single ply trusses with 2x4 or 2x6 broken members. No more than one break per chord panel and no more than two breaks per truss are allowed. Contact the truss manufacturer for any repairs that do not comply with this detail, (B) = Damaged area, 12' max length of damaged section U = Mlnlmum nailing distance on each side of damaged area (B) (S) = Two 2x4 or, two 2x6 side members, same size, grade, and species as damaged member. Applyy one scab per face, Minimum side member lengths) = (2)(L) + (B) Scab member length (S) must be within the broken panel, Nall Into 2x4 members using two (2) rows at 4' o,c„ rows stagggered, Nall Into 2x6 members using three (3) rows at 4e o,c„ rows Nagget,ed. Noll using 10d box or gun nails (0.12810', min) Into eaph side member The maximum permitted lumber grade for -use with this detail Is limited to Visual grade #1 and MSR grade 1650f. This repair detail may be used for broken connector plate at mid -panel splices. This repair detail may not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tle-In loads. S. L L �Typl o. } O '}• O 'i' O '}" O O + O + O + O + all Stagger + = Back Face loci Box (0.128'bb x 3'; min) Nallsl o = Front Face 2x6 Member - Trlplee Row Staggerec Nail Spacing Detail A �Y s" AN r1W OOMFAHY 133svLakehontOdve for any Earth City, Mo 63045 ssVWONfdes READ AND rOLLCV ALL NOTES ON vaWlItTANTWs FURNISH THIS ORAVLIG TO ALL CORTRACTORS ITV muldln Conponents OreWW tnc, sha0 net be re to bvlleiithe truss h, eonforrunce With ANSL of trusses. resor over pe 0.1Ippn, thiU.s . Thi hp, hdcetas rn1 fpo ihr MI. yss '-*1_h� , Member- Repair Detall Load Duration = OX Member forces may be Increased for Duration of Load Maximum Member Axial Force . Member Size L SPF-C HF DF-L SYP Web Only ' 2x4 12' 620# 635# 730# B004 Web Only 2x4 18' 975# 1055# 1295# 1415# Web or Chord 2x4 24 975# 1055# 1495# 1745# Web or Cord 2x6 1465# 15B5# 2245# 2620# Web or Chord 2x4 30' 1910# 1960# 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36, 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 42 2975# 3045# 3505# 3835# Web or Chord 2x6 43954 4500# 5225# 5725# Web or Chord 2x4 48, . 3460# 3540# 4070# 1 4445# Web or Chord I2x6 5165# 5280# 6095# 1 6660# 3 THE INSTALLERS. nd broclrla. Refer to and TPI and SOCA) for safety oonry broete per 7CSI. sheatlWlp an bottmn shard lateral restraint of webs (y pintrs to each Face d utAervlierrryry vh fon handh2 evsllpphpfron once of professional r oI iNs draetr.p I 1 SK,l. lose Well Sites. ICC. WSWJccsAfg.org • Nlnh�un L Manor IL L �II.J L ;4inhunce i Hlnlnun B L L Hlsinnee F MEMBER REPAIR TE 10/01/14 WG REPCHRD1014 24.0' MAX �s e r N 'SLQspers.,.'?x(nvilJdlIIiT.7•fte' K)D[djF_ BOARD (2Xi) bf SrAAM,EVERY 7t11RQL M . TRLFSE� UNDER VALLEY -FRAMING VALL6 RAFTER.OR MIDGE Ippleb,41-MI'leir 30 psf (T*L)a;id 26 pof (T-D) Mjfx, 'stalrOnd from thd- valleys br-SlooperS are ,Typ) 11rftt4�tj'6n K6%ulrmenfkptes I j. 7s6tAfEeratoricige 4 16ala-49i&' 7.4tradtly 2 - #,x6dt06-nails 3. ul�ole:tc�tafibe. '416dUe-aft ��athinq (114) a l6dlat�-halls chin' ShQ2th]10� 4. sleopeu- 4 2 6d tae-rta IR S. -51dep6i W-btii' 416d td&halls 3 260 tdEi!-'.rAUs-.ea.ch slaepe .6. ::lUd9e:bobr&ti3.roof bldck 4 16d toe-T1911S -REqeD.FOR PITCH .7. --Rldg'e-bo[.2fM ka.tr.Ws- 416d-t0g:i4lis S. Rolm tq, (T$vl. Als.otcjs-nails. .g. Trizcto* 616ikuive 4'164,toa-054 .10. Trusytd;o1opti, 4'16#Aue;:rrklIi frun'to d4lWlF_ r CARE USED) .13. 4 l6d'tot-nalls. NOTE-,'.I6d40AS.iUS.4't COMMON' NAIL§ lo'd nikil 00w2iMs.th1dugIvBtioatw" lato,pumn witn a ­7 of ..qg Min "jirrxrw. e C�yl iizrrice geoftafter, ll,,Xi��) pp.!3 E frepb�:Of K&pgml a[$16r,6 lRho fm�rmumbernfnpuls are lngt'Affb'(��klkj:Ukdei rafter If slimepels,am.not used,. dg;conditions: _Ensbj@pking tlider er, 4encq,tb-darron� NDt KU6rninis.. WE ftpy %..n ad-eb-e- 'toiof helght; 30foeL UNIOAilibted . -Maximum rdA NW(k� �Tn6d 4 mphilmWesed, Cat 11, Evo.-Al�ix'-wal-0 0 -aPASCIE-7-16, tB9 mP.TVx"rlQSE W.1.0 j. N '3 Z; k..WNMQk wAi 0m: FD,Ltmw�.x'w %`.:Num 'M'VIOWAW*� f.tWM;= WA'dMC M'#" % MIM-' Z uo� tq.: biAs w .3b 46 54 RE P NkUY P A"Vd' '( DATE' p,;!= 10/91114 6a*jMkm Y IPA,-knd, S:Rwj0r_-gnjr, Y. TC DL 1.10 ZO 7 it . I . . b & XqCT.ikq,��, 6,4. V. 'i i thmt Cwy-bet &pt to pg�fA 3­4 'bar ta" .4&h�At, wtkri-t, Txrt S BC DL 0 -0 0 0 DRWG V�ACtWISOIOIS 0, .0 0 0 - A - v tom., d ;�, MT. LD of mobta 40 Vr -RIP P 1'r I L " ON oft ..."y -foe - K jb for L =zwb=." - -kB:Ovr. w Simpson Strong -Tie® Wood Construction Connectors SIMPSON UIMU A ......_................. _.__.-........--...._......... --.._._.__._............. --._.._..._..._ These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. IUS2.56/16 - 25/e 1g 2 Min. (14) 0.148 x 3 - 70 1,660 1,805 1,805 1,425 1,555 1,555 Max. (16) 0.148 x 3 - 70 1,805 1,805 1,805 555 1,555 1,555 21h x 16 MIU2.56/16 - 29A6 157/e 21h - (24) 0.162 x 31h (2) 0.148 x 11/z 230 3,455 3,920 14,045 2,970 3,370 3,480 U314 1// 29A6 101h 2 - (16) 0.162 x 31/2" (6) 0.148 x 11/z" 970 1,945 2,205 2,375 11,675 1,895 2,045 HU316 / HUC316 ✓ 2sfa 141/a 21h - (20) 0.162 x 3//z (8) 0.148 x 1'h 1,515 2,975 3,360I 3,610 2,565 2,895 3,110 IBC, FL, "'I 5liR "(260,162:X1/z '(2) 0148x ' -4054453,27 4h 0" 3,480 3,480 LA 21h x 20 MIU2 56/20 I I I • I - 29A6197/s 21h (28) 0.162 x 31h I (2) 0.148 x 11h 230 14,03014,06014 O6013,46513,495 3,495 i� _ --�- -i.. i 1 s + 2 to 26 4 2sti/ze" wide joists use the same hangers as 2'" wide joists and have the same bads. HU210-21,HUG210 21 2h I Max. 1(1oyu• 904 X 6 Y2 's Ou) urt'Io A 0 t s.,i ,c,vgy I J,UcBC, 7 �HU212`2-/ IU3.12/11 - 31/a 11'/a 21/2 - (20) 0.162 x 31/z (2) 0.148 x 11/z 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, 3 x 11 /a a ✓ `3+/a '"10stis' 21h Max. ' ( ) HUCZT7-2�" " -" (22) 0.162 x 3 /z " " �' 10 �0.148 R'3`- '1,795 �3;275 3,695 3,970 2;820 , 80" 3;425 ' - HHUS46 1-1-1 I = 135/a I 5% 13 I - I (14) 0.162 x 31/z 1 (6) 0.162 x 3+h 11,320 2,785 3,155 3,40512,395 2,715 2,930 Jh/4 xJ HGUS46 - 35/s 47/a 1 4 1 - I (20) 0.162 x 31h I (8) 0.162 x 31h 12,155 14,360 4,885 15,230 3,750 4,200 4,500 IUS3.56/9.5 MIU3.56/9 U410 HUS410 HHUS410 31h x 91h HU410/HUC410 HUC0410-SDS P 103-SDS63-SDS FL IBC, FL - 35/a . 91/z. 2 1 - 1 (10) 0.148 x 3 - 70 1,185 11,34511,455 1,020 1,160 11,250 • - I 3s/is 873/+s 21/z - 1 (16) 0.162 x 31/z (2) 0.148 x:11/z 210 2,305 2,615 2,820 1,980 2,245 2,425 • ✓ 3sti6 1 83/a 2 1 - (14) 0.162 x 31/z (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 • - 3s/1a 8t5Ai 2 ' - (8) 0.162 x 31h (8) 0.162 x 31/z 2,990 2,125 2,420 2,615 1,820 2,070 2,240 • - 35A 9 3 - (30) 0.162 x 31h (10) 0.162 x 31/z 3,565 5,635 6,380 6,445 4,845 5,486 5,545 • ✓ 3s/,a; 85/s 21/s - (36) 0.162 x 31/s (12) 0.162 x 31/z 3,235 7,460 7,460 7,460 6,415 6,415 6,415 - 3s/is 1 9 3 - (12)1/4" x 2'/z" SDS (6)1/4" x 21h" SDS 2,265 4,500 4:500 4,500 3,240 3,240 3,240 • - 3% 91/ia 4 - (46) 0.162 x 31/z (16) 0.162 x 3'/2 4,095 9,100 9,100 9,100 7,825 7,8#7, IBC, 35/a 8 to 30 41/2 - (16)1/4" x 21/z" SDS (12)1/4" x 21/2" SDS 5,555 6,720 6,720 6,720 4,840 4,8LA 35/a 91/4 to 30 41h - (24)1/4" x 21h" SDS (16)1/4" x 21/z" SDS 7,260 19,450 9,450 9,450 6,805 6,8 46 See footnotes on p.150. • Simpson Strong-TieO Wood Construction Connectors THA/THAC Adjustable Truss Hangers This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. CSee Corrosion Information, pp.13-15. V Installation: 41) Use all specified fasteners; see General Notes. O The following installation methods may be used: U rn Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within 1/4" from the edge of the top -flange members. For 4heTHA29 nails used forjoist attachment must be-drven-at=an-- -cc - cc angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten _<) the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirety below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all . other models with more'nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 3%" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 13/4 for THAG422 for 422.2 426.2 THAC422 ly/" typical 21/2'for THA422-2 andTHA426.2 THA418 SIMPSON 3 IWO 111W,��" 2h Ile •� s W ' 2;G THA29 Double4x2— 2face nails Use full table value (total) Single 4x2 4 top nails See �'. (totaq is nailer table r' Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of head ® I h Double -Shear Double- Nailing Dome Double -Shear Shear Side View; I Nailing Side View Nailing Do not (Available on Top View l bend tab. some models) Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation 'or to tnote 5 p.187 86 Top Flange Installation Simpson Strong -Tie® Wood Construction Connectors THA/THAC Adjustable Truss Hangers (cont.) 11 These products are available with additional corrosion protection. For more information, see p.15. 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 1 1/z" min. top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h" nai6 in .the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange naiing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 18 Simpson Strong -Tie® Wood Construction Connectors Face -Mount Joist Hangers This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. The double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing that distributes the load through W-jo points on each oist nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. �loTdesTgned for welded or'na'iler applications. ""' Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View Double -Shear Nailing Side View Do not bend tab Dome Double -Shear Nailing Side View e (Available on some models) HHUS210-2 MAN SIMPSON u HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 Simpson Strong-TieO Wood Construction Connectors Face -Mount Joist Hangers (cont.) Model No. Mm.=' Heel He ght Diniensions (im Ga WH g Fasteners z Carrying carried � ar Member " `"' Member Single 2x Sizes LUSN, 26/a°` 1�lis y9/ie„4+ 3'fe 43/a 1`?la "'7.a, (4)'©148x3 148x3`;. �' ".j2)4.198x3` ° °(4).0.198:x3 LUS26 A�/s; MUS26 4"A6 18 16/i6 5146 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 46/i6 16 1 % 53/6 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 HGUS26 4s,"-, 1"6/s5 _ .(20}'0162x8✓i (8}"Da62x3?h°. 'LUS28 43i6 = "18, .:` 19A6 .. 6%, A 13/i „ -'(6) 0148,X 3 ..: " '(4) 0148 X 3 MUS28 66/i6 18 16/i6 6"A6 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 1 % 7 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 HGUS28 6IA6 12 1 % 71/6 5 (36) 0.162 x 31h (12) 0.162 x 31/z CUS21i7" " 441x_ 1$"` f ee 1 4 8°X 3al HUS210, �, "83/e,• 16a " 15Is"";•- 9 3 ,. (30)0162,x31Iz '(10):O1E2'x31/2" HGUS210 1`6a. ' 91I6 5 " :(46)0162x3'Tz;,, (16)"0162x,3?h; V1. See table below for allowable bads. N fn O IF - .a N a m These products are available with additional corrosion protection. For more information, see p.15. For stainless -steel fasteners, see p. 21. Many of these products are approved for installation t with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Single 2x Sizes _-'-"""`' LUS26 1,165 1 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, MUS26[ 9�0' '.1,295 A,480'_ 1"560`;_1s56Fi; ;931 , 1405 ''1;560 ,"3xer0'. 1, 6fl %"8F . 955 41,090 -1;180 ;=3,350 I LA HUS26 1,320 2,735 31095 3,235 3,235 1„320 2,960 3.280 3.280 3,280 1,150 2,350 2,660 2,780 2,780 HGUS26, . 3i5 , , 4;3A0 4,8513 ` , 5,170 5,390_. = 0 5 . "' 4,690'' .5,220` .:5 390,` , 5,390: '780 "3,225 . 3,6,,1 "" 3;870' ", 3;985s IBC, FL LUS28 1,165 1,100 1260 1350 1725 1165 1195 1360 1465 1,730 865 810 925 1,000 1,270 MUS28'_ "A, 0 .1,730' 1,975 ,2,125" 22?s_, 1 32. ,. 0, .°1875 : 213b 2b6-� 2.C55-"" 1,150 � ,1,270 �; 1455. w1;5� , � �, IBC FL, LA HUS28 1,760 4,095 4,095 4,095 4,095 1,760 4,095 4,095 4;095 4,095 1,480 3,520 3,520 3,520 3,520 HGUS28. :-.1455[l , ?.275 , 7,2i5 " 7275°F 7,275".` 1,G50, ` r,2r s 7M ,7„275. .7,275 _ .7`.3c ` ,.3,ia70 ;, 3,820 3,9 5 • d,250 IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 11215 1,500 IBC, FL, HUS210' 6 5 , : 5;4'56 5.795' � k330 �. a 83b,`, "j 2,ti35 '',c, a 5 5;780- 5:830 , 5330 ` 2.22f'. 2 "s3' , 2,':5� 2 2 825. LA HGUS210 2,090 9,100 9100 9,100 9,100 2,090 9;100 3,100 9,100, 92100 1.545 6,3401 6,730 61730 6,730 IBC, FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45° and/or sloped to a maximum of 45° • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square out 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table bad 0.41 of table load Acute side opecny angle Top View HHUS Hanger Skewed Right (Foist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 0 Z z na. 0 O U w F- U' Z O F 03 Z 0 U3 0 0 m N U U 94 Simpson Strong-TieO Wood Construction Connectors LUS/MUS/HUS/HHUS/HGUS e ...................._...................... . ...........-..........__....................................................................................................................................................._......................._..._..............................._.................................__... _..................... _.....................-...... ..... ...... ............ ..------ ..................... These products are available with For stainless Many of these products are approved for installation additional corrosion protection. ED steel fasteners, t with Strong-Drivem SD Connector screws. For more information, see p.15. see p. 21. See pp. 335-337 for more information. Double 2x Sizes L',US2d `18 3�/a ,':2" {4)01�62x3'/z ` (2)0162'X'3'h 116 800 '; -905, "98fl 1;245 355""; e"690. 7$0 ,«845'' 1,070` ® LUS26 2 49/is"; 18; " 3'/a"': 47/a 2.=. " (4} 0162K 3lz' ';(4) 0162 x3y/z �� 1 Q30:= 1,170 1265' 1,"595 910, : ? 885 " '•1,005° "1;09Q ;-i,370 HHUS26-2 4-IA6 14 35ti6 5% 3 (14) 0.162 x 31/z (6) 0.162 x 31/z 1.320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26-2 49A6 12 3% 57/,s 4 (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 18 3'la': ,7, "; 2' (6)0:162Y31h (4)0162x;31h `;CiU 1315, 1,490 .1610 2030 910 '>1,130 ,1;280 1;385 1',745 IBC, FL, 69tis . , 14, 35/is` 71/a ; ,,3'; " ,(22} 0.162,x 3�1,z {8) 0162 t( 3yh 17 €1, 4,265+ 4 810 5155 5;980. '1;515. 3 670 4135' 4,435" ,5;1,45; LA LUS210-2 67% 18 31/a 9 2 1 (8) 0.162 x 31/z (6) 0.162 x 31/z 11,445, 1,830 1 2,075 12,245 1 2,830 1,245 1,575 1,785 1 1,930 1 2,435 HHUS210-2 83/a 14 T5iis 87/a 3 1 (30) 0.162 x 31h (10) 0.162 x 31h I 3:550 5,705 16,435 16,485 1 6:485 3,335 4,905 5,340 5:060 1 5,190 HGUS210-2 89/ia 12 35tis 9% 4 1 (46) 0.162 x 31/z (16) 0.162 x 31h 4,095 9,100 9,100 1 9,100 1 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes HGUS26.3 41 ic'`912" 41�5s 51h %4', (20)4:1iS2x3'h,:`18),0162iC31h "2,155" ,4340 4,850 5170, 5575 1,855 3730 -,4,170, 4,445 4,795; IBC, FL, HGUS283` 613i6 12 4i5/is 71/a :4,° (36)0.1"62x311z (12)0162x31h "3,235 7460' ., 7460` 7,460 7,460 .2;780 6415 _.. 6,415° _. . 6,415 6,415' LA HHUS210-3 83/a 14 4111A6 87/a 3 (30) 0.162 x 31/z (10) 0.162 x 3'h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 813As 12 415A6 91/a 4 (46) 0.162 x 31h (16) 0.162 x 31h 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 YHGUS212 3 zi 10 /a ':12 "`4 �5s' 10 /a ; 4=62'x3 /r" (20) 0`I62:X 3 /z 5 i 9 fl ar; Ort 4S" 9 145 .,9UQ' c 780! 37,,.8u LA HGUS214 3„ 125/e : '"l2 ' 415hs 123/a 4 (66) 0:162 x 311z' -(22}Y0162 X 311z ; 5,695 10,125; 10125 7;0125 10,125 4 900 :$,190 8,90 8;190 8,190i' Quadruple 2x Sizes HGU526 4- ;` 51h " , 12 69hs:' S7hs _-, °4 (20) 0;162 x 3"/z .. ,' 8) 0.162 x 31h - 2;155, 4,340, 4 850 5;170 5,57b 1 855" 3,730 ;d,170. 4,d45 4 795' IBC, FL, HGUS28-4 71/a 12 69AG 73AG 4 (36) 0.162 x 31h (12) 0.162 x 31/z 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 83/a 14 61/a 87A 3 (30) 0.162 x 31/z (10) 0.162 x 31/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210 4 1, HGU9212 4 -;1 91f 105/e , _�12 a12 69/ie .691is 93h6 10 3e 4 4 ,j56) {46} 01$2X3'(z 0162 x31h' '(16) O1ti2z31h (20),6162 x 31h 4095 5,8u15� 9,100". 45'' 9104 9 03 �,' 9,1D0 z?Q 910U 3 521-7777 0 90t-J `7825 t z0 ,,130 7825 7,825 ' ,IBQ', 7,825i 70 IBC FL, LA 4x Sizes LljS46 as 43/a , 18. 394s+' 43/a `2 ,(4) 0,162 x 31h;' ;',(4) 0.1s2 x 3Yz , "„t £C 7,030` 1,170' 1265 1,595 3173 ; 8$5 .1,005 1,,090 .1,3701 IBC, FL HHUS46 Ok ° ';°14 " 35/a' S3/i6, ';3 _ (14)'0:162 x31/z 'f (6);0.1fi2 X 3'h "2�t 2,830: 3,190 3'415 4;250 113_5; 2,435; , 2,745: "2,935; 3,655' LUS48 43/a 18 39A6 63/a 2 (6) 0.162 x 31h (4) 0.162 x 31h 1,060 1,315 1,490 1,610 2,030 910 1,130 1,280 1,385 1,745 IBC, FL, HUS48 61/8 14 39A6 7 2 (6) 0.162 x 31h (6) 0.162 x 31/z 1,320 1,580 1,790 1,930 2,415 1,135 1,360 1,540 1,660 2,075 LA 10 HHUS48 61h 14 35/a 71/s 3 (22) 0.162 x 31/z (8) 0.162 x 31h i 760 4,265 4,810 5,155 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 67/i6 12 3% 711A6 4 (36) 0.162 x 31h (12) 0.162 x 31h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 ;LUS410 "'" 6Ja = �'18 39f6 83/a �2 - (8}-0. 0 x 31h .r(6) A 162 31/z r44 1,830' 2475 '2 245`2;830 1.245� 1,573" 1;785°. 1,930 2;435 MHUS410 . ";� HGUS410 �,' 83/a 87✓a 14 � i2 35/e : 35/s 9 91/i6 3 `-4, (30) 0 62 x 31h (46)Q.162x:31/r'(76)a162x31�z {10) GA62x 31h 3 U 4095 5 705 9,100 fi 435 _9100� ,d85 9,100, 6 9100, 4 260 3520 ,4 905 ,7$25 5,535 ,7825 a a 27,825. z 575=. 7,825, IBC, FL, LA HGUS412 107A6 12 3% 107A6 4 (56) 0.162 x 31h (20) 0.162 x 31h 5,695 9:045 9,045 9,045 9,045 4:900 7,780 7,780 7,780 7,780 HGUS414 117A6 12 35/a 127/16 4 (66) 0.162 x 31h (22) 0.162 x 31h 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190 8,190 Double 4x Sizes FL 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table bads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on,a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. H 19 Simpson Strong -Tie" Wood Construction Connectors ■ Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/a". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is %" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge rn Finish: Galvanized L. 4.. Installation: v Use all specified fasteners; see General Notes CCan be installed filling round holes only, or filling V round and triangle holes for maximum values W See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carving member for additional uplift capacity Q --, �-_,_-..Options:=-�...._....,-.-..._.. ,_.. d HTU may be skewed up to 671/2'. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table l Many of these products are approved for installation with Strong -Drive' SD Connector screws. See pp. 335-337 for more information. Typical HTU26 Minimum Nailing Installation HTU26 Alternate Installation - HTU Installation for HTU28 Installed on Standard Allowable Loads 2x6 Carving Member (for 1/2" maximum gap, (HTU210 similar) use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) 2x Sizes HTU26(Max.)r, =STIz.�: 15/e,` 5tic11 3�h, {20)-0.162�X3'h:`(2Q).014t{x'1'h "1,;44b; z,94U"� a a'�..`,c'Ju,d '%UJU,t i,4j5_ z,o0u=��,raa.'scv- a;4o�". IBC, HTU28 (Min.) 37/e 31/2 (26) 0.162 x 31/z (14) 0.148 x 11/2 1,2353,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28(Max.) 71/4 71As 31/2 (26) 0.162 x 31/z (26) 0.148 x 11/2 2,020 3,820 4,315 4,655 5,435 1,71' 3,285 3,710 4,005 4,675 LA INin:) _ " 37h',91hs. 115/a71A5 31/2'"'33'''114"9tis 31h "(32) 0.162 x 31h"`' (32) 0148 x 1'h " 3,315m. „4 705 ;. -:; 7. 1( <.. , .-5,995. 2;850 . 4,045, , " tin ' "4,a't? Double 2x Sizes HTU264(Minh) 3'la ? 351is . 5?/te 31z:, {20) 0:162;X 3'h` 14)p.14fl.x 1,5 5 2,940 : 'J 3,1tu, , ,5 a0 ."3,910';t 1,300 1,$50') ;2,050 , 2,255 ".t.2,4654 HTU26-2 (MaX) . ,5?l2 ' •35hs `57A' " TA „'(20,) 0.162-X 31Iz '(20) 0.148 7c 3 2,175` 2;94� a,3213 : ,o3a _4: 8L "`"1;870 2,530 1, 2,H5 -3,080 3,855 HTU28-2 (Min.) 37A 3-7a 71A6 31/2 (26) 0.162 x 31/z (14) 0.148 x 3 1,530 3,820 4,310 4,310 4,310 1,315 2,865 3,235 3,235 3,235 IBC, FL, HTU28 2 (Max.) 71/a 35As 71As 31/2 (26) 0.162 x 31/2 (26) 0.148 x 3 3,485 3,820 4,315 4,655 5,825 2,995 3,285 371 , 41 C 'I u;r 10` LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between %" and 1fz", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/z" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table load. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. FZy Simpson Strong -Tie® Wood Construction :Connectors SIMPSON Face -Mount Truss Hanger (cont.) Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Hiiernaie insiaiiauon Iauie IUr LX4 of iu zxo udi f yll Ily MCI I iuty HTU26 (Min.) 37/a I (2) 2x4 (10) 0.162 x 31/z (14) 0.148 x 11/z 925 1,470 1,660 1 1,790 1,875 795 1,265 1,430 1 1,540 1 1,615 HTU26 (Max.) 5'/z (2)2x4 (10) 0.162 x 3'h (20) 0.148 x 1'/z 1,240 1 1,470 1,660 1 1,790 2,220 1065 1,265 1,430 540 1,910 IBC, nIi.., ,Klz nvrn.."i"I�,;oacn Tao i1A -n�n"I m°,nAn ' -, >r ° c� asQrr "-� oAr � „� Aor. '',��n.]) r K� J� `a�rK ^' 2°a�n'. FL, LA 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is'/z". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) Single 2x Sizes 1, --. 1 1. - � , IBC, HTU28 (Min.) 37/a 15/a 1 71/% 1 31/z (26) 0.162 x 3'/z (14) 0.148 x i Vz 1110 3,770 ( 3,770 1 3,770 1 3,770 1 955 1 2,825 2,825 2,825 2,825 FL, LA HTU28 (Max.) 714 1 15/a 1 7'/e 1 31/z (26) 0.162 x 31/z (26) 0.148 x 11/z 1,920 1 3,820 1 4,315 1 4,655 1 5,015 1 1,695 1 2,865 i 3,235 1 3,499 1 3,765 Double 2x Sizes HTU28-2 (Min.) 37/a 35/1a 7146 31/z (26) 0.162 x 31/z (14) 0.148 x 3 1 1,490 3,820 3,980 3,980 3,980 1,280 2,865 1 2,985 2,985 1 2,985 IBC, FL, HTU28-2 (Max.) 71/a 35/ia 71/ia 31/z (26) 0.162 x 31/2(26) 0.148 x 3 3,035 3,820 4,315 4,655 5,520 2,610 2,865 3,235 3,49� 4:1<+0 LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a" and 1/s°, use the Alternate Allowable Loads. 6. Truss chord crass -grain tension may Emit allowable bads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes -the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/2" nailsin the header and reduce the allowable download to 0.70 of the table value. The allowable upfrft is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Simpson Strong -Tie® Wood Construction Connectors Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/15" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/15" at 100% of the table load. Specify as an 'X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen® 2 screws• (Model TTN2-25134H) for concrete and 'A" x 2Y4" Titen 2 scre,vs (Model T fN2-252341­111 for GFCMU. Follow all installation instructions and use the loads from tl,e sawn lumber or BVP sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU ('/4" x 23/4" — Model TTN2-25234H) and for concrete ('/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the?/1e"-diameter hole to the specified embedment depth plus'/2". • Alternatively, drill the 3/1a"-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool Kits are available. They include a 3/1e" drill bit and hex -head driver bit.(Model TTNT01-RC); a 3/16" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/8" is required as shown in Figure 1 for full uplift load. • Where no uplift load is required, a minimum end distance of 11/2" is permitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUG410 i HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUG410 Installed on Masonry Block End Wall 23 Simpsonon ... Construction Connectors ky, HU/HUC/HSUR/L n pis , Medium -Duty Face -Mount Hangers (cont.) ED These products are available with additional corrosion protection. For more information, see p.15. HU26 HU26X (4)1/4 x 23/4 1 (4)1/4 x 13/a (2) 0.148 x 11/2 335 1,000 335 1,545 HU28: ` HU28X ,a (6)1IaX 23/a (6)1�x.13Ia„ (4) A 148 x.545 - l 500 760 2 400 a HU24-2 HUC24-2 (4)1/4 x 23/4 (4)1/4 x 13/4 (2) 0.148 x 3 380 1 1,000 1 380 1,545 HU26-3 (Min.) HUC26-3 (Min.) (8) Y4 x 23/4 (8)1/4 x 13/4 (4) 0.148 x 3 760 2,000 760 1 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)114 x PK (12)114 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 1 3,950 I HU210 I HU21 OX 1 (8)1/4 x 23/4 1 (8)1/4 x 13/4 I (4) 0.148 x 11/2 I 545 1 2,000 I 760 I 2,415 _ HU210-3 (Min.) HUC210-3 (Min.) �(14)114 x 23/4 (14) 1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUG210-3 (Max.) (18)114 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212,° HU212X', (10} 1Jdx 23/4 {l0)14,(131a (6) 0148 X 11h 1,135 2,50D ": ' t 1,135 2 665 HU212-2 (Min.) HUC212-2 (Min.) (16)1/4 x 23/4 (16)1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)1/4 x 23/4 (22)14 x 13/4 (10) 0.148 x 3 1 1,350 5,085 1,350 5,085 I HU214 I HU214X I (12)1/4 x 23/4 I (12)1/4 x 13/4 I (6) 0.148 x 11/2 I 1,135 I 2,665 1 1,135 I 2,665 HU214-3 (Min.) HUC214-3 (Min.) (18)1/4 x 23/4 (18)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)1/4 x 23/4 (24)1/4 x 13/a (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 HU216X' (18)11ax23/a„ a (18)1/aX1?la °. (8)0148x11h1515 2920r 1515 2,920'^.' HU216-2 (Min.) HUC216-2 (Min.) (20)114 x 23/4 (20)114 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/4 x 23/4 (26)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 H11216=3 (Mln) '; HUC216, 3 (Mm) (20) ?/.4 x 23/a (20)11a x,131a (8}3014$ X;3 j 515 4 92041920 HU216;3(Max) HUC216-3(Max),,. {26)ax23la (26)laxa ;l3l.., (12)0148.z3 :2015 5A85 y2075 5085 HU7 (Min.) (Not available) (12)1/4 x 23/4 (12)1/4 x 13/4 (4) 0.148 x 11/2 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)114 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 HU11 (Min.) (Not available) (22)1/4 x 23/4 (22)1/4 x 13/4 (6) 0.148 x 11/2 1,135 3,230 1 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)1/4 x 13/4 (10) 0.148 x 11/2 1,445 3,735 1,445 3,735 U Z Y 0 w F7 0 z z 0 U) U) rn 0 N U U 38 I 3� F. STAGGER JOINTS - TYP. RA15ED HEEL ROOF TRUSSES B/SKIfh PI AN UPLIFT/SHEAR ANC EACH TR65 - SEE PLAN aaaaaa■4'ir_�:'��:'�� aaa�l�aaaaaaaa��a�iaaa�aa aaa�a�aaaaa�aaa�aaaaau �:'�:'aaaaaaa�aaaaaa--�:'aaaaaa__�,, B/SKI f' NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRUSS BEARING A SCALE, HIS SKI :IBBON BOARD- SEE CHEDULE FOR SPACING 4 ASTENING TO TRUSSES MASONRY WALL - SEE PLAN ROOF SHEATHING- SEE F SOFFIT/FA5CIA- SEE ARCH. RAISED HEEL ROOF TRUSSES -SEE PLAN RIBBON BOARD - SEE SCHEDULE FOR SPACING t FASTENING TO w N TRUSSES WALL SHEATHING -SEE PLAN -= MIN. 15/32' GDX PLYWOOD OR 1/16' 055 WITH 8ci GUN NAILS (0.131' X 2 IR') g 6' O.G. TO UPLIFT/SHEAR GYP. CEILING - RIBBON BOARDS ANCHOR EACH SEE PLAN t TRUSS- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD MASONRY WALL - INTO END GRAIN OF ROOF TRUSS BOTTOM CHORD SEE PLAN RAISED HEEL TRUSS BEARING�1 SCALE, NTS SKI RIBBON 5CHEDULE` DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH i (2) 12d GUN (0.131' X 39 (Vas MPH) 2X4 SPF"2 24' TO EACH TRUSS, (4) EXP.XP. B, I NAILS AT JOINTS ENCLOSED I Vult=180 MPH (2) 12d GUN (0.131' X 39 (Vaed=139 MPH) 2x4 5PF02 I6 TO EACH TRUSS, (4) EXP. G, NAILS AT JOINTS ENCLOSED :.. M� .� r: wssr.e O U I—Uzd 7— E (9 0- La ¢ o = H 0 011- O E r Lu w z O 3 U fy ip E. In ❑ SHEET TITLE: an EE-1. RAAEO HER ROOF eRUe5F5 SHEET INFORMATION: OAIF ISSUED: 11.08.1E —E-1: eR SK.1 0 0 ALPIN- . AkrNV rOMMMY. january'.1.01 ; 2020 Catp.ehtet:CdritrActojrs of Aftie-rita, Int. 346bAvenue diNW, Winter Haven; FL3 88 -620,1 pear ' ait' t6myattentionthat o equ,e_st,.fonsw, wereraised i e rif g5jb,,`diameter-: ltha� cosine 'S m yqr 1P. PAC. r -d h6le'§Atil 6d thfu chords (wide. f4cq) Qfsys42' gable end trusses fio allow far threaded over readed rodsds'edfdr"tie d.bWng"' if-.,tlidse.g ble nds,,areov. r continuous support cent dirre-of"themn ��c dti e .-a . ou, - H :, .-W, ....e �shegthed,,�ffidlhi' are. Al e W.- dw f4C6 ro-61 th n4"0c,wjtholrdam.iging�anyconnector'pigtes,orlvertip#Webs then nfl6,bHbaUdfidhd d, The in only " .o-.,.re.p 4�x q .��pn,additional. Ify,o Have any.questions, please give me a:call , Sincerely, --b .. ...... .. 6760.'FbruM.b, i qye; SOite 306, Orlando, =97 0 ---(863),-422-8685 -Ttis tbcl7Cii nt has been effect ric* signad and seeled using 8 OigitEdSignaWo, P610d copies Mthod at1 uriginel sigrlatwo nuabo yerifled thing Me of iron ei6CT me version. t COA #0278 03/10/2021 No. 70 I • STATE Ort 4� ALPINE AN ITW COMPANY Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone: (800)755-6001 www,alpineitw.com 0 Site lttfct�rnafit3{�• Pa a i; _ Customer: Carpenter Contractors of America Job Number• N334504 Jib Description: 7A5/320 ,182EDiF ,02G ,R101 / 1828/CALI/4EBB ELEV D/F Address - off% -fin ineern �,ri�eCia; ?esign Code: FBC 7th Ed. 2020 ices lntetliVlEW Version: 20.02.00A JRef#.- 1X31-89750069 Vind Standard: ASCE 7-16 Mind Speed (mph): 160 Design Loading (pst): 37.00 Wilding Type: Closed This package contains general notes pages, 29 truss drawing(s) and 5 detail(s). 1 069,21.1302.22811 Al 3 069.21.1302.24173 A3 5 069.21.1302.22595 A5 7 069.21.1302.23360 A6 9 069.21.1302.23796 A10 11 069.21.1302.23764 A14G 13 06921.1302.24171 62GE 15 069.21,1302.23922 C2GE 17 069.21.1302.24359 D2 19 069:21.1.302..23843 V4 21 069.21.1302.23734 ER 23 069.21.1302,24422 EJ3 25 069.21.1302,24421 CJ5 27' 069.21.1302.24174 CA 29 069.21.1302.24030 HJ3A 31 GBLLETIN0118 33 VAL1.80160118 a Florida Certificate of Product Approval #FL1999 item Diawirg Number Truss 2 069.21.1302.23703 A1A 4 069.21.1302.23280 A4 6 069.21.1302.23953 A5GE 8 069.21,1302.22531 A8 10 06921.1302.23484 Al2 12 069.21.1302.22828 B1 14 069.21.1302.22876 C1 16 069.21.130224514 D1 18 069.21.1302.24561 D3G 20 069,21.1302.24609 V8 22 069.21.1302.24360 'EJ7A 24 069.21.1302.22733 EJ2 26 069:21.1302.24453 CJ3 28 069.21.1302,23733 HJ7 30 Al6015ENC160118 32 CNNAILSP1014 34 VALTN160118 Printed 3/10/2021 1:16 33 PM 'General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www. icc-es.oro. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. 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. Udefl = 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. 12. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust!y.com. Page 3 of 3 SEQN: 250001 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T10 / FROM: RWM Qty: 16 7A5/320 ,182ED,F ,02G ,R101 /1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22811 Truss Label: Al �TCE / YK 03/10/2021 6'1"7 12'11"15 19'10" 26'8"1 3.T 39'8" 6'1"7 6'10"8 �-° 6'10.1 6'101 F 6'10"8 ; B'1"7 = 5X5 E 39'8" 10' 91101, 910 10' 1� 10' 19,101, 29'8" 39'8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCp!: 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. 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): 0.222 K 999 240 VERT(CL): 0.385 K 999 240 HORZ(LL): 0.081 J - - HORZ(TL): 0.140 J Creep Factor: 2.0 Max TC CSI: 0.617 Max BC CSI: 0.882 Max Web CSI: 0.457 Ver: 20.02.00A.1020.20 Loading Truss passed check for 20 psf additional bottom chord r�' i* S..w®ae■,°f* � r live load in areas with 42"-high x 24"-wide clearance.+T'$ae°it�° y} 0 Wind Wind loads based on MWFRS with additional C&C� member design. ? Wind loading based on both gable and hip roof types. 000A ° �&a�e�afft�oau+�sla` 03/10/2021 **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, 1less noted otherwise. Refer to so b ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1711 /- /- /961 /309 /444 H 1711 /- /- /961 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens, Comp. B - C 1490 - 3155 E - F 1130 - 2029 C - D 1366 - 2875 F - G 1366 - 2875 D - E 1130 - 2029 G - H 1490 - 3155 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2759 -1207 K - J 2278 - 858 L - K 2278 - 879 J - H 2759 -1186 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 541 -134 K - F 530 - 745 D - K 530 -745 F - J 541 -134 E - K 1362 - 605 rision of ITW Buildingq�Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the formance with ANSI/TPI 1, or for handling, shipping,, installation and bracingq of trusses. A seal on this drawing or cover page rawinpp indicates acceptance of professional engeering responsibility solely -for the design shown. The suitability and use of this any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ICC: iccsafe.org; AWC: 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250030 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef1X3L89750069 T25 / FROM: ALS Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23703 Truss Label: A1A TCE / YK 03/10/2021 7'112 12' 171"12 19'10' 23'8" 31'8"14 _ 39'8" f 7,11"2 4'0„14 i' 5.1"12 i- 2'8"4 3'10„ i 8,0„14 7'11"2 =6X6 F 39'8" �1T 811 {' 2,1•,1,2 3' + 6.8„ 8'0"11 i 7'11"5 +1� 1 11'10"4 14' 17' 23'8" 31'8"11 39'8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T1 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W6,W9,W11 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Plating Notes All plates are 2X4 except as noted. (1) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. ' The 5-0-0 section of Bottom Chord at 8-8-0 elevation between panel points R and N may be field -removed as required provided that all remaining plate/wood contact areas stay intact and undisturbed. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.386 O 999 240 VERT(CL): 0.669 O 706 240 HORZ(LL): 0.168 K - - HORZ(TL): 0.314 K Creep Factor: 2.0 Max TC CSI: 0.791 Max BC CSI: 0.896 Max Web CSI: 0.765 VIEW Ver: 20.02.00A.1020.20 Laterally brace Bottom Chord above filler at 24" oc, including a lateral brace at chord ends. (Not required if 5-0-0 section of lower Bottom Chord is removed as noted (*)). 03/10/2021 m b �8,8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 !- /- /961 /309 /444 1 1556 /- /- /961 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 1 Brg Width = 8.0 Min Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1410 - 2745 F - G 1410 - 2068 C - D 2144 - 4245 G - H 1218 - 2103 D - E 1499 - 2794 H - 1 1423 - 2777 E - F 1658 - 2771 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2371 -1107 L - K 2402 -1107 Q - M 3738 -1614 K - 1 2406 -1106 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - S 814 -1523 M - F 2007 -1008 C - Q 1476 - 551 M - L 1864 - 604 S - Q 2850 -1327 F - L 492 - 506 Q - D 1271 - 562 L - G 452 - 368 D - M 825 -1539 L - H 475 - 688 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r sa�ety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and.bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional -information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 4PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of ihis drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250031 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JR&AML89750069 T2 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EB8 ELEV.D/F DnvNo: 069.21.1302.24173 Truss Label: A3 / YK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 6'1"7 12'11"15 19'10" 1 24'4" 6'1"7 1" 6'10"6 i" 6'10"1 4,6„ �'i 10 10' 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 to 2h C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; 133,64 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W4,W5,W7 2x4 SP #2 N; Bracing (a) iX4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.6%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 E 83 CAM 33'6"9 39'8" 9'2"9 6-17 WEI" 5'8" 13'4" 9'10" 4'6„ 59 i 10' +1'� 19'10" 244" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or*=PLF Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.033 M 999 240 Loc R+ / R- / Rh / Rw / U / RL B 871 /- /- /610 /172 /444 Lu: NA Cs: NA VERT(CL): 0.082 M 999 240 Snow Duration: NA HORZ(LL): 0.011 L - - N* 247 /- /- /156 /73 /- HORZ(TL): 0.024 C Creep Factor: 2.0 H 508 /- /- /427 /147 /- Wind reactions based on MWFRS Building Code: FBC 7th Ed. 2020 Res. Max TC CSI: 0.961 B Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0,737 N Brg Width = 68.0 Min Req = - Rep Fac: Yes Max Web CSI: 0.420 H Brg Width = 8.0 Min Req = 1.5 Bearings B, N, & H are a rigid surface. FT/RT:20(0)/10(0) Bearings B & H require a seat plate. Plate Type(s): Members not listed have forces less than 375# VIEW Ver: 20.02.o0A.1020.20 WAVE Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 606 -1330 G - H 246 - 579 C - D 479 -1037 4y,,o g s o° r�I vt .COA 03/10/2021 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - M 1138 - 532 K - J 952 - 498 M - L 691 - 320 J - H 484 -143 L-K 967 -518 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - M 375 - 360 K - F 885 -1188 M - D 558 -150 F - J 573 - 255 D - L 559 - 715 J - G 495 - 484 L - F 769 - 272 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawingor cover pa e listing this drawing indicates acceptance of professional engiineering responsibilitty� solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. 6750 Forum Drive Suite 305 Orlando FL,32821 SEQN: 250032 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T9 / FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALII4EBB ELEV.D/F DrwNo: 069.21.1302.23280 Truss Label: A4 SSB / WHK 03/10/2021 6'1"7 6'1"7 0 m 12'6"15 + 19' + 20'$" 27-1"1 6'5"8 651 10, Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types ;5X5=5X5 E F 39'8" 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pt. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 9.10" 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.172 L 999 240 VERT(CL): 0.321 L 999 240 HORZ(LL): 0.066 K - HORZ(TL): 0.123 K Creep Factor: 2.0 Max TC CSI: 0.480 Max BC CSI: 0.747 Max Web CSI: 0.625 Ve r: 20.02.00A.1020.20 g. a 9 � •jffj! 0 ® � s 03/10/2021 I 33'6"9 39'V. 6'5"8 A1, 7 10, 1' 398" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1556 /- /- /963 /310 /427 1 1556 /- /- /963 /310 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1542 - 2800 F - G 1182 -1779 C - D 1425 - 2521 G - H 1425 - 2521 D - E 1182 -1779 H - 1 1542 - 2800 E - F 1159 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1262 L - K 2030 - 937 M - L 2030 - 957 K - 1 2444 -1241 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens .� Comp. M - D 508 -119 L - F 548 - 356 D - L 521 - 683 L - G 521 - 683 E - L 548 - 356 G - K 508 -119 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, bV TPI and SBCA) r safety practices rior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attache.. rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as 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 Votes page for additional information. Alpine, a division of ITW BuildincLQComponents 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 bracin of trusses. A seal on this drawingor cover pa a 675o Fon,m Drive listing this -drawing indicates acceptance of professional enpsneering responsibilittyv solely -for the design shown. The suitabiliy and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250033 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef1X3L89750069 T8 / FROM: RWM Qty: 1 , A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22595 Truss Label: A5 SSB / WHK 03/10/2021 0 i o a3 7'10"14 17' 2Z8" 7'10"14 9'1 "2 518" :5X5 =5X5 D E 39'8" �1' 10, 9.10" 10, 19,10" 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 EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.0E; Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 31'9"2 + 39'8" 9'1"2 7'10"14 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.149 J 999 240 VERT(CL): 0.279 J 999 240 HORZ(LL): 0.0601 - - HORZ(TL): 0.112 1 Creep Factor: 2.0 Max TC CSI: 0.760 Max BC CSI: 0.755 Max Web CSI: 0.989 VIEW Ver: 20.02.00AA 020.20 0. 708 1 Q COAQWONA 03/10/2021 10' 1' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1552 A /- /965 /318 /386 G 1552 /- /- /965 /318 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 G Brg Width = 8.0 Min Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1673 - 2755 E - F 1699 - 2561 C - D 1698 - 2561 F - G 1674 - 2755 D - E 1352 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1373 J - 1 1695 - 842 K - J 1695 - 863 I - G 2393 -1352 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 498 -448 E - 1 770 -435 K - D 770 - 435 I - F 498 - 448 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS > require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Went Safety Information, by TPI an SBCA) r safety practices prior to performing these functions. Installers shall provide temporary per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly d ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin� installed per BCSI sections B3, B7 or 1310 ca15 e. Apply plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. F�efer to ' - 1s 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW BuildincLComponents Group Inc. shall not. be respponsible for any deviation from this drawing, any, failure to build the conformance with ANSI 1, or for handling, shipping,. installation.and bracingof trusses. A seal on this drawing or cover pa e 1is drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabilil9y and use of this for any structure is the responsibility of the Building esigner per ANSI/TPP1 1 Sec.2. For more information see 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250065 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef: 1X3L89750069 T11 I FROM: RDP Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23953 Truss Label: A5GE / YK 03/10/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12'11'15 11'4 'G2 23'15 °4 1 '2 6'i'7 3'6'9 10'6• r 670'01 + 71q• 21� 2'0"1 5'10'77 9 6'1 6'144 =5K8 A 21' i 5 i 13'8° IN ' 10' 19'8"4 r 21'11°12 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 to 2h C&C Dist a: 3.97 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W7,W14,W15,W16 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Special Loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 10.67 TC: From 76 plf at 10.67 to 76 plf at 32.67 TC: From 56 plf at 32.67 to 56 plf at 40.67 BC: From 20 plf at 0.00 to 20 plf at 39.67 BC: 128 lb Conc. Load at 23.21,23.79 PL: 136 lb Conc. Load at (23.27, 9.98), (23.80,9.98) Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)110(0) Plate Type(s): 5 38° 3 7 1. 29'8' 32'8' 39'8" 3'10'8 -!- 13712 -{ Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.106 AE 999 2' VERT(CL): 0.211 AE 999 2' HORZ(LL): 0.044 1 - - HORZ(TL): 0.088 1 Creep Factor: 2.0 Max TC CSI: 0.646 Max BC CSI: 0.645 Max Web CSI: 0.957 Ve r: 20.02.00A.1020.20 ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 769 /- /- /504 /323 /444 AB 2335 /- /- /945 /990 /- Z 1079 /- /- /484 /352 /- T 519 /- /- /398 /219 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 AB Brg Width = 8.0 Min Req = 2.8 Z Brg Width = 8.0 Min Req = 1.5 T Brg Width = 8.0 Min Req = 1.5 Bearings B, AB, Z, & T are a rigid surface. Bearings B, AB, Z, & T require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 465 -1090 I - J 391 -195 C - D 335 - 815 J - K 390 -199 D - E 399 - 762 K - L 536 - 262 E - F 411 - 759 L - M 608 - 296 F - G 397 - 678 M - N 506 - 244 H - 1 377 -185 S - T 228 - 610 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B -AH 922 -479 AA- Z 375 - 227 AH-AG 486 -261 Z-Y 388 -286 AG-AF 486 -261 Y-X 388 -286 AF-AE 486 -261 X - W 491 -156 AE-AD 486 -261 W - V 491 -156 AD -AC 486 -261 V - T 491 -156 AC -AB 479 - 325 Maximum Web Forces Per Ply (Ibs) a Webs Tens.Comp. Webs Tens. Comp. a t a o AH-AI 518 -256 AB -AR 304 -482 AI-AJ 555 - 273 AR -AS 445 - 568 AJ- G G -AL 519 -269 514 -933 AW- Z AW- N 272 237 -747 -676 AL -AN 498 -920 N -AX 683 357 °calf"pa0'` AN -AP 519 -955 AX-X 690 -352 COAvliYsggiiito2fa6 AP -AC 540 - 984 X -AZ 301 - 478 sB;f AC- K 792 -505 AZ -BB 275 -472 03/10/2021 K -AB 546 -1366 BB- S 326 -457 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall- havenroper)v attached structural sheathing and bottom chord shall have a properly - attached rigpid 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 otruss and position as shown above and on the Join Details, unless noted otherwise. Pefer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,. Installation and bracing of trusses. A seal on this drawing or cover pate 6750 Forum Drive listing this drawing indicates -acceptance of professional enc�ineering responsibili(t�1� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250035 / HIPS Ply: 1 mber: N334504 Cust: R 8975 JRef:1X3L89750069 T7 / FROM: RWM Qty: 1 V7,A,,,/,3u2O,l,2ED,F 02G RI01 / 1828/CAL!/4EBB ELEV.D/F DnvNo: 069.21.1302.23360 abel: A6 SSB / WHK 03/10/2021 7'1014 15' 24'8" 31'9"2 39'8" T10'�14 7'1"2 9'8" i T1'T 7'10"14 i e 6X6 = 6X6 D T3 E 12 6 ' 5 \55 X ch C o_ r W m W1 B G A a� H 4X6(A2) = 5X5 =— 5X5 = 5X5 = 4X6(A2) 39'8" �11_i 10' 9.101, 9'10" 10, 1' 10' 19,10" 29'8" 39'8" 1 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): 0.159 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 /- /- /962 /328 /346 BCDL: 10.00 Risk Category: II Snow Duration: NA - HORZ(LL): 0.061 1 - - G 1552 /- /- /962 /328 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.115 1 Wind reactions based on MWFRS Mean Height: 15.00 ft BuildingB Br Width = 8.0 Min Re 1.8 NCBCLL: 10.00 TCDL: 4.2 psf Code: Creep Factor: 2.0 9 q = Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI:. 0.913 G Brg Width = 8.0 Min Req = 1.8 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. Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.474 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 It FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): I 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 I - G 2363 -1462 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 394 - 358 E - I 628 - 300 K - D 628 - 300 I - F 394 - 358 g6tittfttltlAltttd/ �4� ��aROtODq•ept" 6�g���'��`P���r * 4 f I ®�®�� �� �• � ram. �r��'��°'e ". s O • 0 6 V 9�ppa6p • ` i ey��y 4 e a ® • n eB®�60 tti �Po®�•c�� � COA�NrA�.�ti� tea��at 03/10/2021 '*WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI anc7 SBCA) r safety practices pnor to pertorming these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chard shall have properly attached structural sheathing and bottom chord shall have a properly - attached ri id ceiling Locations for lateral shown ermanent restraint of webs shall have bracing installed per BCSI sections 63, B7 or 810 as applicable. Apply plates to each face otruss and position as shown above and on the JoinQDetails, unless noted otherwise. f�efer to ' drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$QComponents Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses: A seal on this drawing or cover pa a listing -this drawing indicates acceptance of professional enpineenng responsibility solely -for the design shown. The-suitabili and use of This 6750 Forum Drive drawing for any structure is the responsibility of the Building -Designer ANSI/TPI 1 Sec.2. Suite 305 per For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250036 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef1X3L89750069 T6 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22531 Truss Label: A8 SSB / WHK 03/10/2021 6'94 13' 19,10" 26'8" 32'10"12 39'8" 6'94 6'2"12 6'10" 6'10" 6'2"12 6'9"4 e 5X5 III 2X4 = 5X5 D E F 12 6 � �2X4 W 2X4 C o G W3 B H A I �8'8" 4X6(A2) =5X5 =5X8 =5X5=4X6(A2) 39'8" �1'_i 10' 9.10" 9'10" 10, + 10' T 19'10" 29'8" +1'� + 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA VERT(LL): 0.191 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240 B 1556 /- /- /953 /716 /305 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 A /- /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: psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 H Brg Width = 8.0 Min Req = 1.8 . Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.754 Bearings B & H are 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: 0.687 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 eot 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 ttii6ti1f9ltitd7lti D - K 425 -401 J - G 381 -339 s �8 r�ri, E - K 585 - 391 ,� iw�wsmossy4f j,e a rd g♦ ,�+ 'a 1 s p p.70E m a m e ® u f jP 4gY (0�0�t.}�M HYarp�W� Aw' �n L elLJYgi` /lf1VA "' q COA 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition Of BCSI (Building Component Safety Information, by TPI and SBCA) to these functions. Installers temporary r safety practices prior performing shall provide bracing per BCSI: Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attachetl rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, 9Details, as applicable. Apply plates to each face of truss and position as shown above and on the Join unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not.be responsible for any deviation from this drawing, any, failure to build the truss in ANSI/TPI 1, for handling, conformance with or shipping,, installation and bracing of trusses. A seal on this drawing or cover pa qa 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibili(��r solelyior the design shown. The suitabili and use ofVs drawing for any sQr'ucture is the the Building -Designer ANSIITPI 1 Sec.2. Suite 305 responsibility of per For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250037 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T5 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23796 ISSB Truss Label: A10 / WHK 03/10/2021 5'919' 28'8" 33'10"12 39'8" 5'9"4 5 2 -12 8' 9 8" + 5'2"12 S 9"4 5X5 = 5X5 =5X5 D E T3 F 12 6 � 2X4 W � 2X4 o C (a) (a) G n W3 i � B 1 H Akoq a� III 11�8,8., =4X6(A2) =5X5 -5X8 =5X5 =4X6(A2) 39,81. 10' 9.10" 9'10" 10, T 10' 19,10" 29'8" 39'6" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240 B 1556 /- /- /940 /718 /264 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 A !- /940 f718 /- 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 Reg = 1.8 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TIC CSI: BCDL: 5.0 psf CSI: 0.934 Br Width = 8.0 Min Req 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 it FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2194 -2804 E - F 2386 -2693 C - D 2057 - 2533 F - G 2066 - 2539 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 2502 -2773 G - H 2184 -2797 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - L 2448 -1855 K - J 2163 -1578 be equally spaced. Attach with (2) 8d Box or Gun L - K 2147 -1575 J - H 2440 -1822 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs L - D 470 -71 K - F 626 -612 for (2) CLR'S where shown. Scab reinforcement to be D - K 739 -778 F - J 466 -52 same size, species, grade, and 80% length of web E - K 789 - 534 member. Attach with 0.128x3" gun nails @ 6" oc. �gtttiS tttitr�tyt�lrry Wind 9 y ♦4d°®a••q.•f•e 'ram. Wind loads based on MWFRS with additional C&C member design.`',,°��\r° Wind loading based on both gable and hip roof types. ® (08 i � m .Y V . • a � s i COA t sdONAL � 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly attached Locations for lateral rigid ceiling shown permanent restraint of webs shall have bracin installed per BCSI sections as applicable. Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. B3, B7 or B10 Refer to ' drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building -Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSIITPI 1, or for handling, shipping,. mstallation.and bracing trusses. A this drawingor of seal on cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilit�yy solely -for the design shown. The suitabili and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250038 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T4 / FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23484 Truss Label: Al2 SSB / WHK 03/10/2021 9' 17' 22'" 30'8" 39'8" 9' 8' E'll88' 9' e6C6 T2 =5XD5 =4E4 T3 =6F6 12 T , (a) W (a) U) W5 B G Cn I A I�88 H =4X6(A2) =6X6 -6X6 =6X6=4X6(A2) 1 39'8" 10' 9'10" 9'10" 10, 10' 19,10" 29.8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 /- A /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 it 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: 0.939 G Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.834 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.306 Members not listed have forces less than 375# Loc. from endwall: not in 9.o0 It FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE- VIEW Ver: 20.02.00A.1020.20 B - C 2250 - 2705 E - F 2239 - 2478 Lumber C - D 2238 - 2478 F - G 2250 - 2704 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2906 -3233 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2, W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - K 2330 -1856 J - 1 3176 - 2629 be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 -2647 1 - G 2329 -1835 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs C - K 718 -428 E - I 944 -834 for (2) CLR'S where shown. Scab reinforcement to be K - D 940 -832 I - F 718 430 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. `ti�tis��ttarrritrt1j n r}• �j�6'� Wind 1 I• ��ly' ♦ t � Wind loads based on MWFRS with additional C&C �t� ` y �•``■'■'•re % w���, �, member design. y'° �` •��` �{(� � • Wind loading based on both gable and hip roof types. e i� • �r 0.7108 9 ■ e 0 T q(� P1t ItCOA I.�, lit"91111Ntit" 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI andSBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted o herwise, top chord shall have properiv attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicaboe. App�y 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, a division of ITW BuildincLQComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in ANSI/TPI 1, for handling, bracing conformance with or shipping,. installation and of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawingg indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or Orlando FL, 32821 SEQN:250056/ HIPS Ply: 2 Job Number: N334504 --1 Cust:R8975 JRef:1X3L89750069 T12 / FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CAL1/4EBB ELEV.D/F DrwNo: 069.21.1302.23764 Truss Label: A14G SSB / WHK 03/10/2021 2 Complete Trusses Required 7' 17' 22'8" 32'8" 39'8" 7' 10, S'8" 10, 7' =6X6 =8X8 =8X8 12 C T2 D T3 E T4 =6X6 F T 6 o T B' G a A H =4X6(A1) =8X8 =8X8 =8X8=4X6(A1) 1 39'8" 9'10" 9'10" 10, 1' 10' 19,101, + 29,8„ 39,8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.295 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.555 J 850 240 B 3135 /- !- /- /1427 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 3136 /- /- /- /1428 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.121 1 - Wind reactions based on MWFRS Mean Height: 10.51 ft NCBCLL: 0.00 Building Code: Creep Factor: 2.0 TCDL: psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TIC CSI: 0.676 5.0 G Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.507 MWFRS Parallel Dist: 0 to h/2 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: No Max Web CSI: 0.760 Members not listed have forces less than 375# Loc. from endwall: NA FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B- C 1424 -3094 E - F 1534 -3602 C - D 1533 - 3601 F - G 1425 - 3094 Top chord: 2x4 SP #2 N; T2,T4 2x6 SP SS; D - E 2128 -4831 T3 2x6 SP #2 N; Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Nailnote B - K 2752 -1257 J - 1 4769 -2187 Nail Schedule:0.128"x3", min. nails K - J 4768 -2187 1 - G 2753 -1258 Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Maximum Web Forces Per Ply (Ibs) Use equal spacing between rows and stagger nails Webs Tens.Comp. Webs Tens. Comp. in each row to avoid splitting. C - K 1287 -417 E - 1 727 -1297 Loading K- D 727 -1298 1 - F 1287 -417 #1 hip supports 7-0-0 jacks with no webs.�ea+ttrtttrr�rp®�yt ��y �• �j�ff�0.4' Wind�* � " Wind loads and reactions based on MWFRS. ° 0> AJ 4? `• • - ` Wind loading based on both gable and hip roof types'. tq`�V• ems• a. 2 r m v r " i (p� S ••i 0 •'yA °• A' gyp$ COA �0 A oft NOW,, 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, 'SBCA)-r by TPI and 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 id Locations for attached ri ceiling shown permanent lateral restraint of webs shall have bracin installed per BCSI sections as applicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. B3, B7 or B10, Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. 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 ANSIf� PI 1, or forhandling,- shipping,, installation. bracing trusses. A this drawin and of seal on listing this drawing indicates acceptance of professional enci neering responsibili((�� solely -for the design shown. The suitabili -Designer or cover page 6750 Forum Drive y and use Nis Suite 305 drawing for any structure is the responsibility of the Building per ANSIfTP1 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250039 / FROM: RWM P co �n 3 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 " Ply: 1 Job Number: N334504 Qty: 1 7A5/320 ,182ED,F ,02G ,RIO1 / 1828/CALI/4EBB ELEV.D/F Truss Label: 131 5'7"4 1 10'8" 15'8"12 5'7"4 5'0"12 + 5'0"12 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; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Alpine, a truss in c listing thi drawmg I For more =4X4 D 21'4" 21'4" 5'7"4 Cust:R8975 JRef:1X3L89750069 T20 DrvNo: 069.21.1302.22828 SSB / WHK 03/10/2021 8' 13'4" 21,4„ Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.047 H 999 240 Loc R+ / R- / Rh / Rw / U / RL B 864 /- /- /529 /397 /229 Lu: NA Cs: NA VERT(CL): 0.088 H 999 240 Snow Duration: NA HORZ(LL): 0.020 G - - F 805 /- /- /464 /361 /- HORZ(TL): 0.037 G Creep Factor: 2.0 Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Max TC CSI: 0.371 Max BC CSI: 0.611 Max Web CSI: 0.232 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. VIEW Ver: 20.02.00A.1020.20 B-C 1190 -1344 D-E 1113 -1152 C - D 1104 -1146 E - F 1201 -1351 1 V. M l501, COA f �IONA6tts�o 03/10/2021 **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, Hess noted otherwise. Refer to vision of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the iformance with ANSI1TPI 1, or for handling, shipping,, installation and bracin of trusses.- A seal on this drawin or cover pa e irawinq indicates acceptance of professional enpmeering responsibility solely -for the design shown. The suitability and use of This any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. oration see these web sites: Alpine: alpineitw.com; TPI: 1pinst.oro; SBCA: sbcindustry.com; ]CC: iccsafe.org; AWC: awc.or Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1152 - 993 G - F 1161 - 955 H - G 795 - 539 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 471 -284 D - G 394 -335 H - D 383 - 322 G - E 479 - 289 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250059 / GABL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T3 ! FROM: HMT Qty: 1 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALII4EBB ELEV.D/F DnwNo: 069.21.1302.24171 Truss Label: B2GE / YK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacinq: 24.0 " 10'8" 10'8" 4'8" -}-- 2, --{ (TYP) =4F4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 22.33 BC: From 20 plf at 0.00 to 20 plf at 21.33 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes See DWGS Al6015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. WIND LOAD CASE MODIFIED! 21'4" 21'4" 21'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 21'4" 10'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.005 R 999 240 VERT(CL): 0.011 R 999 240 HORZ(LL): 0.004 L - - HORZ(TL): 0.006 R Creep Factor: 2.0 Max TC CSI: 0.323 Max BC CSI: 0.197 Max Web CSI: 0.091 VIEW Ver: 20.02.00A.1020.20 E. ee t d a. 708 1 i e a SAT COA��Q 03/10/2021 ♦Maximum Reactions (lbs), or•=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B' 125 /- A /39 /48 /11 Wind reactions based on MWFRS B Brg Width = 256 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# —WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral 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 Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlComponents 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 bracin4 of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance -of professional engineering responslbilit��r solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .cam; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250041 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T19 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,Rl01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22876 Truss Label: C1 SSB / WHK 03110/2021 7' 7' 5X5 C 14' 14' 7' im 1, 7 T 7 14' 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): 0.014 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.025 E 999 240 B 588 /- /- /371 /272 /158 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.008 E - - D 527 /- /- /305 /234 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.013E - - Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Br Width = 8.0 Min Re 9 q = 1.5 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.767 D Brg Width = Min = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.503 re8. surface. Bearings B & D are i rigid atplat Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.119 Members less forces a 5# Loc. from endwall: Any FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per PI y (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 805 -740 C - D 807 -739 Top chord: 2x4 SP #2 N;Bot chord: 2x4 #2 N; Maximum Bot Chord Forces Per Ply (Ibs) We Webs: 2x4 SP #3; 3; Chords Tens.Com Chords Tens. Cam p• p• Wind B - E 598 - 542 E - D 598 - 542 Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. C0A #0V,' v tY fA% 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to ar Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these fur bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheaf[ attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin it as applicable. App�y plates to each face of truss and position as shown above and on the Joinf9De drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional infoi drawing for any structure is the respon For more information see these web sites: E per es, unless of deviation from this drawing, any failure to build the of trusses. A seal on this drawinq or cover pa a 6750 Forum Drive _ 0r the design shown. The suitability and use of this 2, Suite 305 try.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 2500611 GABL Ply: 1 Job Number: N334504 Cusl: R 8975 JR&AX3L89750069 T1 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23922 Truss Label: C2GE / YK 03/10/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 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; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 15.00 BC: From 20 plf at 0.00 to 20 plf at 14.00 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. WIND LOAD CASE MODIFIED! 7' 7' 14' 7' 5' I 2' —. (TYP) =4X4 D 14' 14' 14' Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.007 J 999 240 Loc R+ 1 R- / Rh / Rw / U / RL Lu: NA Cs: NA YERT(CL): 0.014 J 999 240 B* 129 /- /- 140 /50 /12 Snow Duration: NA HORZ(LL): -0.004 H - - Wind reactions based on MWFRS HORZ(TL): 0.009 H B Brg Width = 168 Min Req = - Building Code: Creep Factor: 2.0 Bearing B is a rigid surface. FBC 7th Ed. 2020 Res. Max TC CSI: 0.392 Members not listed have forces less than 375# TPI Std: 2014 Max BC CSI: 0.242 Maximum Top Chord Forces Per Ply (Ibs) Rep Fac: No Max Web CSI: 0.142 Chords Tens.Comp. Chords Tens. Comp. FT/RT:20(0)/10(0) C - D 376 -199 D - E 377 -199 Plate Type(s) VIEW Ver: 20.02.o0A.1020.20 1 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 511 -403 H - E 511 -403 r (( ° too_ Xc 4 % a a m 8 AT 0 `erei'R111acl1101", (3/10/2021 **WARNING' READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper!v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs -shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the 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, 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 f� PI 1, or for handling, shipping,, installation and bracinct of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en ineenng responsibilitty� solely -for the design shown. The suitabili y and use of This drawing for any structure is the responsibility of the BuildingVesigner per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.cwm; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250043 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T13 / FROM: LPM Qty.. 1 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24514 Truss Label: D1 / WHK 03/10/2021 5' 5' =4X4 C 10, 5' 12 6 N i+7 B D a E 88 F 2X4(A1) 1112X4 = 2X4(A1) 10, 5' 10, Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.007 F 999 240 VERT(CL): 0.013 F 999 240 HORZ(LL): 0.003 F - - HORZ(TL): 0.006 F Creep Factor: 2.0 Max TC CSI: 0.345 Max BC CSI: 0.257 Max Web CSI: 0.081 VIEW Ver: 20.02.00A.1020.20 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- /- /286 /202 /134 D 434 /- /- /286 /202 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 522 - 494 C - D 521 - 494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 - 293 F - D 396 - 293 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricatin , handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an� SBCA) r safety practices prior to pertormmg 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 attachetl rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face of truss and position as shown above and on the Join�Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinggComponents Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en veering responsibility solely -for the design shown. The suitability and use Nis Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Oriando FL, 32821 SEQN: 250044 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T26 / FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,Rl01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24359 Truss Label: D2 / WHK 03110/2021 5' 5' =4X4 C 10, 5' 12 6 io B D A E 88 F =2X4(A1) III2X4 = 2X4(A1) 10' 5' 5' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. - Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 It Rep Fac: Yes Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types 5 10, Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.007 F 999 240 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.013 F 999 240 B 434 /- /- /286 /202 /134 HORZ(LL): 0.003 F - - D 434 /- /- /286 /202 /- HORZ(TL): 0.006 F Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.345 D Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.257 Bearings B & D are a rigid surface. Max Web CSI: 0.081 Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 B - C 522 - 494 C - D 521 - 494 � `,��sadas•es aaa� f EM' � e 1 C 0 A fX%7,8, AL 03/10/2021 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 - 293 F - D 396 - 293 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ' drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not.be responsible for any deviation from this drawing, any, failure to build the truss in conformance with -ANSI PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional encLineering responsibilittyy solely -for the design shown. The suitability and use of This Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: !ccsafe.or ; AWC: awc.org Orlando FL, 32821 i SEQN: 250057 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T18 / FROM: LPM Qty: 1 ,7A5/320 ,182ED,F ,0213 ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24561 Truss Label: D3G / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 3' 7' 10, 3' 4' 3' :4X6 ; 4X6 12 C D 6T B E M a F N 88 �,, 411111) 1112X4 2X4(A1) = 2X4(A1) 1 3'1"12 3'1 "12 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 3.00 TC: From 28 plf at 3.00 to 28 plf at 7.00 TC: From 56 plf at 7.00 to 56 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 plf at 6.97 to 20 plf at 10.00 TC: 129 lb Conc. Load at 3.03, 6.97 TC: 65 lb Conc. Load at 5.00 BC: 80 lb Conc. Load at 3.03, 6.97 BC: 52 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 10, 3'8"8 6'10"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 Fee: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): 3'1"12 1 10, Defl/CSI Criteria PP Deflection in ]cc Udefl U# VERT(LL): 0.022 H 999 240 VERT(CL): 0.044 H 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.016 C - Creep Factor: 2.0 Max TC CSI: 0.288 Max BC CSI: 0.365 Max Web CSI: 0.059 EW Ver: 20.02.00A.1020.20 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 625 /- /- /- /316 /- E 625 /- /- /- /316 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 467 - 962 D - E 467 - 962 C - D 389 - 842 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 829 - 394 G - E 829 - 394 H - G 842 - 389 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing, or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabiliCy and use of this Suite Fos drawing for any s9ructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 250045 / VAL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T14 / FROM: LPM Oty: 1 , A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23843 Truss Label: V4 / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc, from endwall: not in 9.00 ft GCpi: 0.18 end Duration: 1.60 Lumber Top chord: 2x4 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 Valley truss connection to truss below shall be designed and furnished by others . 1'11"8 3-11" 111 "8 1'11 "8 12 6 =4X4 B 4X4(D1) =4X4(D1) A C 0 10'6"3 D 3'11" 3'11" 3'11" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.004 999 240 VERT(CL): 0.007 999 240 HORZ(LL): -0.001 - - HORZ(TL): 0.003 Creep Factor: 2.0 Max TC CSI: 0.070 Max BC CSI: 0.098 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 r ®e a a O ° 1 (1 •*000..M* COAifA �++�eRN"S" , 03/10/2021 ♦ Maximum Reactions (Ibs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- /- /32 /18 /6 Wind reactions based on MWFRS D Brg Width = 47.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# -WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly id ce!I!n Locations shown for permanent laterel restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. e. Applgy plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to 60A-7 for standard plate positions. Refer to job's General Notes page for additional information. ivision of ITW i Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the lformance with ANSIrI PI 1, or for handling, shipping,; nstallation and bracing of trusses. A seal on this drawing or cover page irawing indicates acceptance of professional engfneenng responsibility solely -for the design shown. The suitabili y and use Nis any structure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2. 6750 Forum Drive Suite 305 Orlando FL, 321321 SEQN: 250046 / VAL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T16 FROM: LPM Qty: 1 , A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24609 Truss Label: V8 KD / WHK 03/10/2021 3'11 "8 7'11" 3'11 "8 3'11 "8 =4X4 12 B 6 N A X4(D1) =4X4(D1)C Li 9'6"3 E D 1112X4 7-11" I i Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 3'11 "8 3'11 "8 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): 3'11"8 7'11" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.007 D 999 240 VERT(CL): 0.014 D 999 240 HORZ(LL): -0.003 D - - HORZ(TL): 0.006 D Creep Factor: 2.0 Max TC CSI: 0.266 Max BC CSI: 0.192 Max Web CSI: 0.142 03/10/2021 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL E* 75 /- /- /35 /26 /8 Wind reactions based on MWFRS E Brg Width = 95.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - D 478 - 315 **WARNING' READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) fo'r saty practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have propery 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. App�y plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents 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,, mstallatron and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional eng6neering 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: sbcindust .cam; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250047 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T15 / FROM: HMT Qty: 8 7A5/320 ,182ED,F ,02G ,RI01 / 1628/CALI/4EBB ELEV.D/F DnvNo: 069.21.1302.23734 Truss Label: EJ7 KD / WHK 03110/2021 C 12'2"11 12 6 c*� o LO in v B Y3 A 8'8" D T Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 Xnrnvr= 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. 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 EW Ver: 20.02.00A.1020.20 0. 708 1 COA s � °•fir... ere •� 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- /- /249 /108 /208 D 125 /- !- 173 /- /- C 174 /- /- /128 /169 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building — Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face of truss and position -as shown above and on the Joint9Details, unless noted otherwise. f�efer to ' drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin FComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSIPI1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover paWe 675o Forum Drive listing this drawing indicates acceptance of professional encLsneering responsibilitty�r solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSVTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250048 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T21 / FROM: HMT Qty: 6 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24360 Truss Label: EJ7A / WHK 03/10/2021 Loading Criteria (psf) TOLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacinq: 24.0 " T 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): B Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.016 C HORZ(TL): 0.030 C Creep Factor: 2.0 Max TC CSI: 0.738 Max BC CSI: 0.513 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 osa^eat�a'aao�eyf� s � y ® � S FiT V f COA' �Orua�. 03/10/2021 127 11 M O M 8'8" A.Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 270 /- /- /179 /71 /186 C 126 /- A /76 /- /- B 177 /- /- /132 /171 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI ancJ SBCA) fo'r safety practices prior to pertorming these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or 810 as applicable. Applgj plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. ffefer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Aline, a division of ITW Building Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI q Pl 1, or for handling, shipping,. Installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely or the design shown. The suitability and use of This drawing for any structure is the responsibility of the Buildings esigner per ANSVTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN:250049/ EJAC Ply: 1 Job Number: N334504 Cust:R8975 JRef:1X3L89750069 T24 / FROM: LPM Qty: 3 , A5/320 ,182ED,F ,02G ,RIO1 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24422 Truss Label: EJ3 / WHK 03/1012021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 3' 3' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C T cM O T r Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.248 Max BC CSI: 0.112 Max Web CSI: 0.000 03/10/2021 Ve r: 20.02.0 OA.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 188 /- /- /157 /71 /100 D 52 /- /- /28 /- /- C 65 /- /- /45 /66 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "WARNING'"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. - Alpine, a division of ITW Buildin jComponents 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-Qof trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional encimeering responsibilityN solely for the design shown. The suitabilify 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: t inst.or ; SBCA: sbcindust .cam; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250050 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRefAX3L89750069 T23 / FROM: RWM Qty: 2 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22733 Truss Label: EJ2 KID / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 C 6 T 918114 co B Nr LO 4"3 r 81811 A 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 to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 2X4(A1) 2i �l 2 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.137 Max BC CSI: 0.026 Max Web CSI: 0.000 03/10/2021 Ver: 20.02.00A.1020.20 E ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 157 /- /- 1140 /54 /52 D 32 /- A /18 /- /- C 34 /- /- /20 /26 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearings B, D, & C require a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. - Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top -chord shall have properly attached structural sheathing and bottom chord shall have a properly attachetl rigid ceilin Locations shown for permanent lateral restraint of webs shall have brag1inyc1 installed per BCSI sections B3, B7 or B10, - as applicable. App�y plates to each face of truss and position as shown above and on the Joini Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingg Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing, or cover pa ga 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use Of th!s drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250051 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T34 FROM: JRH Qty: 4 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBS ELEV.D/F DrwNo: 069.21.1302.24421 Truss Label: CJ5 KD / YK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 11'2"5 12 6 Cl) 9) CV cM ch B T A 8'8" D 1 4'11"4 4' 11 "4 Wind Criteria Wind Sid: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Dell/CSI Criteria PP Deflection in loc Udell U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 D - HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.549 Max BC CSI: 0.257 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- /200 /88 /152 D 89 /- /- /51 /- /- C 118 /- P /85 /116 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# s° o. AN 1 m o e m 4 r ®p IT O COA mnm.nuv �� rr��8itn$rf�N►t�� 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached 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 Join�Details, unless noted otherwise. Refer to drawings-160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinggComponents Group Inc. shall not, be responsible for any deviation from this drawing, any. failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page — 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili((�r� solely or the design shown. The suitability and use Nis drawing for any structure is the responsibility of the Building For ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250052 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T33 / FROM: LPM Qty: 4 7A5/320 ,182ED,F ,02G ,RI01 ! 1828/CAL!/4EB8 ELEV.D/F DnNNo: 069.21.1302.24453 Truss Label: CJ3 / WHK 03/10/2021 Loading Criteria (psQ TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " V 2X4(A1) 1, 211 4 211 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C Defl/CSI Criteria PP Deflection in loc Udell 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 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 A /- 1156 171 /99 D 50 /- /- /27 /- /- C 63 /- /- /44 /64 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigqid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 asapplicable. AppTgy-plates to each face. oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ' drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlQomponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/) PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this -drawing indicates acceptance of professional en meering responsibilittv/ solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Buildinguesigner per ANSYTT l 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250053 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef1X3L89750069 T29 / FROM: LPM Qty: 8 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24174 Truss Label: CA / YK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T i 12 6 C Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Die 11 rr4 1 r T 11114 � Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA _.Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): I'm M t) M i Defl/CSI Criteria PP Deflection in loc Udef! 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.Q0A.1020.20 0. 708 1 a , COAL �O N AIL 03/10/2021 9'2115 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 143 A A /145 /76 /45 D 11 A2 /- /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, handl!n 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 o"therwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Applgy plates to each face oT truss and position as shown above and on the Join�Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildincc�tComponents 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 bracin44of trusses. A seal on this drawing or cover paga 675o Forum Drive listing this drawing indicates acceptance of professional encLineering responsibilittyy solely -for the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250054 / HIP_ Ply: 1 Job Number: N334504 Cust: R 8975 JRef: 1 X3L89750069 T22 / FROM: HMT Qty: 2 7A5/320 ,l82ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23733 Truss Label: HJ7 �TCE / YK 03/1012021 5'3"5 5'3"5 9'10"1 4'6"l 1 12'2"3 12 4.24 a 2X4 C v m n ih v B 4 3 A 8'8" i 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 SDacina: 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: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. (3) 16d common (0.162"x3.5') nails at top chord (3) 16d common (0.162"x3.5") nails at bottom chord 9'2"2 9'2"2 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/l 0(0) Plate Type(s): 1 9'10'1 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.049 F 999 240 VERT(CL): 0.092 F 999 240 HORZ(LL): 0.012 C - - HORZ(TL): 0.023 C Creep Factor: 2.0 Max TC CSI: 0.542 Max BC CSI: 0.670 Max Web CSI: 0.261 Ver: 20.02.00A.1020.20 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly )er BCSI sections B3, B7 or B10, nless noted otherwise. Pefer to ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 /- /- /- /154 /- E 364 /- /0 /- /84 /0 D 214 /- /- /- /177 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 392 - 565 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 534 - 356 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 391 - 587 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/TPI 1, or for handling, shipping,, mstallation,and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en ineenng responsibility solely or the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Building�esigner per ANSI1TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2500551 HIP_ Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T17 / FROM: LPM Qty: 2 7A51320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24030 Truss Label: HJ3A TCE / YK 03/10/2021 C 12 4.24 T 10'2"6 B CV A VV pipe D 4'2"3 1'5" T 412113 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Loading Hipjack supports 2-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.120 Max BC CSI: 0.074 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 84 /- /- A /45 /- D 28 A /- 17 A A C 64 A /- A /48 A Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ••®aa ma o(a�o ' lly����,•�� Y a 0. f UO O � 0 6 a • 11 ® • A. X1A'q f2�i 00•I M11e*��r��` COA \ V! Q�I AIL v l7tfse"f taso�19�\\ 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) r sa shipping, 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 — attacheU rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed -per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the Join f Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. Alpine, a division of ITW BuildincLQComponents Group Inc. shall not, be responsible for any deviation from this drawing, any. failure to build the truss in conformance with ANSIITPI 1, or for handling, shipping,, installs ion and bracing of trusses. A sea! on this drawing or cover pa a 6750 Forum Drive - listing this drawing indicates acceptance of professional en meenng responsibili- solely for the design shown. The suitability and use of This Suite 305 drawing for any structure is the responsibility of the BuildingVesigner per ANSIrN 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com;_ [CC: iccsafe.org• AWC: awc.org Orlando FL, 32821 Gable Stud Reinf orcement Detail ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Dr+ 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 ❑ri 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Orr 120 roph Wind Sneed. 15' Mean Heinht. Pnrtlnlly 7—incur4_ P•.nnc, n Ih+ = i nn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) Sx4 'L' Brace Ill (1) 2x4 'L' Brace IN (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace Ill (2) 2x6 'L' Brace ■ Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' U Sp I F #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Q Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 1 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' J S P #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' ai P Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' CS Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 6' 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' V 7' 9' 8' 9' 9' 1' 10' 5' 10, 10' 13, 9' 14' 0' 14' 0' 14' 0' U IJ Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' Q1 0 � I 1 Standard 4' 2' 6' 1' 6' 5' 8' 1' B' 8' 10, S' 10, 10' 12' 8' 1 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' aJ ° D L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10' 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10' 11' 10' 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' V 14' 0' 14' 0' 14' 0' 14' 0' d S P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' L� U HStudO 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' 1 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 410' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' D rr L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 1 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' ymm About) able Truss Diagonal brace optloni vertical length may be doubled when diagonal 18' brace Is used, Connect L diagonal brace for 600# at each end. Max web 'L' Brace End total length is 14'. Zones, typ. 2x6 BF-L #2 or better diagonal T_ Vertical length shown bracer single 8' In table above, or double cut 45' (as shown) at L lj�upper end, Connect diagonal at ' .Q midpoint of vertical web. Refer to chart $k wmWARNDkiww READ AND FO.LDV ALL NaTES ON THIS BRAVING! iN 'DPORTANTww Fl1RNISH THIS DRAVM TO ALL COJJTRACTMS DICLtMM THE DisT-.Msg Trusses require extreme care In fabricating, handling, shipping, InstalUng and bracing. Ref '�+a follow the latest edition of BCSI (Bultding Component Safety Information, by TPI and SBCA) fa sr practices prior to performing these functions. Installers shall provide temporary bnvUng pe B Unless noted otherwise, top chord shall have properly attached structural sheathing nail bo I shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint i , shall have bracing Installed per BCSI sections B3, B7 or H10, as applicable. Apply plates to eaca PINof truss and pposition ns shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A—Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devimti this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship{ AN ITW COMPANY installation 6 bracing of trusses, professional seal on this drawing or cover page Usttp this drawing, Yxgcates acceptance of 11 514\ Eanh\ City\ Expressway engineering responsibility solely for the design shown The suitability and use of this drawing \\Suite\242 for any structure is the responsibility of the BuXdhg Designer per ANSI/TPI I Sect. \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites, ALPINE, www,alpineltw.coni TPI, ­.tpinstargi SBCAi www.sbcindustryargi ICC, wwwJccsafe.org e 0/2021 Bracing Group Species and Grades) Group AI S ruce-Pine-Fir Hen -Fir #1 /tit Standard #2 Stud #3 Stud #3 Standard Dou las Fir -Lurch Southern Plnewww #3 0 Stud Stud Standard Standard Group BI Hen -Fir, #1 tL Btr #1 Dou las Fir -Lurch Southern PineXx x #1 #1 #2 #2 lx4 Braces shall be SIRE: (Stress -Rated Board). NwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these grades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240, Provide uplift connections for 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) nalls, )K For (1) 'L' braces space nails at 2' o.c. In IS' end zones and 4' o.c. between zones, )KWFor (2) 'L' braces, space malls 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. ii Gable Vertical Plate Sizes ii Vertical Length No S lice Less than 4' 0' 2X3 Greater than 4' 0', but Less than 11' 6' 3X4 Greater than I" 6' 4X4 II+ Refer to common truss design for peak, splice, and heel plates. 11 Refer to the Building Designer for conditions not addressed by this detail. MAX, TOT, LD, 60 PSF MAX, SPACING 24,0' F ASCE7-16-GAB16015 TE 01/26/2018 WG A16015ENC160118 IT Relnfo Memk Go Tr Gabe Detail Far I Pt -in VPrtirnlcz Gable Truss Plate Sizes ?propriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates, vertical plates overlap, use a to that covers the total area of ,apped plates to span the web, 2*2X4 2X8 vroviae connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nallsi 10d Common (0,148'x 3.',min) Nails at 4' o,c. plus (4) nails In the top and bottom chords. Toenailed Nallsu 10d Common (0.148'x3',min) Toenails at 4' o.c. plus (4) toenails In the top and bottom chords. This detall to be used with the appropriate Alpine gable detall for ASCE wind load, ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PEDI00118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015END10011 db19 t00qj 511530ENC100118, S12030ENC100118, S14030ENC 30100118,///4 S18030ENC100118, S20030ENC100118, S20030 01 a• Q��aaFa,b;,e 6 See appropriate Alpine gable detail for max[ e1QtQ�Spid9l Y� 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord, 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. Web Length Increase w/ °T` Brace Examples ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 30% = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x8'7'=11'2' 'T' Relnf, Mbr, Size 'T' Increase 2x4 30 2x6 20 "WARNUQa READ AND faLDV ALL NaTES a THIS DRAWDU O. OU0 I REF LET -IN VERT "wmTANTr. FIIRNIsN TIDs DRAVING TO ALL amTRAcTDxs INCLtmiNG THE msTALIFRS� Trusses require extreme care In fabricating, handling, shipptng, installing and bracing. Refe"ta#an s DATE O1/02/2018 follow the latest edition of BCSI (Building Component Safety Infornatlon, by TPI and SBCA) fo sddlFe • .. practices prior to performing these functions. Installers shall provide temporar bradr+g pe BCSL • Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m chop{! DRWG GBLLETIN0118 shall have a properly attached rigid ceillnp. Locations shown for permanent lateral restraint f s !1 v ° R.. shall have bradng Installed per SCSI sectlons 113, B7 or B10, as applicable. Apply plates to eag of truss and position as shown above and on the Joint Details, unless noted otherwise. r• • �(661,'//v eP1 Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devintl •+•0. � ••• this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin •r•l,•*p' AN ITW COMPANY Installation & bracing of trusses. (r ��/ � MAX, TOT, LD, 60 PSF 11514\ Earthl Cil \ Expressway A seal on this dravbV or cover page listing this drawing, hdicates acceptance of professknnl�{� R I h �, y p y engineering responsibility solely for the design shown. The sultabuty and use of this drnwMg �l AILL /10/2021 DUR, FAC, ANY \ \ Suite\ 242 for any structure Is the responsibility of the Burg Designer per ANSI/TPI 1 SecZ ITN \\Earth\City,\MO\63045 For more Informatlon see this Job's general notes page and these web sites. MAX, SPACING �L4,0' ALPINE, www.atpineltw.ccml TPD www.tpinst,org) SBCAi www,sbcindustry.orgl ICG wwwlccsafe.org NAIL SPACING DETAIL MINIMUM SPACING FOR SINGLE BLOCK IS SHOWN, DOUBLE NAIL SPACINGS AND STAGGER NAILING FOR TWO BLOCKS, GREATER SPACING MAY BE REQUIRED TO AV❑ID SPLITTING, BLOCK L❑CATI❑N, SIZE, LENGTH,GRADE AND TOTAL NUMBER AND TYPE OF NAILS ARE TO BE SPECIFIED ON SEALED DESIGN REFERENCING THIS DETAIL, LOAD PERPENDICULAR TO GRAIN A — EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS OF NAILS (6 NAIL DIAMETERS) B — SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS) C — END DISTANCE (15 NAIL DIAMETERS) LOAD PARALLEL TO GRAIN A — EDGE DISTANCE (6 NAIL DIAMETERS) C — SPACING OF NAILS IN A ROW AND END DISTANCE (15 NAIL DIAMETERS) D — SPACING BETWEEN STAGGERED ROWS OF NAILS (7 1/2 NAIL DIAMETERS) IF NAIL HOLES ARE PREB❑RED, SOME SPACING MAY BE REDUCED BY THE AMOUNTS GIVEN BELOW: C)K)K X SPACING MAY BE REDUCED BY 50% #W SPACING MAY BE REDUCED BY 33% i DIRECTI❑N OF LOAD AND NAIL ROWS 123 W J C� �AiAi NAIL LINE � J w A 1 1 1 1 Bw B/2 ) A J C )")EI \- TRUSS MEMBER LOAD APPLIED PERPENDICULAR TO GRAIN CX A D D D A' LOAD APPLIED PARALLEL MINIMUM NAIL SPACING DISTANCES DISTANCES NAIL TYPE A Bw C)K)K D 8d BOX (0,113'X 2,5',MIN) 3/4' 1 3/8' 1 3/4° 7/8' 10d BOX (0,128'X 3,',MIN) 7/8' 1 5/8' 2' 1' 12d BOX (0,128'X 3,25',MIN) 7/8' 1 5/8' 2' 1' 16d 'BOX (0,135'X 3.5',MIN) 7/8' 1 5/8' 2 1/8' 1 1/8' 20d BOX (0,148"X 4,0,MIN) 1' 1 7/8' 2 1/4" 1 1/8" 8d COMMON (0,131'X 2,5',MIN) 7/8" 1 5/8' 2' 1' 10d COMMON (0,148'X 3,',MIN) 1' 1 7/8' 2 1/4' 1 1/8' 12d COMMON (0,148'X 3,25',MIN) 1' 1 7/8' 2 1/4" 1 1/8' 16d COMMON (0,162'X 3,50,MIN) 1' 2' 2 1/2' 1 1/4' GUN (0,120"X 2,5',MIN) 3/4' 1 1/2' 1 7/8' 1' GUN (0,131'X 2,5',MIN) 7/8" 1 5/80 2' 1' GUN (0,120'X 3,',MIN) 3/4' 1 1/2' 1 7/8' 1' GUN (0,131'X 3,',MIN) 7/8' 1 5/8' 2' 1' C/2)KW NAIL LINE aaarea q1 �.D�rANr.: as1N°w nus OAND nRn AViL�cur�acT�s wa rV1N°i DurnLLERsc 4 REF NAIL SPACE Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refe ttlan� DATE 10/O1/14 follow the latest edition of BCSI (BuRding Component Safety Information, by TPI and SECA) fo s t • practices prior to performing these functions. Installers shall provide temporary brndng pe HCSL • unless noted otherwise, top chord shalt have properly attached structural sheathing and bo m choDRWG CNNAILSP1014 shall have a properly attached rlgld ceithg. Locations shown for permanent lateral restraint f dsS f11 •� shall have brnng Installed per BCSI sections B3, B7 or H10, as applicable. Apply plates to ea e of truss and position as shown above and on the Joint Details, unless noted otherwise, PI Refer to drawings 1f 1T for standard plate positions. Alpine, n division of ITV Hullding Components Group Inc shall not be responsible For any devintlo aws ps•a �� this drawing, any fMwe to build the truss In conformance with ANSI/TPI 1, or for handling, shippin A� awwrrw*rw _t AN Ff W COMPANY installation 6 bracing of trusses. A seal on this drawing or cover page Ilsti g this drawing, indicates acceptance of professbnnl / 11514%Earth\City\Expressway engineering responsWlty solel for the de Qts._ S �10�2021 y sign whom The sultadlBty and rose of this dra.rg \ \\Suite%242 for any structure Is the respons6Alty of the Building Deslgner per ANSI/TPI 1 Sec.2. :1 \ \ Eanh\ City,\ MO\63045 For more Information see this ,Job's general notes page and these web sltesi ALPINE, wwwalpineltw.coni TPD www.tpiret.orgi SBCA, w—sbcindustry.orgi ICCj wwwiccsafe.arg Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1.00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, "� Attach each valley to every supporting truss with: 535# connection or with (1) Simpson H2,5A or equivalent connector for ASCE 7-16 180 mph. 30' Mean Height, Part, Enc, Building, Exp, C, Wind TIC DL=5 psf, Kzt = 1.00 Or ASCE 7-16 160 mph, 30' Mean Height, Part, Enc, Building, Exp, D, Wind TIC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates, 3X4 12 12 Max, 2X4 X4 1.,— 8-0-0 Max 4X4 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing. Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 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, WWX Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', Pitched Cut Bottom Chord Valley Valle Spacing Square Cut Bottom Chord Vallev S�1 9 aG���rs{Itati�mE�ea, KW H. 1r 2X4 4X4 Stubbed Valley Optional, Hip End Detail Joint Detail nl T Mon Tr usses Partial Framing at 24' o.c. Plan �I AN ITW COMPANY \ \ 514\ Earth\ City\ Expressway \\Suite\242 \\Earth%City,\MO\63045 •wIMp1RT T Ra�"n(IS �AWM TNO au°Alai CM�TWSS IN MMw 'VM DNG UE msrALURS. s Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer d g follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for f ° Practices prior to performing these functions. Installers shall provide temporary bracing per SL Unless noted otherwise, top chord shall have properly attached structural sheathing and bott chordAT shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint o w shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each�a of truss and position as shown above and on the Joint Details, unless noted otherwise. .,� Refer to drawings I6OA-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation m this drawing, any foilure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation 6 bracing of trusses.( engineeat m ering responsibility sole: far or cover d� dew n. this The Y�c°tes acceptance of prafessbnnl y sign shown The suitability and use of this drowlrg For any structure Is the responsibility of the Budding Designer perrANSI/TPI 1 See2 For more Information see this Job's general notes page and these web sites. ALPINE, www.olpineltw.coml TPI, www,tpinst.orgi SBCA, wvw.sbcindustry.orgi ICC, wwwJccsofe.erg ®' IVO C e {'1 ° a Pi w ° 9 e o /� • t; oft" .0 .•0 ( , a`` ••°° °°• •°wfrw•*° �+\r�`� A �1� �+ j { (!I �. }� �l 0/202 %gjf (11� t 7 tN ��yg9 LL 30 TC DL 20 BC DL 10 BC LL 0 TOT. LD, 60 30 15 10 0 40PSF 7 PSF 10 PSF 0 PSF 57PSF REF VALLEY DETAIL DATE 01/26/2018 DRWG VAL180160118 55 DUR.FAC.1.25/1.33 1.15 1.15 SPACING 24,0' Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 • Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better, Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, �� Attach each valley to every supporting truss with, (2) 16d box (0.135' x 3,5') nails toe -nailed for ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C, Wind 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 i--- 8-0-0 Max NJ 4X4 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 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, *W)K Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord. ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', Pitched Cut Bottom Chord Valley Valle Spacing Square Cut Bottom Chord oe-nailed Valley 12 10 Max, X4 0 SPs�ilTnn 2X4 4X4 q --� IF Stubbed Valley ❑Ptional Hip End Detail Joint Detail H. ' yr , ,•wa .,%Common Tt usse _� �••• �,-�, at 24' o,c, ..VARNiN 1— READ AND FOLL13V ALL NEnS [TN THIS DRAVMG +: • p. (�jCi i ssDtPQ2TANT.m FLIRNISH THIS DRAWING TD ALL CCNTRACT13RS INCLUDING THE INSTALLER' Trusses require extreme core in fabricating, handling, shipping, Installing and bracing, Re at follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) Se §y practices prior to performing these functions. Installers shall provide temporary bracing HCSL• t Unless noted otherwise, top chord shall have properly attached structural sheathing and b om ahvd Y1 a shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrain of ba �7 t'\ 1 lJ shall hove bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to e%h e e • [[".�4._ of truss and position as shown above and on the Joint Details, unless noted otherwise. � • I �I Refer to drawings 160A-2 for standard plate positions. Alpine, a dlvision of ITV Bullding Components Group Inc shall not be responslble for any devin91 tl ��•'•tnw�r ma•'•• this drawing, any fallure to build the truss In conformance with ANSI/TPI 1, or for handling, shlppt AN ITW COMPANY Installation 6 bracing of trusses. 1 Expressway A seal on this drawing or cover page listing this drawing, Indicates acceptance of professlonnl 11 EadM Citdrawing �! t` r P y engineering responsUlty solely for the design shown. The suitability and use of this drawl g 4� l� �- �f /l 0/2021 11 Suite%242 for my structure Is the responsilAty of the "ding Designer per ANSI/TPI I Sect. 11 Earth\ Cily,1 MO\ 63045 For more Information see this Job's general notes page and these web siteso ALPINE, wwwalpineltw.comr TPD www.tpinst.orgi SBCN www.sbcindustryargi ICd wwwJccsafearg TC LL 30 TIC DL 20 BC DL 10 BC LL 0 TOT, LD, 60 mat 24' 0 Partial Framing Plan 30 40PSF REF VALLEY DETAIL 15 7 PSF DATE 01/26/2018 10 10 PSF DRWG VALTN160118 0 0 PSF 55 57PSF DUR,FAC.1.25/1.3311.15 11.1' SPACING 24,0' I VALLEY FRAMING & BRACING DETAIL • e RI BC Lumber Size and Grade Minumum Requirements 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 of cripple with 10d J0.128"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 requiremen��f Nails are common wire nails unless noted otherwise. H. WARIm[iu READ NO FTILLW ALL Na ES ON T(IS DMVM -lif-MUNra FU M V DUS MAV11C M ALL COFMACT RS DCLLMIK THE INSTALLERS. Trusses req,Are extreme core 1, fobrlcotig, handing, swppkg, installing and brack•g , Refer town follow the Infect edMon of BCSI MA&V Component Safety Infrnotlon, by TPI and SBCA) form t practices prior to performtg these functions. Installers stall provide temporary bracing per B=, Bwess noted oth—l-, top chord shall have properly attached structural sheathing and botton2h ws shall have a properly attached Hold eeikq. Locations shown for pernment lateral rrstrnk,t of Set Q �7 jjf� Ft� ohati.ft have blacks kutas s per BCSI seed on the B7 or WO, as apiess rto Apply plates to each ♦o-� "ll—���0 'LI Re truss and drawings 16 as show, above pl to p stilJoin* Mns. DetnEs, unless noted otherwise. " Refer to drawings 160A-Z for standard Alpine, a division of IN Budding Canpor,ents Graq lno, shall not be responsible for arty deviation f AN iTWI]Jtv0y1A11" tFJs a-as*q, any folure to btAd the truss In conformance with ANSVTPI 1, or for handling, shipping, Installation & bracing of trusus. A zed an this drawing or cover papr listing this drawing, Indicates as=eptwwv of professional soWy for the de.4r, shorn The wing i3389 Lakefmnl Drive ff orw"W Is r+> i of ]lA3g Iles7gner peryANS[/TP1 1 sc.?- drawing Earth City, MD M5 For pore I,fornnation see this Job's general notes ppoape and these web sties ALPM wwwnlpbwltw.coni TPI, www.tphstwW SBCM wsw.sbdndustryarer X0 www.icccafenrg * w 7? r : STATE OF • Y• � ••efiw••• P r� y` NAt ., 201, TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 41-0" 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. (Typ) Innection Requirement Notes 2x6 rafters to ridge 416d 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 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Pullin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails Collar beam to rafter 416d toe -nails 'E: 16d (0.162"x3.5") COMMON NAILS (A) (B)") LL 20 30 40 54 IREF VALLEY FRAMING DL 10 20 7 7 JDATE 10/01/14 PC DL 0 0 0 0 BC LL 01 0 0 0 TOT. LD.301 50 47 61 DUR. FAC. 1.25/1.15 SPACING SEE ABOVE DRWG VACNV1801015