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HomeMy WebLinkAboutTruss PackageW) �O( FOR PA cwNEDna(. ice' -A' 1 TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING 21'—e 4'-4" 14'-0" 39'-8' TM IS A Talc PIAMaNr PLAIL M MEN= M A= IN THE OWALLATM W TaRSEL OWCE ED TRA= WAVRW NO ARO¢IFI,i1FALS StDMME TMS nQLmff. tSTE ES lL PLM DE =MAM 1 TARS ESTA MSEFPM PAPA AYImAR rN LA DWALAM M HE TRU=M LOS MJJ= V MOUrrMnRAS ME DMOMM ME DIMC MA SIPERAM h3rE D=DEM6 1 L�T-PLT Gum M1 M42 LIW. E MSiW 1aL11Q Qdii. N1ei. Ma ON SOEVD ON aD to IR TL6S2 VDIaR ==ff 6 .0 W= MIX OMIaE.I VaL Ili E Afg110 VIf1OR ;= MUM WFWVN. IR Zmmm VMLe M6T C Amwy6T ® M Gaa M Lamm Darla pR MIT IWDC /lt NRffil rCl TIL AT CMfOaL{ mla/LT[p a ME wk OG ffry�SUFFM R w M — al 1 Ma MAf ! IIRA6 Ma M >ratha The TMe= Am = w mhm To AVt= AWA= hmmE001 R vIW M0.TIMS w GVAS haaaDt Rat iMTAi aWa1DS, aAVO T �I[ IM M.T[IM lm TMMeo m 4 maalmmam R mA MSPfAfIMI ��am M11Q✓0S2 sw AhxmraaM Mcvn 10 COdfa lTWAA3 L NM M W ®I m1 MaONMi A®NfV01rC nM lixVM w ueAe DNMirAe fVt m Tpm O 1MMci T tmI NM ne AILLN laM1Ylml f/irJ\ M w MQrIC 7aARrMartD S CWYita ha Cwwrtm ee`.R ii S CSTM 0 Ur M T CR mtv!® MACS E as 10 YM C "Uw w LCa01WMt aL m�xcrwn PAaA CV[rAR w [iPMA®tL `a I to REVIEWED rw t.t 4' 0 3ar Iw log 1�1 SHINGLE PLUM ROOF RECEIVED APR 3 0 2021 ST. Lucie County, Permitting Reviewed for Code Compliance Universal Engineering a] Sciences Total Truss Quantity = 60 Labeled End Mark r � General Notes 1) Kim h cAad mnx+. fm trtexa ad rtd tw� P 2) M nape. m e Sffpm It udeT aOMndn Ao 4 3) M ham spariq Is 2V O.C. ai® albrMaA ndwL 4) Pr Ttma PNm Ina-R I 9CS -81 nmlm "W' pi a- X bad q dwA be placed d a a &M, *=4 15 O.C. O=M Ba CM to b@ tgtmled ate n=*nan d 2O' I each X-0law 8raudhall hM nhuchm pins .: m;"1h 1 for aT odffdwd be* demk ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL 7 PSF BCLL = • PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION 1.25 % WIND SPD/TYPE= 160 BLDG EXPOSURE — C USAGE — RESIDENTIAL CAT II WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 Tmss member design &connector Plates arc dcsigmd for ASCF. 7-1a and maximum forces ham bath componrnts and claddings and main wind fame msis�g systems. • These t-- have been reviewed to cam an ndditiona110N psfnon—na. msent bottom churl live lo FLOOR LOADING SCHEDUL TCLL PSF TCDL = PSF BCDL = PSF TOTAL = PSF 01 ROOF DESIGNED FOR SHINGLE AIL REACTIONS AND UPLIFTS ARE SHORN ON ENGINEERING WALL KEY 06'-6' RZM ® 0 LOAD/ DfSCRO-nON INIT. DATE Me >r� avA vwR hw QAa wa¢T hwr T.vaa hs to M hvain a r twtas .Eeh aivim r, 1 I. C II. I I l WCARPENTER CONTRACTORS OF AMERICA 3900 AVENUE & N V. WINTER HAVE! FLORIDA 33880 PHONEI(800) 959-8806 FAX. (863) 294-2488 BUILDER D.R. HORTON STATMME PROJECTCREEESD)E/SFH MODEL 1828/CALL/4EBB CCA PROJ/MODEL/ALT 7A5/ 320/182ED,F ALT DESC OTC 9700 POTOMAC DR.#' LOT 128 -, BLOCK DESIGNER RFS PAGE 1 3 31 17 64502L 4 "=1' J - y Builder: Project: Model/Building: Lot Alt: Lot: - _-128 ENGINEERING PACKAGE Block: Unit: -- Address: 4 ............................................................................................................... L, JobNumber: N334502�- ....................................................... • Revision Date. ` New Load #: Mimi) Reviewed for Code CARPENTER CONTRACTORS OF AMERICA, INC Compliance Universal Engineering 3900 AVENUE G. N.W. Sciences WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ti ALPINE March ANUViC&IPAW Mr, Bob. Michaelis Carpenter"Contractor's of America,: lnc: 3900 Avenue G, Northwest Winte . r Ha[Ven,,--FL 33880-6201 Re: Alternative Instillations-Jor 6 single 01y carried truss with a width less than the hanger width,and.. wood, .blocking .io:achieve fillI design load'vWuL-L.-for -fo�ce�rhd.uhto.d: hanger, attabhmentbri. a* one ply supporting girder. (Reference detail WA37-02);. Dear Bob,: .F& 'a 6ifigib ply carried truss with a width less than 'the hanger. width you .can. ftstalt:p.prqfabiipated jack scab .truss: for wQoc.1..fiI.1ar blockiPS:. The, chord: sizes; .-chord..gTpOes, and -Alpine"cb*hhectbr.pitit6'(s) to. bethe. same "atthe single:'plycarried truss. The prefabricated .jack :sdib*tr(ii3s (*):will hav'6-a.minimurn .length of 4V' and will have a. minimum pItdh-:of.,5/12., qsgshall haveThe single ply carried ..a reaction of .'_Jr, . 3, . 500# or less. Mach prefabricated.Ja6K'scab:trvss. With. two. (2) roWs'.'of 0.1 . 28"X3.0"GUn Nails at.2' O-C.,per row, staggered 1"' See Figure I e..r&f& to the Simpson Strong?Catalog Figu're'.8"for more in 201.9.2 page 21..: information; . .. il '. ;I Figure J For asingle- pIY.:- 1'td'e*r'thatre.qdir4sw.bod9 .blookin to,adhiever fdll design lood.Valud- for face -mounted hangers attach: one wood; block to the back face of the- single ply girder with the same size. and gtade..as'the bottom. chord. of tile. single -ply girder. The.-Wo6d: block length to be such that the '.Wbcid blodking-.extends to each adjacent panel p -an' d bottom chord intersections):. Attach wood with two: rows of b.128" x3.0" Nails at p Gun Is ... per row, staggered &V applied to the 6750 Forum OriveSuite 305, brlandqi. FL 32*821 - (000621A700 www.alpineitwxom ALPINE AN ffvj "O&VAW single plygirderface, With an additional (2Q) 0, 1.2$��x3. :Nails each panel ppint applied to he, 0'! Gun N�flj t 'blobk.face (See 5i:. de6%2 Wdod g.... bblb.*)..Pleos6tdf6rtothLi.SirbOdb.gtrohg-T.ie.:Catalog C--G.'.-20.19, page 216, Figure.1 form'or& iriftiffnation. Ergure Z' . .......... ......... .. .... . : . ..... ...... . . ..... ... ... . ..... ... ... .. 7 The application of pr6f6bricated fack's'ca'16. truss for Wood fille'r.blodking of Wood blocking -to achieve fUll, design load value forface-mounted hangers must be -approved bythe -hardware, m4nufaciurer.., All edge and end: distances, and spacing for all nail connections trust: be su , ffici6ntto 6 -of 'Wood. If. I canbe of any further assistance, -or if youhave ave anyqppstio.n.s. please give -me -a call., Wilfiam K K(1q.k--lP.E.. 'Chief Engiheer Alpine -an. ITW Company Engineering Pepartm.e6t Odando, FL STATE L z 6750 Fbr'Um'' - Drive: Su-ita'305*,:O*'rla'n-d6,.FL.3282.1 - (800).521-.9790 - (863) 422- - 8685 www.wPih0' I � ­ fWxOM .1 April 26;:2019' AA17, Bob MIC68f6lis Carpenter Coritradtort of Arheridzt, Inc. Avenue nue 0, Northwest Writer H�ven, FL 33880-.6201 Dear. Bob,. .Rb' Stro'n'Oback bridging on fb6f.tru§se$. I understand there is -6ornd. concern over our r recommendations' f6r-str6bbback. bridging -ohroof trusses: 5frpri&iack bridging for roof. trusses is not.a:requirement of ANShTPI 2014 sons requirement :ofthe Building Component -Safety Information (50*(), But str.ongback bridging gt, 'o 6 roof :trusses is recoMrriende4.b_y,Cal .** -jQ.'h ,bridging :;serves the followip functions: One, bridging aligns the bottom chords after they: are. set so they are uniform along the ceiling line And h;lO&'w*ith ceiling serviceability TWGj bridging reduces e6lativ& deflection of. adjacent IrUssds:, Strp.ngba.ck bridging -does not.,Or6Vent or reduce overall individual d0flectlan, especially any* roof trusses! pheq,Ong More than 1141 inch. .... ...... .. . . .. .. . ... . .... ........ ...... .......... . ....... ............ ... ........ .. . . ... .. .. ....... ........ . SIt ferripbrary.or permanent rongbacX- bridging in roof trusses does not serve as anent bracing and is not .intended to .distribute. or share design loads. beW.een trusses. Consequently, no design loads .been accounted for With this. detail and doritinti6ds §trohgback -sliduld'not bb:aftached between common And girder 'trusses-. The, use :of k bridging' s stron bac hall not.. with other- design g considetati6hs as specified :by the Engih66(df Record or the Building: Design,6r. Th6 outer ends of t!16strorigbark.bridging sa hall be -attgched.to wall or another secure end. restraint; as. .Specified:.by th6 Engineer of or* thd Building.[ esigner. .Sfr6n' g*bAck- bridging shall. be A- minimum Of 2X6 nominal lumber. oriented With the d'epth vertical:. Attach with(3) 11,6d :common. nails (PJ6Tx3'_5'I nails at. each intertdcting rhernb&. -When -extending the stron back bridging overlap by at. a.minim.um of two ca 0, ... .... � .g o trusses.. The .location a of. the.-. strongback. bridging' maybe be: specified. .by . the. Truss Manufacturer, Engineer of Record, . or Building Designer. Please refer -.to- BCSI "Strongbacking'Provisione or io.N­pine':. S-TR B.N.8kI.014 detail for more information. The, graphic shoWh (Figure-1) is forge illustrative pu'rpos generic Alustrdtl e only. 6750 F.6rum'DriveS I uite 305, Orlando, FL 32821- (800) 521479G.- (863). 422"8685 ALPINE I 11r Q..; U L- 1: " .L L- kA I . I Figured. If I: can_ be of any furthbrassistance' or -if you ' Have :-.ariv. questions; p1p.a.se.: -give. me a call. N9170861 Wflliahi,H. KnRE STATE E :$TATF- 0 Chief Engineer V, Alphe an rrW':Company Epginq6rin.g'Depattrn'6nt Deldndo-, . FL 3282.1. 6750 Forum Drive Suite..-366, Orlanidb; FL 32821 (800).521-9790 - (8153).422-L8685- STRON 133ACKI BRIDGING BUT.T.§TRONGBACK BRIDGING TOGETHER ..,AT.TACH SCAB WITH'10d;BDX!GUN 41 8x6. (0.128 - 'x3.0. WAII�*S.W'A ROWSAl ;SCAB' .64 D.C. NaM -.'IN LIEU SPLICING AS' SHOWN, LAP ITRONGBACk-9RIDGING MEMBERS F13R:AT LEAST ONE .TAUSS:,SPACIN . a S.T.RONGBACK'SRIDGING: SPLICE DETAIL IN STRDNG'11A.(k llkl% Q ATT.'E AbHM Nt. ALTERNATIVES . ER AN tTWMM*W .1372a.RW*ftM*a SiAto 200 Maryland Hal&;, MO 62043. RECOMMENDATIONS ©AIL scab -on blocks shall, be.M. Minimum, `2x 4*� 'stress gt7!aqecl lumber;' io-AU -strongback bridging .and bracing shall :be' :a. minimum 2x6 'stress' grade..:d:.luriber' is -The -p'urpose of stronbbaczk :16ricI61hg.1t, -to develop io,Q:cf sharing btween' inCIIVIJUd( trus-i;es-, r. e In 'an oyer4Lf In• -the. . sul'tIng StIf fness .:of -.the. floor systerti .2k6, st?%ongback b6dglng, PosI:tIbhdd As-. :!�hibWf In . : - . n cleta*As, Is recommended a.t 101 =01*.o.c. (mcLx,> b—Tht- -ter�ms. 'bridging.' and eilmes :are som. Mistakenly �used,`-Int*erchangeab . ly.'' `Mnqdlnb'` 1�;- an y . ''Bracing'` fl.!-.�:­ , kppr-..tant� structural r;eijUIre meht. of any. .. floor or roof' system. Refer io­•- -ikg: Truss. Design -�rq*lng (T.M. for' "t.he.',brac:.Inb rLaquV,."Oment - s for e6ch In*c11VIdQ t .truss com Bri-OgIng-' A. ponlill particd(aHy, 'strongba 'k.' .:a Iorlc,01�19 S rec6mmehcla�.t jdh for '' a -buts- system to. helpccon-,tr6t. V*16roAloh.' In: to -aid1rig In the: distrIbOtIon of point' lbacls betw.e66 adjacent. -truss. str.ongbac -t6 reduce k bridging . serves% NG. I 4TS ,d 1005) M MW *ounce. or r.esichual yjpr01.bh. `resulting: from moving pq,n.. .-Oqft, :such as foo-ts..teps. Th - e performance of all 'floor. systems -are. enhanced by'ih'e. Inst-all*at(on Of s.tr6ngb.atk bridging and -­thOre'for&:Is' strongly recommended ncle.cl by Alpine, For adoll-tlondt InfdrMatior! rebar4cift -strongbaqk 1#-IcIbIng, ref6i.- -t.0 ;B'Csj (Building Component Safety Information). d J N6, 708.61. _ : • S 'E� TAJ _ F .� : q . ( 03 - 01 PSF T& DL PSF PSF OCM ULL.. PS . F- PSF W.Oi/ . .... . . ....... -4-A-i M-"h-144 'WEE-14MING MO . OE IF L M. 50.00. ARE�- a BE P AC§Q-qX .01.4 4.4 ON MA'7tftAL.- Ct§-ARAN . 0 14 XIMUR TAA T;Eg A SD�JFT"-Pt-A P AST Rj F PPROP A NOV. PLAT5.8 AND.: -UATR: A 0A TO.. OP, -WHEDAVA NJQ T Eq.. AL -AM L dt I - tit Q ITWTSME SUPL190- • RIME -TID -VP -By bloik ea.. pift. . slij 4 :*o; 1p.wy :2 LOU R-r-UN 6SP E-V -j .......... .. . . ...... 119-7 _71 AXA -DR. v.. wit". 4, ls- PO! T$ q 4. t. � ` :; .'' ''- NONE I is A, A L tj= . . . . . . . . . . . M Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member. This design Is valid only for singte 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 c (L) - Minimum nalling distance on each side of damaged area (E) (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) + (3) Scab member length (S) must be within the broken panel, i Nall Into 2x4 members using two (2) rows at 4' o,c„ rows stagggered. Nall Into 2x6 members using three (3) rows at 41 o.c„ rows e�taggered. Nail using 10d box or gun nails (0.12910', min) Into each side member, The maximum permitted lumber grade for -use with this detail Is limited to Visual grade #1 'and MSR grade 1650f. This repalr 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 tie-in loads, Nail Spacing Detail 1.e WONQss READ AND T0.LOV ALL NUES UK s Wl3RTANTss FURNISH THIS DRAYM TO ALL Ca4TRACTCRS Member, Repair Detail Load Duration = 0'/. Member forces may be Increased for Duration of Load Maximum Member Axial Force. Member! Size L SPF-C HF DF-L SYP Web Only 2x4 12, 620# 635# 730# 8004 Web Only 2x4 18, 975# 1055# 1295# 1415# Web or, Chord 2x4 24 975# 1055# 1495# 1745# Web or Chord 2x6 1465# 1585# 2245# 2620# Web or Chord 2x4 30' 1910# 1960# 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36, 2470# 1 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 42 2975# 3045# 3505# 3835# Web or Chord 2x6 439541 4500# 5225# 5725# Web or Chord 2x4 3460# 1 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 6660# IWALLERS. ,elno. Reftr to and In • pprroacites prior to perforninp SMN functions. Snstallers +Mil provide isnpororyy �braclap pr iul l o"s noted otherwlee,, too chord shall hove Property attached etruetvral sheatlNnp and button ;herd .,, shall have a properly at chkd r'IoW ee14ro Loeetlons sheen For prrnonent lateral restraint or webs n f�� shell have, bmckig Installed per 1 se 113. 37 or 710. os applicable, Aooly plates to each Face Q I I I L_J I� of truss and p"'Han as shown above and on the Joint IIIULS, unless not*r., rwlse, f�� Rehr to dratlnps 16OA-2 ter standard plate posltlon.. Alpine, a dNlslon of ITV AUAdMQ Components 11reuupp Inc, shalt net be resp.nsll+le for arry devlatton iron A11 RW ODMFIhNY tNs drariny any follure to build the truss hh confornance etth ANSI/TPI 1, or far hondhp, shTPPIV In ilatlon L-Z%cMp of irusces. A se.I'm tNs draft or cover poppee 11stYq d ills dm&kQ. Incntas acceptance of pro0/F4bnel •r,ph+.eri,o r►sp.nsD,AN ., solely far the d►slon shorn, Ths s�tabllty and use of SNs drasMp 133118 Lskepopl DAve for any structure Is the rsapanstbdFty of the Thrlt*p Deslpner per ANSI/TPI l Sec.E. EaAh'Dky,MOD3045 For Noce Inforoatkn see this Jobs peneral notes ppopCe chid t8/sr cab eltr;l ALPINE, eW.sl nolte,eanl TPU wee.tPVat.orpl Si CM l,.wabc nductry.rpl 1CG wswJccsafs.arp i I yJNnun B L L Dlcioner Hlnh+un L Distance 8 •L L REF MEMBER REPAIR DATE 10/01/14 DRWG REPCHRD1014 24,0 MAX ', I .uMD2—r— IZ-.e a: ilayel fi"id— PurIlicts Fr4P("---a-q01krnJ!-1 TRUSa UNDER VALLEY -FRAMING VALW� RAFTER.OR RIDGE +Crfp0Ieb,-41-W'1dr-30 psf (TL)'ajmd .26 pSf (.TD) Mafx, the idllaysbveloepem •ind'rorkfrjg: nt raM to are staq,§G!*d"bqtw"q IIJ tEdTiION cut"FATkAUEL TO VALLEY RAFTER RIDGE BOARD .00LLARSEAM,-EV9Ry I)OA axi) FAIR•Q1F RAFTERS PLAA 'AL -V LV —.9 e nails l: . t EE.cmP0.C1.BM 12CRON fidid4Id'4*16dUe,naM fi�i (*4) a W-fate-nalls pr-thrm i th, i-W"-n6�fch i6 shlea.thlng 4. :TYPICAL TyelbAL- p,aft&taqwo 2x6sleepers. 415dtoe-dalt4 td&ftalli Twb -Wftijss s Isd tusj!..,rAUs,ea.ch sleeper..8t truss :Md9e:bohrc1-ii3-r.00f bldck 4 %Bd toe-nIdUs BEvi .7, --R71dje-bq2ied to.trAes- 4.16d-We7M.ils P . Is. 0 416clftez:rriili • "P . ICALLCOMMONS -.-T CALqOMMONS TYPL�� 2)�4 In 4" 0' �N fig. �Pplied) ;SPkIdtill 24--O.b.- -(W%f4 no.. kA9T •I,SLEEPEPS.ARE USED) .13. 4 16d1de-naltS. -rr=S 11PP E�, -A - 040, S. dtNtR*L 9b Sk a L Fn sb9aAW bfplj�i 46d-sh.aaihlng. Ot.ldiW -0!, 1 gly. nallk 15PI"14,1 14-11A' m plui4j W h,;' ns,i 'Guld-ovediiVshlib d arlop es.&Am 01.0 ovs.dil eat "a. vinw?) q P:Ph qmc1qd:lumbqr!4:bQx or doiiiirfqn-!jai1p. OTS andnAC": .1 ydug :bfieathfti,1ftd Q16 I a M fmurp Or E� v, of -Pirrdw e fte rwt Wow S eg n .,tl fiel6nj "�ffiq f rAPektumber*Qf- nails are vrepts . & . 4.,tl , , , . -1: , . . L...' pro _ 11. 1 i "; id! h4K must.bi:Qvil .,h4:Iif ,t"t NDS -maximu(n fill f height; 3,01vet ii,cei4neeo.durran 9.Aq tqc A)' wvmma- -PEO Am, n3jw, WmMAM. "MT '"L� 46 54 Rkr mMV*9AW*FU-OM;ws WAVDrM-"X MI'MMMINWALUMM i ".=Vvv, twu.Kk YwssHc -v,4P Wt.," .Z-4 TC DL I ti ZO .7 -r DAT9 j0/Pjj WJAW 't"he. k*1 it 4d Y. 7�0 �ifta�,d,svwj6a it 1-4 ,t0P,-iFdH, *,AA* I-AYi fir. .0 0 DRW.,G V.ACNV-1801015 -0 C..Mtt. 46—u P -,w- Pum t. -8.TXTt Or - WWI pir_j= Cil. u-M v= 01 .0 $ am. on ihdmi-d *tr ftf* ;('4. T 4- *t, P.0 NFE, LF9 . .... de 61'. LD 50 47 61 411W M, lgnl—�v I= rhi, ir 1 'for •9w- Xboom n1fer dM*iQ WWPi4-,maw-1K-1 T V,.V. Simpson Strong -Ties" Wood Construction, Connectors SIMPSON �J .................................................. _.__._......... _........... ................................... ............... _................................................ _......................... .................. _.._... .............................................................. ..... .................................... _.............. _................................ .................................. ...... ....................... These products are available with additional corrosion protection. For more information, seep. 15. Codes: See p.12 for Code Reference Key Chart. i W° C R • 146 Carried I Dimensions Fasteners v{in. Allowable Loads Member,(In.) }. Actual 'DF/SP- SPFIHF Joist. Modei Min./ Code Size ,No H Web ' 1 Max..; Species Header -Species Header Ref. � Sbft - Regd Nt H 8 = Face Joist,' ; llplift Floor Snow- ,Roof Floor ! i Snow Roof 015) (125), Min. (14) 0.148 x 3 - 70 1,660 1,805 i,8i;5 1,425 1,555 1,55 i IUS2.56/16 - 26/a 16 2 Max. (16)0.148x3 - 70 1,805 1,805 1,8G5 ' S55 ' S55 1,555 21/1 x 16 M11.12.56/16 - 29/16 157/6 21h - (24) 0.162 x 31h (2) 0.148 x 11/2 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 ✓ 29/16I 101/z 2 - (16) 0.162 x 31/z" (6) 0.148 x 11h" 970 1,945 12,205 2,375 11,675 1,895 2,045 HU316 / HUC316 ✓ 29.A6 141/a 21/z - (20) 0.162 x 31/2 (8) 0.148 x 11/z 1,515 2,975 3,360 3,610 12,565 2,895 3,110 G. MIU2:561,18 - '' 2s16 ( 171s; m 21h . - ,(26) 0.162 X 31/z (2):0.148 x 11h' 230 3,745 4,045 4 045i 3 220 { 3,480, ! 3,480 LA 21h x 18 _ _ e HU3161 HUC316 ✓ ,I 29A6 , ,141/a', . 21h - = _ � (20).0.162 x 3]/z"-,: � ..�8) 0,148,,x 11h' � 1515, . 2,975 3,360) 3,610 ! 2;565i 2,895 3,140.E 21h x 20 MIU2.56/20 • - 29/,6 197/6 21/z - (28) 0.162 x 31/z (2) 0.148 x 11/z 230 4,030 4,060 4,060 1 3,465 i 3,495 3,495 21/z x 22 ';MIU2 56/20 ✓ 2sti6 19I6 ` 21h - (28)0162 x 311zµ (2) 0 748 x 11/z , - 230 4,030 4 050 4 O60 3,465 3,495� ,3,495 to 26 , A- ; ii �s 28/,6 x 91/4 29/,e" wide joists use the same hangers as 21/z" wide joists and have the same loads. to 26 MIU312/9' ° " - - 311a ( a'`'9'ti6, 21/z' '- (16) 0.162=X 31/z (2) 0148-x 111z , 230 2,305 2 615 2 820 1,9301,2,245 2425> 3x91h HU210 ,1 HUC210-2� ✓ { 3'�6 °'; !Ro 21/2, Max: (18) 0162,x 31h_ (iDj (4148 x 3 ;2;680 3,020' 3,250. 2305 2;605 2,800 IBC, MIU3.12/11 - 31A 11 % 21/z - (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 117/6 --' HU212 2 / HUC212=2" ` ' -' W "✓ " 31/6 � � "1l5l16 21h Max. (22) 0.162 x 31/z (10) 0.148 xB'-' r 5 '3,273 '3,695 � 3,970 2,82013;180 3,426 .-l.A HU3.25/12JHUC3.25/12 3'/4 11a� _21fz = (24)=0:162x311z' -,,(12)0148x-3 ;' .,795 3,570 4,030',4,335 `3;075. 3,470.3,735 �HU3.25/16 / '- Min. 4 _ (20) 0.162 x 31Iz (8) 0148 x 3 1.515 2,975 3,360��� 3 61fl2560i 2,890 3,105 - HUC325Ij 6 31l 1373Ac; - 212 Max. -(26)",0.162 x 31h (12)-0148 x 3 , , ,795 3,870 4,365, A,695 3,330 j 3,755 4,040 37/figlulam HUCQ21p-2 SDS • 3i/4 ., 9: ;, 3 . = {12)?/a" x2'1i.'$DS ,(6)1Ia,`.x2'lz"`SDS= L,d 5 4.u15 4,31 l 4 1a_;3600 371( 3,710 FL HGUS3.25/10 31I4 8'l6 4 - ' (46) 0.162 x'3Jz (i6) 0 762 x'3?/z 4,095 9,100, 9;100 t 9,100 j 7;82511,825 7.825, IBC, uriic�nGrt� . $ yl.'` ins/' •.'d -- f5R1f11R0 Rah i9mn,,1F,,?Ynv, 5fi4b.9:40(1.94(tfli9.400?8:085)8.085',8.685P FL LGU3254SDS, , � 1, - 30 " ',41/z, '- (16)1/4' x 21h" SIDS (14),,/Z X 21/z" 5U5. HHUS46 - 35/a 51A 3 - (14) 0.162 x 31/z (6) 0.162 x 31h 1,320 2,785 3,155 13,405 2,39512,715 12,930 31h x 51/4 HGUS46 1 3s/e 47ti6 4 - (20) 0.162 x 31/2 (8) 0.162 x 31/z 2,155 4,360 4,885 5,230 3,750 ; 4,200 4,500 °HUS48 - i3sA6 615f,6� 2 , `= (6),0.162 x31/z `. ",:, (6) 0.162 x 31/z ,' 1,320 1,595 1,8151960ij,365 1,555,� 1,680 31/z x 71/4, :HHUS48 '_ - 35(6 f7?l6 - 3 - (22) 0:162 x 31Iz=, ` (8} 0.162 x 31h' t 90 4,210 4,770 5,140 ,3;615.{ 4,095' 4,415. HGUS48 > • • - 35A 7346;: 4 = ". (36) 0.1 62x 31h T -(12) 0.162 x 31h 3,235 7,460 .7,460 17,460 ,6 415 6,415 16,415 IUS3.56/9.5 - 35/6 91/z 2 - (10) 0.148 x 3 - 70 1,185 1,345 1,455 1,020 1,160 1,250 MIU3.56/9 - 39/i6 81346 21h - (16) 0.162 x 31h (2) 0.148 x 11h 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 • • • ✓ 39/i6 83/a 2 - (14) 0.162 x 31/z (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 HUS410 • • - 39A6 815/,6 2 - (8) 0.162 x 31/z (8) 0.162 x 31/z 2,990 2,125 2,420 2,615 1,820 2,070 2,240 HHUS410 0 0 - 35/6 9 3 - (30) 0.162 x 31/z (10) 0.162 x 31/z 3,565 5,635 6,380 6,445 4,845 5,486 5,545 31/z x 91h HU410/HUC410 . . . ✓ e 3 /,6 s 8 /6 2 /z - , (36) 0.162 x 3 h , (12) 0.162 x 3 h 3,235 7,460 7,460 1 7,460 6,415 15 6,415 6,415 HUC0410 SDS - 3946 9 3 - (12)1/4" x 21/z" SDS (6)1/a" x 21/z" SDS 2,265 4,500 4:500 !:SGG 3,24013,240 3,240 HGUS410 • • - 35/6 91/,6 4 - (46) 0.162 x 31h (16) 0.162 x 31/z 4.095 9,100 9,100 9,100 7,825 17,825 7,825 IBC, LGU3.63-SDS • • - 35/6 8 to 30 41/z - (16)1/4" x 21h" SDS (12)1/4" x 21/z' SDS 5,555 6,720 6,720 6,720 4,840 14,840 4,840 LA MGU3.63-SDS • • - 35/a 91/410 30 41/z - (24)1/4" x 21/2" SDS (16)114" x 21h" SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 ;IIUS3Z15111.88 ` - - 35A ;."14,7/e 2 - (12)"'0:148x3�_ �= - �., 0 1,420 1,615`f 1;7451220;(1,390 1,485. MIU3 56/11 °� - 3sti6 .11:11e , 2!/z. ;= (20) 0.162 01/z( (2);O:jk8 x7'/z 210 2,880 3,135 3135 2475 2,695 2,695 U414• ✓'la95�6. 1q` 0 70 1(5 245 a'(d'Rd�)R14Rf�5 uuic,,nT . - iZs\o1F�vZU M{6�'1R8 'I ,.n h, FOr F`6Anin' 35: - Max HUCQ412-SDS, HGUS412 ,: - 311. 1 1077,,6 4 `• - LGU3.63 SDS -" ( 35A . 8 to 30 :41h MGU3.63=SDS - 3✓a 9114to30 41h - HGU3:63-SDS : - ,35% 11'16,T 41/z :- See footnotes on p.150. (3 z a 2 0 0 F7 co z 0 fs U) Z 0 a 2 U) N_ O rn N U 0 THA/THAC Adjustable Truss Hangers �v��EERFO 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: N Use all specified fasteners; see General Notes. C The following. installation methods may be used: U N Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. H 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 - �- •the THA29; nails used•forjoist attachment must be driven at -an— - G. 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 entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 3%" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 13i4' for THAC422 for 122-2 126-2 THAC422 13/i typical 21,T for THA422-2 and THA426-2 THA418 2 VV-i I° 15� hyti ,2�1 THA29 Double 4x2— 2face nails Use full table value (total) Single4x2—4top nails Face nails Top nails nailer table € (total) See pertable per 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 heade ® Double -Shear Double Dome Double -Shear Nailing Shear Side View; Nailing Side View Nailing i Do not (Available on Top View ( bend tab K some models) Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation 1ypll al 1 .'M1 u Top Flange Installation er to tnote 5 p.187 86 THA/THAC Adjustable Truss Hangers (cont.) 15 These products are available with additional corrosion protection. For more information, see p.15. 0 CU z zz a< 0 0 U F7 z 0 z 0 CO rn 0 N rn 0 N U U Fasteners OF/SP, ` " Allowable Loads ' THA29 18 15/e 911A6 5Ya i 1/z - (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 1,750 1,150 1,750 1 450 1,330 1,330 1 1,330 23is - (4)0.148x3 (6)0.148x3 (4)0.148x3 1 525 2,610 2,610 2,610 1 450 11,98511,9851 1,985 THA218 118 1 % 1173i65'/: 1 2 1 1 (4)0.148x3 1 (2)0.148x3 (4) 0.148 x 1 Yz1 11,460 1 460 1,460 - 1,110 1 10 1,110 IBC, THA218-2 16 "3Ya ,17"tis 8 2 - `; (4)"Q:162 x 3'h , (2) 0.162 x 3"/z (6)0`.148 X3 1;260, 11 75 490 1;51; 1,515 FL, LA THA222-2 1 16 3'/8 122N, 8 1 2 - (4) 0.162 x 31h (2) 0.162 x 31/z (6) 0.148 x 3 1 1,960 1,995 1 1,995 - 1:490 1,515 1 1,515 I THA418 116 13s/a 1171/21 77/a 1 2 1 - I(4) 0.162 x 3'/zI (2) 0.162 x 3'/z J (6)0.148x3 I - 11,960 I 1 995 I 1,993 1 - 1 1;490 11,515 1 1,515 1 THA426 14 3% 26 1 77/a 1 2 1 - (4) 0.162 x 3'h (4) 0.162 x 3'/z (6) 0.162 x 3Yz1 12,43512,4351 2,435 1 12,095 12,095 1 2,095 THA422 2 _T4. 71/a 221Ys 9 a. 2- - _ (4)z01621(°31F� (4} 0.162x 3'h {6)'0:162 X 3'h J 3 330, 3,330: 3 330 - , -2,865° 2,865 , 2,865 - FL THA426-2 14 ' 7 /4 26 /s ' a 9 /4 2 - O 1 4 0.162 x 3 h O 1 4 0.162 x 3 /z O 1 6 0.162 x 3 /z - 3,330 3,330 3,330 I- 2,865 2,865 2,865 THA29 118 115/a 19"/615Ya - 19"fis I - I (16) 0.148 x 3 I (4) 0.148 x 3 1525 12,265 12,265 I 2,265 1450 11950 11950 I 1950 THA218 18 15/s 173,6 5Yz 1 1736 I (18)0.148x3 (4)0.148x3 855 12,450 2,450 1 2,450 735 12105 12105 2105 ThiA218,2 °16. '3'/a 17•'Y,s " 8 14'hs (22) 0:162 x 3'/z {6}"0.162 xh J 855 3c 31t1` a 3 1 595 1? a 2 Y `:v 3�5" ' IBC, THA222-2 16 3Ys 22YIs 8 - 141/16 - (22) 0.162 x 31/z (6) 0.162 x 31h 1,855 3;310 3,310 3,310 1,595 2;845 2,845 2,845 LA THA413 8": m35/s 13 s '4'/z°° ° - 1331a (14} 0.148 x 3 .{4)�D 148 x 3. '. '? Oda �';340`' t 4�0 ,' d , £ 0 2,0 _2:105'.' THA418 16 35/s 17'/z 77/8 - 14'A6 - (22) 0.162 x 3'/z (6) 0.162 x 31h 1,855 3:310 3,310 3,310 i595 2:84E 2,815 2,845 THA422 • ',fi6 35/a, 22 74' - 14Yis {22} O.162 X 3Yz (6) 0.162 x 3'h 1,855 3.310. 3,310 3 ;1v . 1' 95 ,2 F a 2,84 8wg- THA426 14 35/a 26 77/a - 161/s - (30) 0.162 x 31/z (6) 0.162 x 3Yz 1,855 4,415 4,480 4,480 1,595 3,795 3,855 3,855 THA422 2 14 '711n, 221ttis 93/a - ' 18a/is - (30)°0.162;k.31h (6) 0.162 x 3'% 1 855 5,170 5,520 ' S 520 , `i 1595; 4,445 4,745" 4,745 '� FL THA426-2 14 71/4 261/% 93/4 - 18 - (38) 0.162 x 31/z (6) 0.162 x 3Yz 1,855 5,520 5,520 5,520 1,595 4,745 4,745 4,745 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 1'h" 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 1'h" nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried lJoist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Simpson Strong -Tie® Wood Construction Connectors Face -Mount Joist Hangers `�EEREp aCs 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 rnovative double -shear nailing that d+stributes the load through two points on each joist nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. Nof desigriedTor'welded`or nailer 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 rDo not bend tab Dome Double -Shear Nailing Side View (Available on some models) 1' for 2x's 1'tis" for 4x's r' °m at 0 H W_/ B Gle LUS28 01111, H H US210-2 PM �MUS28 HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) U a 10" 19 LUS/M US/H US/H H US/HGUS Face -Mount Joist Hangers (cont.) Model mitt.,Dimensions Neel, Height (m.j Ga.No �, W, H B . Fasteners 'berrying °�, Carried Member,,-, x Member Single 2x Sizes LUS24 25Ia > "18 ) 'MAI : �° 3'/e - '.13/4 {4} 0,748 -41/ VA : N, °° " � 1'y (4)�0148 x 3,,;'� ' (4) 0.148'X'3 MUS26 417/16 18 1 s/ie 53ie 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 4-'AG 16 15/e 5a/a 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 HGUS26 4% 12 : 1 Sh b3/e (20)f0.162 x ,3'Fe_X 31h.° LUS28°" 00111' 18 194 f`65/a '1?/4 {6Y0.148x3 : ,°k (4) 0.148, MUS28 6-54a 18 19/16 613A6 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 1 5/a 7 3 (22) 0.162 x 31/z (8) 0.162 x 31h HGUS28 6% 12 15/a 71/a 5 (36) 0.162 x 31h (12) 0.162 x 31/2 LUS210 4`1/4 18 ,` 1 a '713 a;i 13/4 (8)ri3.148 X 3 ,, (4) '0.148 x HW lo, T784 __ 16 . 14 9 1,3 " (30)'t).162 X 31/; (10) 0.162 x 31/2< HGUS210 8 tiar.. 12 . `15h 91/e.�i ° 5 (46)0.162x3?lz',°(16)0.162x'31h` V1. See table below for allowable bads. N O H Z (D a 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS 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 8 with Strong -Drive' SD Connector screws. See pp. 335-337 for more information. 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 out 0.72 of table load 0.46 of table load • 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load Acute 'side opecuy anyin Top View HHUS Hanger Skewed Right (joist must be bevel cut) All joist nails installed on the outside angle (non -acute side). J4 w Simpson Strong-TieO Wood Construction Connectors. LUS/MUS/HUS/HHUS/HGUS ao! ......................................... _.._................... .................................. _.._...... _............... _................................... .................................................................................................................. ........ ....... _... _..._............. _.... ..._........ _...... _..-............. ....................................................... _............................ . These products are available with For stainless Many of these products are approved for installation additional corrosion protection. steel fasteners, P with Strong -Drive° SD Connector screws. For more information, see p.15. see p. 21. See pp. 335-337 for more information. Dimensions (in) Fasteners (in.}. DF/SP Allowable Loads, SPF/HF Allowable Loads Model; Min.Code, Heel . Ga." H0 - Height W H B Carrying' Carried Upfift Floor Snow Roof, .Wind Uplift Floor Snow Roof Wind Ref. - Member Member {160j (i00p _ {ii5} {d25) {160j (160j �(100) ,{115) (125) (is0) Double 2x Sizes LUS24 2 , ,°.' „ 211a 1$ 311a" 3"/e '2 {4) 4.162 x 31Iz '{2) 0.162,x 3Jz.; 41U 80o', '905; 980 1,2a5 35,5 . , 690 ..:780:,"'.845' ,1;070' LUS26 2 ;� > __ 43/Ia - 1$' 31/e' 4?/e ' 2 (4) 0:�62 x 311:; ; (4)0162;x 3'/z 1,030 1770 .1',265: ,1;595 '914 885 1,,005 <7,090 1,370 HHUS26-2 45/ie 14 35/ie 53/a 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 49/16 12 35/ie 57/ie 4 (20) 0.162 x 31/2 (8) 0.162 x 31h 2,155 14,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 111528-2 ., 4N6' 18 '3'1/e 7 2 (6),0162x31h, -,{4) 0.1612i 31/2 . =;COck 1,315 ",1;490' .1,1610 2,0301 91b '1;280 1,386 1,745 IBC, FL, HHUS28 2 „> (. 60Ar " 14, ,3-51e 71/a " 3 (22j'0.162 x 31/z (8) 0.162 x 31/z 4,760 )4,265 '4,810 5.155 5,980 .1,515" ;3,670 , 4,,Iq ' 4,435 5,145 LA HGUS28 2 `, . °69/is'. " 12 334e 71A6, , ` , (36j_0 62x 3'lz "'(12) 0.162 x 3I i -3,235 7 601- 7,460 7,460 7,460 2,780 ";. 6 415 ,�,415 .6 4,15, 6,415 ® LUS210-2 67AG 18 31/a 9 2 (8) 0.162 x 31/z (6) 0.162 x 31/z 1,445 1,830 2,075 2,245 2,830 1;245 1,575 1.785 1,930 2,435 HHUS210-2 83/8 14 35/ie 87/8 3 (30) 0.162 x 31/2 (10) 0.162 x 31/z 3:550 5,705 6,435 6,485 6;485 3,335 4,905 5,340 5,060 5,190 HGUS210-2 89/1e 12 35/ie 93/ie 4 (46) 0.162 x 31/2 (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes HUU626=0.., It'1'L"49ft 5/2- '(`LU)U,4ZXJYz.;<.(8)UJN4 X Y2 G,to9 4sv11.4,tsJu' ,,��u �,3F�`J,.,�;aoa 3,rJu., 9,,�ru.4;44�a 2"tt :�IBC,F `-6'3A6 ` 12 , 415A6 `71/a. 4 {36) 0.162 x 3?%z, (12) 0.162x 31h 3,235 7460a _ .._ 7460 7.4W -7,460 2,780 `', 6,415 ,6,A15 _.. . 6,4115 6,415 `. LA HHUS210-3 8% 14 41MG 87/a 3 (30) 0.162 x 31/z (10) 0.162 x 31h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 1 FL HGUS210-3 813/B 12 415/ie 91/a 4 (46) 0.162 x 31/z (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 tiGUS212-3 ` 10% 12 41Shs, 1031a " } (56j 0:'i5z X 31/i (20) 0.162x 3Yz, 13 i,9r, o L74aj r?,J45 ;0;1 43. 9, , ,a'1 = r,�8C3. f:%`vG 7,ftiE7 7; 4II IBC LA HGUS214-3 U%� 12 415he 123/a E4 1 (661`01162,x31h (22)OA6Zx31/z ;5,695 10,1251012510,12510,125 4,90(-'8J9b- 8.190 81190 8,190- H Quadruple 2x Sizes c]' HGUS264'" ;5?/z 'i' 12 6?�e 5tia , {2Qj0162x31h 8)0.162'X31h:.2155 4,340'4,850 5,170 5',575- 1,855 3,730'-4,170 ,4,445 4,795 IBC, FL, HGUS28-4 71/a 12 6'/Ie 71AG 4 (36) 0.162 x 31/z (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 LA HHUS210-4 8% 14 61A 87/e 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 1 FL IBC, FL, LA 4x Sizes ® LUS46 ; =` 43Ja 18' 38%1s 43/a -'2 (4j`0.162,x31h,` "(4) O.itj2X31h , , §, 6C �,330'' '1,170 '1 265 1,595 a1;' `' 885 1(005 1;090 1,370 IBC, FL HGUS46 .i .47fia = 12 35/s 47fc 4(20).0162 x 31h` (8) 0.162�x 31/z ° 2,155 4340' 4,850, 5,170 5,575 1,855 3,730 4,170" 4,445 4,795 HHUS46 '45/ig ' ^ 14 35/e 531ie 3 (14).0.162 x 3'h (6) 0.162E 31/z SW 2;830.3 ,3,190 3,415 4,250 ,1,135 2,436, `4745- 2,935. 3�655 LUS48 4% 18 39A6 63/a 2 (6) 0.162 x 31/z ,(4) 0.162 x 31/z 1,060 1,315 1,490 1,610 2,030 910 1,130 1,280 1,385 1,745 IBC, FL, HUS48 61/a 14 38/ie 7 2 (6) 0.162 x 31h (6) 0.162 x 31/2 1,320. 1,580 1,790 1,930 2,415 1:135 1,360 1,540 1,660 2,075 LA HHUS48 6Yz 14 35/e 71/a 3 (22) 0.162 x 31/z (8) 0.162 x 31/z 1,760 4,265 4,810 5,155 5,980 1,5'15 3,670 4,135 4,435 5,145 HGUS48 67/16 12 35/a 711A6 4 (36) 0.162 x 31/z (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 LU7 410 , ° 61/a = 18 3e1 831a :2 ($).0� 62 x 31h`° (6) 0:962 31/z ",y 4� 1,830'' 2 075 ��2 245;'2,830 1�5+'' 1575 17$5 �1,930 2,435 HHUS410 ' 83ja ; 14 ' 35/s„ 9 -(30) 0.162 x 31h; (10) 6.162,x 31/z ti;55 5,705; 6,435 .6 8""� 6,43 1 �6'i), 4 90� 5;535 ti.'S 5 a7a HGUS41.0 '" 87Ai , 12 35/a 9% . e 4 (46)'0.162 x 31/z (16)'0.162 x 31/2' ,4,095 91d0, 9,100 a ,100 9,100 3,'520.,1.7;825, 7,825 75825 7,$25_ IBC, � L' HGUS412 107/Ie 12 35/a 107/a 4 (56) 0.162 x 31h (20) 0.162 x 31/z 5,695 9 0i15 9,045 9,045 9:045 4Q00 7,780 7,780 7780 Z780 HGUS414 11'A,, 12 35/8 127AG 4 (66) 0.162 x 31/z (22) 0.162 x 31/z 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 1 8,190 8,190 Double 4x Sizes FL • " ! - !.-, ", I 4 I i 1 = i ' - -,t - -7, -, 1 ' F --1 K - - 1. Upfft loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two -pry 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. 19 HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/a". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is %" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge i Finish: Galvanized 0 Installation: Use all specified fasteners; see General Notes C Can be installed filling round holes only, or filling V round and triangle holes for maximum values N See'alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity d 0. • 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 Oi Mahy of these products are approved for installation with Strong-Drive SD Connector screws. See pp. 335-337 for more information. iRm HTU26 Typical HTU26 Minimum Nailing Installation truss and carrying member `` HTU Installation for Alternate Installation HTU28 Installed on Standard Allowable Loads (for 1/2" maximum gap, 2x6 Carrying Member use Alternate Allowable Loads.) (HTLf210 similar) 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govem. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a° and 1/2% use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Omit allowable bads 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. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 96 C 41 HTU Face -Mount Truss Hanger (cont.) 6 Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Fasteners On..) Model Heel Minimum Carrvina _.�. na Member HTU26 (Min.) 37/s (2j 2x4 (10) 0.162 x 3'/z (14) 0.148 x 1'/z 925 1 1,470 1,660 1,7913 1,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 5'/z (2) 2x4 (10) 0.162 x 3'h (20)0.148 x 1'/z 1,240 1,470 1,660 1,790 E22C 1065 1,265 1,430 1,540 1,910 IBC, HTU28 (Max) -; "7'/a (2} 2x6 '(20) 0162X,3'/z (26j;0.148 x 1'l" 1,970 :: 2�J44 ? �20BQ 5 1,695 '2,530 2,8 '50 '°3,36D : FL, L. {2) 2x6 (20) 0:162 x 3'/z (32};d.748 x1'h 2;760 {. 2,940 , 3, 320 .a 380 {`""3,905 � 2,375 = 2;530 ( 2,f;5a ' ?,��Sf3 3,360 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 listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) No ;,C Height ( W R Single 2x Sizes (Min) HTU26,;(Max) .:�s5'/z 1� 5?I+6 3'h '(20)0162`><3'Iz (20),0`148?11'h121„ 2,940"3C 3,4 �r�? 1045 '1850 2,C 2,28�"2,285 IBC, HTU28 (Min.) 37A 1$/s 7'tie 3'/z (26) 0.162 x 3'/z 1 (14) 0.148 x 1'/2 11110 3,770 3,770 3,770 3,770 955 2,825 1 2,825 1 2,825 1 2,825 FL, HTU28 (Max.) 71/a 15/e 7 A. 31/z (26) 0.162 x 31/z (26) 0.148 x 1'/2 1,920 3,820 4,315 4,655 5,015 1,695 2,865 11235 3,490 3,765 LA Double 2x Sizes HTU28-2 (Min.) 37/a 3-Y16 711A6 1 31/z (26) 0.162 x 31/z (14)0.148x3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBLC,, F HTU28-2 (Max.) 1 71/a 1 3-ie I 7'A6 1 31/z (26) 0.162 x 31/z (26) 0.148 x 3 13,035 1 3,820 4,315 1 4,655 ,520 2,610 1 2,865 1 3,235 3,490 Z1.40 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 1/a" and 1/z°, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads 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. 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 uprift 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. HU/HUC/HSUR/L Medium -Duty -Face-Mount Hangers • HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/te" or greater, at 100% ot the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/16" at 100% of the table load. Specify as an W version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen" 2 screws (Model TTN2-25134H) for concrete and 'A" x 234` Titen 2 screws (Model TTN2-25234H) for GFCMU. Follow all installation instructions and use the loads from tine sawn lumber or a /P sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available _ Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-252341­1) and for concrete (1/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/1e diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the 3Y%"-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 3/16" drill bit and hex -head driver bit (Model 17NT01-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 37/3" is required as shown in Figure 1 for full uplift load. • Where no uplift load is required, a minimum end distance of 11/2" is permitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 d HU214 Figure 1 — HUG410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall .g, 23 SIMPSON HU/HUC/HSUR/L 4 Medium -Duty Face -Mount Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. model,Fasteners Allowab GFCMU ' :'No• [n.) . Standard Concealed ' .GFCMU Titers®2 a .; Concrete ,' Titen®'2 Joist Uplift' ft :" (iS0) Down (i00/12 A HU26 HU26X (4)1/4 x 23/4 (4)1/4 x 13/4 (2) 0.148 x 11/2 335 1,000 'HU28 HU2R R. (6) 1/d=x 23/4 ° „� (6)14fr 13/4 (A) 0148 X 71h "°545 1,509 HU24-2 HUC24-2 (4)1/4 x 23/4 (4) 1A x 13/4 (2) 0.148 x 3 380 1,000 HU26 2„(Mtn } °�'' HUC26 2 (8)1la�X 23/a (8)"A x 13/4 g(4} 0148fx3 ,-?760 2 000 HU26 2' (Max } HUC26 2 (12)1l4 x 23/a (12) wa x'13/4 (6) 0148 x=3 ` 1135 ..y 3 040 HU26-3 (Min.) HUC26-3 (Min.) (8) 1/4 x 23/4 (8)1/4 x 1 3/4 (4) 0.148 x 3 760 2,000 HU26-3 (Max.) HU026-3 (Max.) (12)114 x 23/4 (12)1/4 x 13/4 (6) 0.148 x 3 1,135 3,000 HU28 2-{Min) t - HUC28'2 (Min.) ; (10) 1/4 x 23/4 (10j,YdX13/a r(4j 0148 x,3 760F < < . , .2,500 tiUC28-2(Nlax.} {14j;dX23la - - (1.4j Y4x13/4(6) 0148,x=3 1135 3a50(3 HU210 H021 OX (8)114 x 23/4 (8) 1/4 x 13/4 (4) 0.148 x 11/2 545 2,000 HU21Q 2 (Min-}~- ', HUC21;0 2 (Min) W (14)'/4 x 231a _ �� (14)1% 1 Y, - (6j 0.148-z3 1,135 ' 3,500 HU210-2 (Max,}. HUC21U 2 (Max:) (18) wq x 2314 y (18j wax 13/4 (10) 0148 x 3 1 800 4 500 i HU210-3 (Min.) HU0210-3 (Min.) (14)1/4 x 23/4 (14)114 x 13/4 (6) 0.148 x 3 1,135 3,500 HU210-3 (Max.) HUC210-3 (Max.) (18) 114 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 H62 HU212X 14 0) Y23/a 10)1/K ., 13/1 148 x 11h 6) 0500` �#135' 2; 0 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 V HU212-2 (Max.) HUC212-2 (Max.) (22)1/4 x 23/4 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 ,N ', HU212=3 {Min.}- HUC212` 3 (Min j (16f 1%4 X 23/a (° {16} '/4 X'13/a (6) 0148 x13 1;�35 „ 4,060 C HU212 3 (Max ). HUC212 3 (Max:}' (22)1%< x 04{22)1/a x 13Ia %{10) 0.148 X 3 w 5-08S O C.i HU214 HU214X (12)114 x 23/4 (12)114 x 13/4 (6) 0.148 x 1 %. 1,135 2,665 HU214-2{Mm) ' HUC214;2(Mm) (18)?/4x231a„'' (18)14X"13/a°,($)0148X'3 1515 �' .. 4500 HU214 2 (Max.} - HUC214c2 (Max}" . '(�A)1/4 x 23/4.,. (24)1I4k"l3/4 12} 0148'X 3 �a 2915 �= 5,085 HU214 3 (Min.) HUG214-3 (Min.) (18)1/4 x 23/4 (18)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 HU214-3 (Max.) HUC214-3 (Max.) (24)1/4 x 23/4 (24)1/4 x 13/a (12) 0.148 x 3 2,015 5,085 A216;, - HU216X x 23/a '(18)1a z 13/a ($) Q 14$ x 1'?h' ' 1,515 2,920' HU216-2 (Min.) HUG216-2 (Min.) (20) 114 X 23/4 (20)1/4 x 13/4 (8) 0.148 x 3 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)114 x 23/4 (26)14 x 13/4 (12) 0.148 x 3 2,015 5,085 HU216-3 (Min.). HUC216-3 (Min.) -(20) Wx 23/4 (20)114-x 13/a` , #(8) 0148 xe3 " a 1 515 4,926 HU216-3 (Maxi)," ' HUC216-3 (Max.),,,,,, (26) ^/ax 23/4 ' i. (26)1/4 x 1314 (12) 0148.z 3 2 015 5085 HU7 (Min.) (Not available) (12)114 x 23/4 (12)114 x 13/4 (4) 0.148 x 1112 545 2,980 HU7 (Max.) (Not available) (16)1/4 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 1112 1,085 3,485 HU9 (Min) (Not available) ° (18)14-x 23/4 4 {18)'/a x�131a (6) 0148"x 1 h 1135. : 3,230 HU9 (Max). (Not available)" (24)17a x 23/a (24) �/4 x 13/4 "(10) 0148 kai 1l 1,445 3,735 HU11 (Min.) (Not available) (22)14 x 23/4 (22)1/4 x 13/4 (6) 0.148 x 11/2 1,135 3,230 HU11 (Max.) (Not available) (30)114 x 23/4 (30)1/4 x 13/4 (10) 0.148 x 11/2 1,445 3,735 HU14 (Min) (Not available} (28)14, x,23/a (28)`1Ia"x'131a (6) 0.148"x 1'h 515 ` 3,485 H1114fMav1,_-` ,fNrifaeaitahlal." (I'm'114x931a MAI1/nx13/4 .114,1nA1 R`x'111aI n15- 4_,,2d5 335 1,545 760 400 380 1,545 ,760,1 `;3,200 1;135 3 950 760 3,200 1,135 3,950 760 1 i 2L 1,135 1,800 "1,135- 1,135 1,350 1,135°; 1,135 1,515 2;015 1,515 2,015 1515' 1,515 2,015 1,515 760 1,085 yti�c 1,135 1,445 1,515 '.2,015 2,415 5,085 4,920 5,085 2,665 4,920 5,085 2,665 5,085 5,085 2,920 4,920 5,085 2,980 3,485 3,230 . 3,735 3,230 3,735 -38 i STAGGER JOINTS - TTP. RAISED HEEL ROOF TRU55ES B/SKI SEE PLAN z w¢ a z w a RIBBON BOARD- SEE N SCHEDULE FOR SPACING 4 FASTENING TO TRUSSES UPLIFT/SHEAR ANCHOR MA50NRY WALL - EACH TRUSS -SEE B/SKIf SEE PLAN PLAN NOTE: ADVL FRAMING NOT SHOWN FOR CLARITY 1 RAISED HEEL TRUSS BEARING.%A \ 9 SCALE: HIS SKI f! r ROOF SHEATHING- SEE F SOFFIT/FASCIA- SEE ARCH. RAISED HEEL ROOF TRUSSES -SEE PLAN O wN U RIBBON BOARD- < G 3 SEE SCHEDULE u Z LD t7 z FOR SPACING 4 O FASTENING TO 0 C � a TRU55E5 w ua o ZOM� WALL SHEATHING -SEE PLAN — IPA d 3 MIN. 15/32' CDX PLYWOOD OR Q 1/16' 055 WITH Ed GUN NAILS U (0.131' X 2 1/2') 9 6' O.G. TO UPLIFT/SHEAR GYP. CEILING - RIBBON BOARDS ANCHOR EACH SEE PLAN 4 TRUSS- SEE PLAN SCHEDULE RRm .R DO NOT FASTEN RIBBON BOARD MASONRY WALL - INTO END GRAIN OF ROOF TRUSS SEE PLAN BOTTOM CHORD w RA15ED HEEL TRU56 BEARINrQ REVISI SCALE, NTS SKI RIBBON 5CHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH (2) 12d GUN (0.131' X 39 (Vasd=128 MPH) 2X4 5PFF2 24' TO EACH TRUSS, (4) EXP. B, NAILS AT JOINTS ENCLOSED Vult=180 MPH l2I 12d GUN (0.131' X 3') (Vasd=139 MPH) 2X4 5PFw2 I6' TO EACH TR1S5, (4) EXP. C, NAILS AT JOINTS ENCLOSED W 1„ F :d �d W ❑ ❑ SHEETTNIE: PEELR OEINIFOR RNSEO HEEL ROOF TRUSSES SHEET INFORMATION: JOB - B111.1 NE ISSUE➢: I I 11 DRAYM BY: ' RENEWED PY: SK.1 ALPINOE , AN:G I# C6JVPA janu ary 1,Q,: W2 0' :c �arpen e.r-,,C- ontractors 6fAmericti., In't- 39dbzAvenue" G."', NW Winter Haven; VL;8j`886-62 Dear' att,.- lt,has: come to my attehtionffia�tsome questions were raised concerning ,5-,/8, diameter hoje,esdrilled ifirutile: wide ,,face] ;ofsys4z gq4lpend trusses "to.'allow for ihf.imded rods used for 41 tie.dbWngP) Iftheto: 'ble,,ends�a-reover continuous support;ga W, 1'fh opio; "i)ysheAtht-,,d:�ind-tfi6f� 6§-Ai--e.dt,,ill6d-.;ib6utfh6,,-cent . 44colu fate no, chose., -than 4'40.0w ffiO-u-t.,dam: ging-an- y-connec. orp aesorvertpa webs thezi no,repalt'l dired.1he truss & dMdibonal 5 -,rgq_ ---5 only SUPPO If you have ,,,any :q ues tions le . as I e, give,me qxalL 5fn-cer . eiy;. No, 86367 STAT,E., OF 6,760:F6rum Drive, S Uite 30�, Orlando, FL 32821 (800) 52 .I 9790---,(863)422=8685 w"a''lpinettvcom This doculnerit has been electronic: r 339ned and sealed using a Dloft Sl"tttte. Printed copies WitilatA an anginal signakme nriustbo veti ed using the original electmonic version. h COA #0 278 03/10/2021 a � '/ ft�UC' a 70861 R14 "10NAL ALPINE AN ITW COMPANY Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando; FL 32821 Phone. (800)755-6001 www,alpineitw.com k5wtia Information: Page 1:., Customer Carpenter Contractors of America Jab Number: N334502 Joi D6scription: 7A5/320 ,182ED,F ,Ri01 / 1828/CALIt4EBB ELEV.D/F Address: lob Eq ineer n_ `Criteria: )esign Code: FBC 7th Ed. 2020 Res lntelliV/EW Version: 20.02.00A JRef#.; 1X31-89750073 1lnd Standard: ASCE 7-16 Wind Speed (mph): 160 Design Loading (pso:37.00 3uilding Type: Closed This package contains general notes pages, 21 truss drawing(s) and 5 detail(s). Item Drawing Number Truss 1 069.21.1302.22921 Al 3 069.21.1302.23391 A2 5 069.21.1302.22718 A4 7 069.21.1302.23454 A6 9 069.21.1302.23186 A10 11 069.21.1302.23218 A14G 13 069.21.1302.23061 132GE 15 069.21.1302.23093 C2GE 17 069.21.1302.22858 EJ2 19 069.21.1302.22530 CJ3 21 069.21.1302.23281 HJ7 23 GBLLETIN0118 25 1 VAL180160118 Item C3rays+ing Nmlaer ; Truss 2, 069.21.1302.22936 A1A 4 069.21.1302.22655 A3 6 069.21.1302.23141 A5GE 8 069.21.1302.22686 A8 10 069.21.1302,28609 Al2 12 069.21.1302.22952 B 1 14 069.21.1302.22999 C1 16 069.21.1302,23453 EJ7 18 069.21.1302.22875 CJ5 20 069.21.1302.23359 CJ1 22 A16015ENC160118 24 CNNAILSP1014 26 VALTN160118 Florida Certificate of Product Approval #FL1999 Printed 3/10/2021 1:12:01 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or 1310 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or 1310, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www. icc-es. 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. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms..not explained above are as defined in TPI 1 Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN: 249741 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRefAX3L89750073 T10 / FROM: RWM city: 16 , A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22921 Truss Label: Al �TCE / YK 03/10/2021 6'1"7 12'11"15 19'10" 26'8"1 33'6"9 39'8" 6'1"7 6'10"8 6'10"1 6'10"1 6'10"8 6'1"7 10 1' 1 � ' �' , Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE,7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 5X5 E 39'8" 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): rl 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc L/defl L/# 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 r Ver: 20.02.00A.1020.20 C 0 A 'kZ71 ONA 03/10/2021 10, 9'8 3r ' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1711 /- P /961 /309 /444 H 1711 P P /961 /309 P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1490 - 3155 E - F 1130 - 2029 C - D 1366 - 2875 F - G 1366 - 2875 D - E 1130 - 2029 G - H 1490 - 3155 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2759 -1207 K - J 2278 - 858 L - K 2278 - 879 J - H 2759 -1186 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 541 -134 K - F 530 - 745 D - K 530 - 745 F - J 541 -134 E - K 1362 - 605 —WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and,follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) o'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as appllcab�e. 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 BuildincL Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,Installation and bracingof trusses. A seal on this drawinq or cover pa a listing this drawing indicates acceptance of professional eng1neering responsibilittyy solely -for the design shown. The suitability and use of4 Is 6750 Forum Drive drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249762 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T25 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22936 Truss Label: A1A SSB / YK 03/10/2021 T11"2 120 ' 1T1"12 19'10'I 23'8" 31'8"14 39'8" r- T11"2 + 5'0"14 F 4'1"12 T11"2 =5X5 F 39'8" F7, 81 s -T ae 11 + 8'1"9 12'10"4 14'11 14 23'8" 31'8"11 1T Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T1 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W6,W8,W9,W11 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. + Bottom Chord section between vertcials may be removed. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.304 P 999 240 VERT(CL): 0.568 P 831 240 HORZ(LL): 0.131 K - - HORZ(TL): 0.244 K Creep Factor: 2.0 Max TC CSI: 0.790 Max BC CSI: 0.859 Max Web CSI: 0.988 VIEW Ver: 20.02.00A.1020.20 COAlf Q i*@ L 03/10/2021 �e'e^ ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 A A /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 1412 - 2748 F - G 1408 - 2068 C-D 1815 -3524 G-H 1217 -2104 D - E 1436 - 2553 H - 1 1424 - 2776 E -F 1564 - 2530 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2376 -1110 L - K 2402 -1108 Q - M 3085 -1305 K - 1 2405 -1106 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - S 579 - 993 M - F 1687 - 892 C-Q 818 -217 M-L 1746 -572 S - Q 2594 -1210 F - L 559 - 464 Q - D 1079 - 462 L - G 450 - 365 D - M 662 -1221 L - H 477 - 691 **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 have proper)v attached structural sheathing and bottom chord shall have a properly attachetl ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply 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 positrons. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/) PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering-responsibilitty� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Buildinguesigner per ANSI/TPl 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: 249763 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T9 / FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwsNo: 069.21.1302.23391 Truss Label: A2 SSB / WHK 03/10/2021 6'1"7 6'1 "7 1 A"I5 19, 6'5"8 6'5"1 1' 10, 10, Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II 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,W6 2x4 SP #2 N; 27'1"1 33'6"9 398" e5X5Z�5X5 E F 39'8" 9'10" N-,,, 1 29'8" 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): Defl/CSI Criteria PP Deflection in loc L/defl L/# 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 Ver: 20.02.00A.1020.20 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.$'yrstttlsgpfjf1t�1�/r Wind Wind loads based MWFRS on with additional C&C. member design. � � ®® ie•o f. 111 �° Wind loading based on both gable and hip roof types.' .°ra �' It, m m a ti S P►T 0 COA AL 03/10/2021 10, 1' 39'8"�� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /963 /310 /427 1 1556 /- /- /963 /310 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1542 - 2800 F - G 1182 -1779 C - D 1425 - 2521 G - H 1425 - 2521 D - E 1182 -1779 H - 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 - I 2444 -1241 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 508 -119 L - F 548 - 356 D-L 521 -683 L-G 521 -683 E - L 548 - 356 G - K 508 -119 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT*" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the -latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, -top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections 83, B7 or B10 as applicable. Apply pCates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Build inlgComponents Group Inc. shall notbe responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI ITPI 1, or for handling, shipping,installation675o Forum Drive and bracinclof trusses. A seal on this drawing or cover pa a listing -this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The su!tabilify and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/T I 1 Sec.2. Suite Fos 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: 249785 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T2 / FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,Ri01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22655 Truss Label: A3 �SSB / WHK 03/10/2021 6'17 12'11"15 19'10" 24'4" 6-1"7 T 6'10"8 -� 6'10"1 4'6„ =5X5 E B3 11104 33,6119 39'8" 20'8" i5181,i 13'4" �1'+ 10' + 9'10" + 4'6" + s'4" + 10, +1'. 10' 19,10" 24'4" 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 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; B3,B4 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W4,W5,W7 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.042 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): 0.013 C - - N* 323 /- /- /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: 0.968 B Brg Width = 8.0 Min Reg = 1.5 TPI Std: 2014 Max BC CSI: 0.737 N Brg Width = 68.0 Min Req = - Rep Fac: Yes Max Web CSI: 0.550 H Brg Width = 8.0 Min Reg = 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: 20.02.00A.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 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - M 1138 - 532 K - J 952 - 668 M - L 691 - 320 J - H 484 -143 L - K 967 - 695 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - M 375 - 360 K - F 885 -1602 t{ytnrl nflt;tit M - D 558 -150 F - J 573 - 255 Vol D - L 559 - 723 J - G 495 - 484 L -F 785 -272 ,,a•,, Ise •® o p o �' aIF { ° o 0 9 sir .. 4 COAS, NAL a468:amenit"Vo - 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary. r BCSL Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly Vceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10 e._ AppTy plates to each face. of truss and position as shown above and on. the Join Details, unless noted otherwise. Refer to arawings _i nuN,-L Tor sianoara plate positions. peter to )oo s t enerai tvoies page Tor aaanionai mrormaton. 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 ANSI9 PI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawing or cover pale listing this drawing, indicates acceptance of professional engineering responsibili solely -for the. design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer perANSlff�l 1 Sec.2. For more information see these web sites: AI Line: al ineitw.com;_ TPI: tpinsLorg; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 2497651 HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X31_89750073 T8 ! FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22718 Truss Label: A4 �SSB / WHK 03110/2021 7'1014 17' 22'8" 7' 10"14 9-1-2 5'8" 10' �- 10, Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II 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 It Lac. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 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. =5X5 =5X5 D E 39'8" 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 31'9"2 39'8" 9'1"2 + 7'10"14 9.10" 29'8" Defl/CSI Criteria PP Deflection in loc L/defl L/# 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 03/10/2021 Ver: 20.02.00A.1020.20 10' 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1552 /- /- /965 /318 /386 G 1552 A /- /965 /318 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 G Brg Width = 8.0 Min Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1673 - 2755 E - F 1699 - 2561 C - D 1698 - 2561 F - G 1674 - 2755 D - E 1352 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1373 J - 1 1695 - 842 K - J 1695 - 863 1 - G 2393 -1352 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 498 - 448 E - 1 770 - 435 K - D 770 -435 1 - F 498 -448 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to . _. drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa e listing this drawing indicates acceptance of professional e� ineenng resporw bi�i solely -for the design shown. The suitabili y and use of llis drawing for any structure is the rem^ i " , ^ �_ ii r ^� For more information see these web AWC: 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249766 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JR&AX31-89750073 T11 / FROM: RDP Qty: 1 7A5/320 ,182ED,F ,Ri01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23141 Truss Label: A5GE �SSB / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber �1771'15 11'4 2'3°15 •4 19'1P + 2110" 2370 _i 33, 9 9Z. 6Y'7 3'e'9 1 6'10'1 2'26 0"1 1a 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 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; B1 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. **IMPORTANT** _5K6 A 21' iS' i 13'6- 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): 5' 3'6' 3' T 1' 3'10"6 -{ 13712 � Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.114 AE 999 2. VERT(CL): 0.228 AE 999 2. HORZ(LL): 0.049 1 HORZ(TL): 0.097 1 Creep Factor: 2.0 Max TC CSI: 0.679 Max BC CSI: 0.825 Max Web CSI: 0.970 Ve r: 20.02.00A.1020.20 Laterally brace chord above/ below filler at 24" OC (or as designed) including a lateral brace on chord directly below both ends of filler (if no rigid diaphragm exists at that point) 9®Pd0®r0 raggo y`r�. • 07.08 1 ir sP S fit COA3,�SQhdAO. 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 768 A A 1501 /331 /444 AB 2335 A A /955 /1010 /- Z 1089 /- A /488 /358 !- T 516 A /- /401 /224 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 AB Brg Width = 8.0 Min Req = 3.2 Z Brg Width = 8.0 Min Req = 1.5 T Brg Width = 8.0 Min Req = 1.5 Bearings B, AB, Z, & Tare 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 476 -1085 1-1 395 - 201 C - D 345 - 809 J - K 395 - 206 D - E 408 - 753 K - L 545 - 272 E - F 420 - 751 L - M 613 - 304 F - G 406 - 669 M - N 511 - 252 H - 1 377 -189 S - T 231 - 600 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-AH 918 -475 AD -AC 480 -256 AH-AG 480 -256 AC -AB 471 -327 AG-AF 480 -256 X - W 483 -157 AF-AE 480 -256 W - V 483 -157 AE-AD 480 -256 V - T 483 -157 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp AH-AI 508 -256 AB -AR 325 -523 AI-AJ 546 -274 AR -AS 450 -561 AJ-G 506 -266 AW-Z 277 -756 G -AL 519 -941 AW- N 241 -683 AL -AN 499 -922 N -AX 678 -358 AN -AP 521 -959 AX-X 687 -352 AP -AC 546 -995 X -AZ 298 -477 AC- K 794 -498 AZ -BB 271 -470 K -AB 570 -1384 BB- S 321 -454 RNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS in fabricating, handlin shi�ping, installing,and bracing. Refer to and follow the latest edition of BCSI (Building t, by TPI an SBCA) fo'r sa ety practices prior to pertorming these functions. Installers shall provide temporary d otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly s shown for permanent lateral restraint of webs shall have bra cin installed per BCSI sections B3, B7 or 610, 1 each face -of truss and position as shown above and on the Join�Detarls, unless noted otherwise. Refer to plate positions. Refer to job's General Notes page for additional information, in hQComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the il/TPI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover pa e acceptance of professional engineering responsibility-solelyor the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. For more information see these web sites: 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 2497671 HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JR&AX3L8975o073 T7 I FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,Riot / 1828/CALIMEBB ELEV.D/F DrwNc: 069.21.1302.23454 Truss Label: A6 SSB / WHK 03/10/2021 7'10"14 15' 24'8" 31'9"2 39'8" 7'1014 T1 "2 9'8" 7'1 "2 7' 10"14 6X6 s 6X6 D T3 E 12 6 5 \55 X cn C r` M W ro W1 B G A t :4n H �8 8 4X6(A2) = 5X5 =— 5X5 = 5X5 = 4X6(A2) 39'8" F1' 10' 9'10" 9.10" 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl 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 !- A /962 /328 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.115 1 - Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: psf G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 g q = 5.0 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 ft Rep Fac: Yes Max Web CSI: 0.474 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 1807 - 2729 E - F 1827 - 2537 C - D 1826 - 2538 F - G 1807 - 2729 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1539 -1910 Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - K 2363 -1483 J - 1 1847 -1110 member design. K - J 1847 -1131 1 - G 2363 -1462 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 394 - 358 E - 1 628 - 300 K - D 628 - 300 1 - F 394 - 358 rr �ygl�ttii40ttt6tytiilr rr O r�i i H , l ® �@d G 80. � 4 /J0 8 I � q m gq ' fl a m a AT ® a .F ti ®®aaaea i®0a 10 At. COA T to He 101 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, installingand 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 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 B10, as Apply to face truss Refer applicable. plates each of and position as shown above and on the Join Details, unless noted otherwise. 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 4PI 1, or for handling, shipping,, installation and bracingq� trusses. A this drawin of seal on or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engneering responsibilittyy solely forlhe design shown. The suitability and use of this drawing for any s9ructure is the responsibility the Building -Designer ANSI/TPI 1 Sec.2. Suite 305 of per For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Odando FL, 32821 SEQN: 249768 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T6 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22686 Truss Label: A8 SSB / WHK 03/10/2021 6'94 13' 19,101, 26'8" 32'10"12 39'8" 6'9"4 6'2"12 6'10" 6'10" 62"12 6'9"4 5X5 1112X4 a 5X5 D E F T 12 6 2X4 W C 2X4 r� o_ G '2 W3 B H tt8'8" A�4 M 1 4X6(A2) =5X5 =5X8 =5X5=4X6(A2) 39'8" 9'10" 9'1o" 10, 10' 19,10" 29'8" 39'8" Loading Criteria (pst) 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 /- /- /953 f716 /- 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 Reg = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 H Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.754 Bearings B & H are rigid s Bearings B & H require a seatat 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 It FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2014 -2780 E - F 1973 -2289 C - D 1925 - 2523 F - G 1925 - 2523 Top chord: 2x4 SP #2 N; D - E 1973 -2289 G - H 2O14 -2780 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2421 -1686 K - J 1982 -1323 member design. L - K 1982 -1344 J - H 2421 -1665 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 381 - 339 K - F 425 - 401 L - D 535 -183 F - J 535 -183 D - K 425 - 401 J - G 381 - 339 pgtiSntPt1lFItf61e�,'f E-K 585 -391 r�&af'e •• s o.708 i ` a • s COA�f�O N 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition Component Safety Information, of BCSI (Building by TPI and SBCA) r safety practices prior -to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3; B7 or B10, as applicable. AppTy plates to each face of truss and as shown above and on the Join Details, unless noted otherwise. Refer to position 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 truss in ANSIPI to build the conformance with 1, or for handling, shipping,.- installation and bracincl of trusses. A seal on this drawing or cover page 675o the Building Forum Drive listing this drawing indicates acceptance of professional en eering responsibility solely -for the design shown. The suitability and use of This Suite Fos drawing for any strum is the cture responsibility of esigner 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 SEQN: 249769 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 J Ref: 1 XK89750073 T5 / FROM: RWM J Qty: 1 7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23186 Truss Label: A10 SSB / YK 03/10/2021 5'9 28V' 33'10"12 39'8" 5'9"4 5'2"12 6' 9'8" 5'2"12 5'9"4 n—s5X5 = 5X5 ; 5X5 D T2 E T3 F 12 6 • 2X4 W T 2X4 o C (a) (a) G n W3 h m B A H 10.8., 1 4X6(A2) -5X5 =5X8 -5X5=4X6(A2) 39'8" } 10' 9'10" 9'10" i 10, 10' 19,10" 29'8" +1'� 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240 B 1556 A /- /940 /718 /264 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 /718 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.127 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: 4.2 psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.670 H Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752 Bearings B & H are rigid surface. Bearings B li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.758 Members nott listed have forces less than Loc. from endwall: not in 9.o0 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2194 -2804 E - F 2388 -2695 C - D 2056 - 2533 F - G 2066 - 2539 Top chord: 2x4 SP #2 N; T2 2x4 SP #1; D - E 2506 -2775 G - H 2184 -2797 T3 2x4 SP 2400f-2.OE; Botchord: 2x4 SP #1; We Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per PI ) y (Ibs Chords Tens.Comp. Chords Tens. Comp. Bracing (a) 1X4 #3SRB or better continuous lateral restraint to B - L 2449 -1856 K - J 2163 -1578 L - K 2146 -1573 J - H 2440 -1822 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 Maximum Web Forces Per Ply (Ibs) erection contractor. Webs Tens.Comp. Webs Tens. Comp. (a) or scab reinforcement may be used in lieu of CLR L - D 470 -72 K - F 628 -616 restraint. substitute (1) scab for (1) CLR and (2) scabs D - K 743 -785 F - J 466 52 for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web ;ygtti°Ftrluttrrt7,101 E - K 794 -538 member. Attach with 0.128x3" gun nails @ 6" cc. !F Wind �P ° «•«s4°„'d, Wind loads based on MWFRS with additional C&C design.®• e«`+• member �� Wind loading based on both gable and hip roof types.` r m 6 4 2 S Pf © COA t �GNA,L Ntlmusu;EtM (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, TPI by and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have-�roperr attached structural sheathing and bottom chord shall have a properly attachetl ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracincl installed per BCSI sections B3, B7 or B10 as applicaB e. Apply plates to each face of truss and position as shown above and on the Join i Details, unless noted otherwise. Refer to ' drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be res p.onsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, _or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en meering responsibility solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. i 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: 249770 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T4 / FROM: RWM Qty: 1 7A51320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23609 Truss Label: Al2 SSB / WHK 03110/2021 9' 1 T 22'8" 30'8" 39'8.. 9' 8' i" 5,8 8' '� 9' i 6X6 =5X5 =4X4 =6X6 C T2 D E T3 F T ,2 6 o (a) W (a) d W5 l B G� A � H l�e'8" 4X6(A2) = 6X6 = 6X6 = 6X6 = 4X6(A2) 39'8" 1' 10' 9.10" 9'10" 10, 1' 10' 19,10" + 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl 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 /- /- /921 f720 /223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- /921 /720 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.150 1 Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: psf 5.2 G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 g q = 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 ft Rep Fac: Yes Max Web CSI: 0.306 Members not listed have forces less than Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20,02.00A.1020.20 Lumber B - C 2250 -2705 E - F 2239 -2478 C - D 2238 - 2478 F - G 2250 - 2704 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2906 -3233 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - K 2330 -1856 J - 1 3176 - 2629 be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 -2647 1 - G 2329 -1835 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs C - K 718 -428 E - 1 944 -834 for (2) CLR'S where shown. Scab reinforcement to be K - D 940 -832 I - F 718 -430 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. tetttutrtttr�ttrrppfi Wind Wind loads based on MWFRS with additional C&C 96400®�`•+oo�'O'i''. member design. 3 �q` ®��°+'jE e Wind loading based on both gable and hip roof types. o e� ao s o.7,08 I s u i • � w � o w qq G 6.g COA AL 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 Locations for attached rigid ceiling shown ermanent lateral restraint of webs shall have bracin installed per BCSI sections-B3, B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, 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 Build inccLLComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI/TPI 1, for handling, installation bracingqtrusses: A this drawing or shipping,. and of seal on or cover paWe 6750 Forum Drive listing this drawingg'indicates acceptance of professional enpineenng responsibili��r solely -for the design shown. The suitability and use of this -Designer Suite 305 drawing for any sfructure is the responsibility of the Building per ANSI/TP1 1 Sec.2. 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: 249781 / HIPS Ply: 1 mber: N334502 Cust: R 8975 JR&AX3L89750073 T31 J FROM: LPM Qty: 1 RI01 / 1828/CAL!/4EBB ELEV.D/F F,7A,,,/3u2O,l,2ED,F DrwNo: 069.21.1302.23218 abel: A14G SSB / YK 03/10/2021 7' 13' 19' 28'4" 32'8" 39'8" 7' 6' 6' 9'4" 4'4" 7' it 1\16X6 =4X4 =8X10 =H1014 �6X6 12 C D T2 E T3 F T4 G 6 T � T r� (a) W a (a) to B H A I8'8" �3 I 1 =5X5(A2) =H0510 =4X4 =6X8 1115X5K B3 _4X6=3X6(A1) 28'4" 11'4" 1010"4 5'1"12 4'4" 4'4" 7' 8' 18'10"4 24' 28'4" 32'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.179 D 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240 B 1922 /- /- /- /884 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - - K 4268 /- /- /- /1911 !- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.091 L - - H 80 /- /- /- /60 !- Mean Height: 10.51 ft NCBCLL: 0.00 Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS TCDL: 4.0 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.846 B Br Width = 8.0 Min Re 1.6 g q = Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.785 MWFRS Parallel Dist: 0 to h/2 K Brg Width = 8.0 Min Req = 5.9 H Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.819 Bearings B, K, & H are Loc. from endwall: NA FT/RT:20(0)/10(0) Bearings B, K, & H require a seatat plate. plat GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE HS IVIEW Ver: 20.02.00A.1020.20 I Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N; B - C 1596 - 3565 E - F 169 - 505 T4 2x6 SP SS; C - D 1465 - 3467 F - G 400 -180 Bot chord: 2x4 SP 2400f-2.0E; B3 2x4 SP #2 N; D - E 1332 - 3056 G - H 538 269 Webs: 2x4 SP #3; W6 2x4 SP #2 N; Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SRB or better continuous lateral restraint to Chords Tens.Comp. Chords Tens. Comp. be equally spaced. Attach with (2) 8d Box or Gun B - N 3126 -1377 L - K 786 -1874 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by N - M 3815 -1821 K - J 786 -1874 erection contractor. M - L 2986 -1327 J - H 179 - 399 (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs Maximum Web Forces Per Ply (Ibs) for (2) CLR'S where shown. Scab reinforcement to be Webs Tens.Comp. Webs Tens. Comp. same size, species, grade, and 80% length of web yittieiHltel�t�f` member. Attach with 0.128x3" gun nails @ 6" oc. +'Frr C - N 1089 -274 L - F 3047 -1224 rE xy �" Fla Loading j�l,Ff ' N - D 440 -430 F - K 2007 -4053 D - M 568 -883 F - J 1889 -778 ®� °¢°eAyapaO t #1 hip 7-0-0 °`e °%,r^� �., M - E 834 67 G - J 344 528 supports jacks with no webs. o°° E - L 1423 - 3051 Wind~ .M Wind loads and reactions based on MWFRS.o.70$ y®8 I Wind loading based on both gable and hip roof types. n WARNING! This truss is not symmetric, but its exterior geometry makes erection error more �T probable. It is imperative that this truss be installed o t j�,rLa properly. 04°$ +° ra COA ON ,FaerOironaaatg 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 r TPI and SBCA) safety practices prior to performing these functions. Installers shall provide bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall Locations for laterel temporary have a properly attached rigpid ceiling shown permanent 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 BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure not. truss in ANSI ITPI 1, for handling, to build the conformance with or shipping,. and bracing of trusses. A seal on this drawingor cover paWe 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely --for the design shown. The suitabilifand use ofq is Suite For drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.305 For,more information see these web sites: Alpine: al ineitw.com: TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249771 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T20 / FROM: RWM Qty: 1 , A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22952 Truss Label: B1 �SSB / WHK 03/10/2021 V 60 N 49 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 " 57'4 5'7"4 8' 8' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Lac. 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. 10'8" 5'0"12 16812 + 21'4" 5'0"12 574 =4X4 D Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 21'4" 5'4" 13'4" Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.047 H 999 240 VERT(CL): 0.088 H 999 240 HORZ(LL): 0.020 G HORZ(TL): 0.037 G - Creep Factor: 2.0 Max TC CSI: 0.371 Max BC CSI: 0.611 Max Web CSI: 0.232 VIEW Ver: 20.02.00A.1020.20 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 864 A /- /529 /397 /229 F 805 /- A /464 /361 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1190 -1344 D - E 1113 -1152 C - D 1104 -1146 E - F 1201 -1351 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1152 - 993 G - F 1161 - 955 H - G 795 - 539 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 471 - 284 D - G 394 - 335 H - D 383 - 322 G - E 479 - 289 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, 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 shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached 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 16OA-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 ANSIITPI 1, or for handling, shipping,, installation and bracincl4of trusses. A seal on this drawing or cover pa e listing this drawing indicates acceptance of professional encLmeenng responsibilit�yy solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Buildings esigner per ANSI/TP1 1 Sec.2. 6750 Forum Drive Suite 305 Orlando FL, 32821 SEON: 249772 / GABL Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T3 / FROM: RWM Oty: 1 7A5/320 ,182ED,F ,R101 / 1828/CALIAEBB ELEV.D/F DrwNo: 069.21.1302.23061 Truss Label: B2GE SSB / YK 03/10/2021 10'8" 21'4" �- 4-8" (TYP) =4F4 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; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. =o710 21'4" 21'4" 21'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L!# VERT(LL): 0.004 R 999 240 VERT(CL): 0.007 R 999 240 HORZ(LL): 0.005 L - - HORZ(TL): 0.006 L Creep Factor: 2.0 Max TC CSI: 0.196 Max BC CSI: 0.164 Max Web CSI: 0.069 Ver: 20.02.00A.1020.20 s,- g�--•rtPFt `� ry e 0.7108 1 P P P C a n 9 S T 0 a"jam. COA'�aN4b;,Y 03/10/2021 ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 245 /- /- /134 /103 /243 J* 72 /- /- /35 /33 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 J Brg Width = 248 Min Req = - Bearings B & B are a rigid surface. Bearings B & B require a seat plate. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) 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 ri4id 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 Joint9Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI PI 1, or for handling,.. shipping,. installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive — listing this drawing indicates acceptance of professional engineering responsibilitty� solely or the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/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: 249773 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JR&AX3L89750073 T19 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22999 Truss Label: C1 SSB / WHK 03/10/2021 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; 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 drawing I •I For more T T 5X5 C 14' T 7' 14' 7' T 14' m Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.014 E 999 240 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.025 E 999 240 B 588 /_ /_ /371 /272 /158 Snow Duration: NA HORZ(LL): 0.008 E - - D 527 /- /- /305 /234 A HORZ(TL): 0.013 E - - Wind reactions based on MWFRS Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 FBC 7th Ed. 2020 Res. Max TC CSI: 0.767 D Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.503 Bearings B & D are a rigid surface. Rep Fac: Yes Max Web CSI: 0.119 Bearings B & D require a seat plate. Members not listed have forces less than 375# FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. WAVE VIEW Ver: 20.02.0OA.1020.20 B - C 805 -740 C - D 807 -739 • ``���ppf��O77�rt �M*�j,�r r ae pp age 8 a fff O Y O pq, qie p % •g tli� 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, 11ess noted otherwise. Refer to ivision of ITW Building Components Group Inc. shall not. be respponsible for any deviation from this drawing, any failure to build the iformance with ANSIrrPI -1, or for handling, shipping,. installatlon and bracing of trusses. A seal on this drawing or cover pa e Jrawintq indicates acceptance of professional engeenng responsibility solely -for the design shown. The suitability and use of This any s ructure is the responsibility of the Building esigner per ANSIfT 11 Sec.2. ormation see these web sites: Alpine: alpineitw.com; TPI: tpinst.oro; SBCA: sbcinduslry.com; [CC: iccsafe.org; AWC: awc org Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - E 598 - 542 E - D 598 - 542 6750 Forum Drive. Suite 305 Orlando FL, 32821 SEQN: 249774 / GABL Ply: 1 Job Number: N334502 Cust: R 8975 JRef1X3L8s750073 71 / FROM: RWM Qty: 1 , A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23093 Truss Label: C2GE SSB / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. 7' 7' 2' (TYP) =4X4 D 14' 14' 14' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): 14' 7' Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.005 J 999 240 VERT(CL): 0.008 J 999 240 HORZ(LL): 0.004 H - - HORZ(TL): 0.006 J Creep Factor: 2.0 Max TC CSI: 0.308 Max BC CSI: 0.177 Max Web CSI: 0.142 Ver: 20.02.00A.1020.20 H. , 08 d y M® tl � o a 0 m �+ �y ¢ i V ♦ ® p r 4z i o "J •Q�s Oatl ��Ms9 •f'y �`, COA f+r °�atr�sly��at� ,ri 03/10/2021 ♦ Maximum Reactions (Ibs), or "=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B` 68 /- /- /38 /30 /13 F 268 /- /- /206 /134 A Wind reactions based on MWFRS B Brg Width = 159 Min Req = - F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. C - D 377 -129 D - E 376 -129 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 511 - 238 H - E 511 - 238 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information,- by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing. per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have 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 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$cLComponents Group Inc. shall not. be responsible for any deviation from this drawipg, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installa ion,and bracingof trusses. A seal on this drawin or cover pa a 6750-Forum Drive listing this drawin indicates acceptance of professional engineering responsibilityy solelyor the design shown. The suitability and use of his Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com;_ [CC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249783 / EJAC Ply: 1 Job Number: N334502 Cust: R 8975 JRef.,1X3L89750073 T15 / FROM: RWM Qty: 14 7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23453 Truss Label: EJ7 �JB / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12'2"11 12 6 M O N � M V' B A 8-8" D Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.015 D HORZ(TL): 0.028 D Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.507 Max Web CSI: 0.000 VIEW Vef: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- /- /249 /108 /208 D 125 /- /- /73 /- /- C 174 /- A /128 /169 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# H. 4 @p 9 � o � p� fg�y t o. 0,8 I w a � 4 ° 0 9 / 7VA COA1. fVm�IA 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery-attached structural sheathing and bottom chord shall have a properly attacheU rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, 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 BuildingComponents Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI/PI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engmeenng responsibilitty� solelyor the design shown. The suitability and use of This drawing for any s9ructure is the responsibility of the Buildings esigner 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: 249776 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T23 / FROM: RWM Qty: 2 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22858 Truss Label: EJ2 KD / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BOLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Soacinq: 24.0 " 12 C TM 918114 co ti d In 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) 21 2' Snow Criteria (Pg,Pfin 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 VIEW Ver: 20.02.00A.1020.20 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 157 /- !- /140 /54 /52 D 32 /- A /18 A P C 34 /- /- /20 /26 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. 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 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)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10 as applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ' drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, 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 pare 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty�r solely the design shown. The suitability and use of this Suite For drawing for any structure is the responsibility of the Building -Designer per ANSIrr 11 Sec.2.305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; .SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249777 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T18 FROM: Qty: 4 , A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22875 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 t a e d P l d F • C 11'2"5 12 6 M a7 9) CV (M M B TL8'8" A D 4'11"4 1 4' 11 "4 Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/fr Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA Risk Category: II Snow Duration: NA HORZ(LL): 0.005 D - EXP: C Kzt: NA HORZ(TL): 0.010 D - Building Code: Mean Height: 15.00 ft Creep Factor: 2.0 BCDL: 4.psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.549 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.257 C&C Dist a: 3 00 ft Rep Fac: Yes Max Web CSI: 0.000 Loc. from end wall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAN/P VIEW Ver: 20.02.00A.1020.20 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. v ,�ma•cao• • pp ey ®� d. C 08 S ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- /200 /88 /152 - D 89 /- /- /51 /- A - C 118 /- /- /85 /116 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. Members not listed have forces less than 375# � •8 ATWO;;., �10.• KPI COAQVIGN AL 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS sses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nponent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary cing per BCSI. Unless.noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly ched ri id ceiling Locations shown for permanent latefal restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 3pplicabgle. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. F,efer to wings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the .sin conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracingp� of trusses. A seal on this drawin or cover pagge rig this drawing indicates acceptance of professional enccLLmeenng responsibilitty�r solely or the design shown. The suitabili y and use of this Nang for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. more information see these web sites: Alpine: alpineitw.com• TPI: tpinst.or ; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249778 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRei:1X3L89750073 T21 / FROM: Qty: 4 , A5/320 ,182ED,F ,13101 / 1828/CALI/4EBB ELEV.D/F DnwNo: 069.21.1302.22530 Truss Label: CJ3 SSB / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld. 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 4"3 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. 2' 11 "4 211 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 1 co Defl/CSI Criteria PP Deflection in loc L/defl L/# 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 gay �,t•� v o�poa•000aree oa O. 7tO8 �i 0 s e O • CO B��NAL 03/10/2021 10'2"5 rn CV 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- A /156 /71 /99 D 50 /- A /27 A /- C 63 A A /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. 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 �roper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10 as applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ' drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be respponsible for any deviation from this drawing, any failure to build the truss -in conformance with -ANSI PI 1, or for handling, shipping,. mstallatlon.and-bracing of trusses. A seal on this drawin or cover page 6750 Forum. Drive listing this drawing indicates acceptance gf-professional en meering responsibility solely -for the design shown. The suitabilify and use of this drawing for any sgructure is the responsibility of the Buildinggesigner 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: awr.orq Orlando FL, 32821 SEQN: 249779 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T22 / FROM: Qty: 4 ,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23359 Truss Label: CJ1 SSB / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 "-- T 0 12 6 C X4(A1) aT� 11 "4 0 1 11114 9r2rr5 M M 8rpn Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA Risk Category: II Snow Duration: NA HORZ(LL): -0.000 D EXP: C Kzt: NA Mean Height: 15.00 ft Building Code: TCDL: 4.2 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 C&C Dist a: 3.00 ft Rep Fac: Yes Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAX/P 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. HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.183 Max BC CSI: 0.022 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 Yz. , fff�j $ 4 �i '1�1 4f 49tija�- t1 CCY:\\\ t� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 176 145 D 11 /-2 /- /14 /10 /- C - /-15 /- /29 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. 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 s require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Went Safety Information, by TPI and SBCA) fo'r safety practices prior to pertorming 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 tl rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 67 or B10 rcable. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. f�efer to ' Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Build in)T Components Group Inc. shall notbe responsible for any deviation from this drawing, any failure to build the conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracing of trusses: A seal on this drawing or cover page 1is drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabili y and use of this I for any sir'ucture is the responsibility of the Building -Designer per ANSVT I 1 Sec.2. e information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249780 / HIP_ Ply: 1 Job Number: N334502 Cust: R 8975 JRef: tX3L89750073 T27 FROM: RWM Qty: 2 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23281 Truss Label: HJ7 KD / WHK 03/10/2021 5'3"5 5'3"5 9'10"1 4'6"11 A 12'2"3 12 4.24 2X4 C v v B T 4 3 A 8.8" FE 2X4(A1) = 4X4 �— 1'5" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. (3) 16d common (0. 1 62"x3.5") nails at top chord (3) 16d common (0. 1 62"x3.5") nails at bottom chord 9'2"2 9'2"2 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.040 F 999 240 VERT(CL): 0.076 F 999 240 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 /- /- /- /154 /- HORZ(LL): 0.010 C - - E 364 !- /0 /- /84 /0 HORZ(TL): 0.018 C D 214 /- /- /- /177 !- Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.546 B Brg Width = 10.6 Min Req = 1.5 Max BC CSI: 0.416 E Brg Width = 1.5 Min Req = - Max Web CSI: 0.260 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# VIEW Ver: 20.02.o0A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 **WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS drawings 160A- Alpine, a divisic truss in conforn listing this draw drawing for any • For more informz Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 in hComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the il/l PI 1, or for handling, shipping,, installation and bracinQ of trusses. A seal on this drawing or cover page acceptance of professional engiineering responsibili{{�� solely -Tor the design shown. The suitability and use of this responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 6750 Forum Drive Suite 305 Orlando FL, 32821 Gable Stud Reinforcerient Detail ASCE 7-16i 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 140 mph Wind Speed, 15' Mean Height, Partlally Enclosed, Exposure C, Kzt = 1.00 Ori 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Orr 120 moh Wind Soeed. 15' Menn HPinh+. Pnr+lnlly Fnrinc-4 Fvnna„rn n ito+ = i nn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace w (2) 2x6 'L' Brace w Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B +> p #1 / #2 3' 10, 6' 7' 6' 10, 7' 9' 8' 1' 9' 3' 9' 7' 12' 2'' 12, 8' 14' 0' 14' 0' - S I #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' Hr Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' p r Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' J S P #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10' 11' 11' 8' 14' 0' 14' 0' 01iStud f 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10' 11' 11' 8' 14' 0' 14' 0' d Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' e' 10' 4' 13, 1' 14' 0' U #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' ill 0' 13' Il' 14' 0' 14' 0' 14' 0' _ S P P #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' U u P Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' O I� Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10' 5' 10' 10' 12' 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' ill 1' 14' 0' 14' 0' 14' 0' 14' C' S P #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' ill 0' 13' 11' 14' V 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10, 8' 6' 9' 1' 10, 6' 10, ill 13' 4' 14' 0' 14' 0' 14' 0' QJ D P L Stud 4' 4' 6' 5' 6' 10, 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10, 11' 10, 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' 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' U u O I� Standarstu'd 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' .--I D P 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' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 1 14' 0' able Truss 11I }J `\ Diagonal brace option, vertical length may be doubled when diagonal 18, brace Is used. Connect L diagonal brace for 600# at each end, Max web 'L' Brace End total length Is 14', Zones, typ. 2x6 DF-L #2 or better diagonal 'r Vertical length shown bracel single 8, In table above, or double cut 45• (as shown) at L upper end. tj u Q Connect diagonal at a midpoint of vertical web. Refer to chart k wwvARNBmw■ RFAD AND FaioV ALL N=S ON THIS BRAVING ■■INPMTAHTo FURNISH THIS DRAWING TI ALL =TRACTORS INCLUDING THE INSTALLEISC Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref "tl follow the latest edition of BCSI (Bullding Component Safety Information, by TPI and SBCA)dfa s, I. practices prior to performing these functions. Installers shall provide temporary bract pe Unless noted otherwise, top chord shall have properly attached structural sheathing and bo i shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint f &PI shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to ea� of truss and position as shown above and an the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. AN ITW COMPANY \ \ 514\ Earth\ City\ Expressway 1\Suite\242 \ \ Eanh\ City,\ MO\ 63045 Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviati, this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship{ Installation & bracing of trusses. A seal on this drawing or cover page Ustft this drawing, Indicates acceptance of professional engineering responsG011ty solely for the design shown. The s,itablUty and use of this drawing for any structure Is the responsIbUty of the Building Designer per ANSI/TPI 1 SecZ For more Information see this Job's general notes page and these web sitesi ALPINE wwwalpineitw.comi TPD www.tpinst.orgl SBCAi www.sbcindustry.orgt ICG wwwkcsafe.org ,�\C1WiJJC/ 10/2021 Bracing Group Species and Grades+ Group At S ruce-Pine-Fir, Hen -Fir #I / #2 Standard #2 1 Stud #3 1 Stud 1 #3 IStandQri Dou las Flr-Larch Southern Plnewww #3 #3 Stud Stud Standard Standard Group BI Hem -Fir #1 & Btr #1 Douglas Fir -Larch Southern Plnewww #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Hoard). wwFor Ix4 So. Pine use only Industrinl 55 or Industrinl 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) nails. )K For (1) 'L' bracer space nails at 2' o.c. In 18' end zones and 4' o,c, between zones, )K)KFor (2) 'L' bracesr space nails at 3' o,c, In 18' end zones and 6' o.c. between zones, 'L' bracing must be a minimum of 807 of web member length. ii Gable Vertical Plate Sizes II Vertical Length No S lice Less than 4' 0' 2X3 Greater than 4' 01, but less than 11' 6' 3X4 Greater than IL' 6' 4X4 + Refer to common truss design for peak, splice, and heel plates, 11 Refer, to the Bullding Designer, for conditions not addressed by this detail. X. TOT. LD, 60 PSF X. SPACING 24,0' F ASCE7-16-GAB16015 TE 01/26/2018 WG A16015ENC160118 'T Relnfol Memb Gn Tr Gable Truss Plate Sizes pproprlate Alpine gable detail for e sizes for vertical studs, Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a to that covers the total area of lapped plates to span the web, „ 2X4 2X4 *-2 Nrovide connections for uplift specified an the engineered truss design. Attach each 'T' reinforcing member with End Driven Nailsn 10d Common (0.148'x 3,',min) Nails at 4' o,c, plus (4) nails In the top and bottom chords. Toenalled Nailsn 10d Common <0.148'x3',mIn) Toenails at 4' o.c, plus (4) toenails In the top and bottom chords, This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detall Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Dralings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A1203OENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENCI00118, S18015ENC100118, S20015ENC100118, S20015END10011 i�b1"�f0QAR, S11530ENC100118, S12030ENC100118, S14030ENC 301001 /J S18030ENC100118, S20030ENC100118, S20030EE 01 �Fa g4rA,bllo See appropriate Alpine gable detail for maxlpA- a ej r.,Oqi 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe -nail - Or - End -mall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord, 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. eb Length Increase w/ `T' Brace Example) ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 2x6 20 ■.DIPORTANT" 'THIS D VIM TO FEAD AND ALLDV A�ACTT= S ON � IN THE MSTALLMSVINGI 9 U. f 0 l REF LET -IN VERT Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref t��t n4 m follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) faYs�T2tya a m DATE 01/02/2018 practices prior to performing these functions. Installers shall provide temporary bradng pew BCSL • S' Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m cho? shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint f s iii 4.F (+ PS„�DRWG GBLLETIN0118 shall have bracing Installed per SCSI sections 23, B7 or BIO, as applicable. Apply plates to e.a. a `'�."�•_ of truss and position as shown above and on the *Joint Details, unless noted otherwise. PI Refer to drawngs 160A-Z for standard plate positions.AL Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviatio r #�0am. ®®•• \ this drnwing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin� anw+ra°� MAX, TOT, LD, 60 PSF AN ITW COMPANY Installation & bracing of trusses, SP A seal on this drawing or cover page listing this, drawing, Indicates acceptance of professional 9 \151MEarth\City\Expressway engineering responsibility solely for the design shorn. The suitability and u_,e of this drawing �'� '��10�2021 DUR, FAC, ANY \\Suite\242 for any structure Is the responsibility of the Bulldtng Designer per ANS[/TPI 1 SecE \\In Earth\City,\MO\63045 For more information see this ,Job's general notes page and these web sites,MAX. SPACING 24,0° ALPINE, www.alpineltw,comi TPI, ww%tpinst.orgi SBCAi www.sbcindustry.orgi ICG wwwJccsafe.org 4 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 SPACING MAY BE REDUCED BY 50% ww SPACING MAY BE REDUCED BY 33Z DIRECTION OF LOAD AND NAIL R 11 WS C)K)K A A NAIL t FLINE U 0 J pq — A C)K B)K B/2 AE C)K A MINIMUM NAIL SPACING DISTANCES DISTANCES NAIL TYPE A B)K C)KW D 8d BOX (0.1130X 2.5°,MIN) 3/4" 1 3/8" 1 3/4" 7/8" lOd 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,',MIN) 1" 1 7/8" 2 1/4" 1 1/8' 8d COMMON (0,131'X 2,5',MIN) 7/8' 1 5/8" 2' 1" 10d COMMON (0,148'X 3,',MIN) 1' 1 7/8' 2 1/4" 1 1/8' 12d COMMON (0,148'X 3,25',MIN) 1' 1 7/8' 2 1/4' 1 1/8" 16d COMMON (0,162"X 3,5',MIN) 1' 2' 2 1/2' 1 1/4' GUN (0,120"X 2,5',MIN) 3/4' 1 1/2' 1 7/8' 1" GUN (0,131"X 2,5',MIN) 7/8" 1 5/8' 2' 1" GUN (0,120"X 3,',MIN) 3/4" 1 1/2' 1 7/8" i" GUN (0,131'X 3,0,MIN) 7/8" 1 1 5/8" 1 2' 1 1" C/2WW NAIL LINE C )K)k TRUSS Z-----�— rsyjdr/fir, MEMBER � � T• _ BLOCK LENGTH T 'p' ' �AT qr•.," �j`•+ D D D he`d`°� ��o�� LOAD APPLIED PERPENDICULAR TO GRAIN LOAD APPLIED PARALLELAI®°n� MVARNIN1-- READ AND FBLLOV ALL NOTES 11H THIS DRAVINGI ug-ti • REF NAIL SPACE "IMPORTANT" FURNISH THIS BRAVING TO ALL CONTMT13RS INCLUDING THE INSTALLERSC p Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refe t#*�,qn�, follow the latest edition of SCSI (Building Component Safety Information, by TPI an SBCA) fors ety� a DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bracing pe. BCSL • Unless noted otherwise, top chord shall have properly attached structural sheathing and bo n cho shalt have C }�°q� �y 4./ • DRWG CNNAILSP1014 a properly attached rigid ceiling. Locations shown for permanent lateral restraint f s shall have brad,,, Installed per SCSI sections B3, B7 or B10, as applicable. Apply to ea fit { LRI plates of truss and position as shorn above and on the Joint Details, unless noted otherwise. Refer to drd Ings 160A-Z for standard ®• plate positions. Alpine, n dlvislon of ITV Building Components Group Inc shall not be responsible for any devlatlo r this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling. shlppin as®r **a aw•++••!• AN ITW COMPANY Installation & bracing of trusses. A seal on this drawing or cover page Usti g this drawing, Indicates acceptance of proFessbnn1 ! I/.y{ Jp1� Na,+q, �, �10/2021 \ \ 514\Earth\ Cil 1 Expressway Y P Y ergineeNng responstblllty solely for the design stem The sudtnbtllty and use of this draw Cyh1NiV�"/tt* 11 Suite\242 for any structure Is the responslAtty of the Balding Designer per ANSI/TPI 1 Sec2. $a¢p ;p(gbbt 11 Eauth\ City.1 MO\ 63045 For more Information see this Job's general notes page and these web sites, ALPINE, wwalpineltw.comi TPI, ww.tpinst.orgl SBCAi wwr.sbcindustry.org) IC6 wwwlccsafearg Valley Detail - ASCE 7-161 180 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, SPIT #1/#2, DF-L #2 or better, �O� Attach each valley to every supporting truss with: 535# connection or with (1) Simpson H2,5A or equivalent connector for ASCE 7-16 180 mph, 30' Mean Height, Part, Enc, Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-16 160 mph, 30' Mean Height, Part, Enc, Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates, 3X4 12 12 Max, 2X4 X4 — 8-0-0 Max 4X4 12 12 Max, I- 1X3 1X3 (Max Spacing) 3 5X4/SPL 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing. Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with) properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, www Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', Valle Spacing Pitched Cut Bottom Chord Valley 2X4 Square Cut Stubbed Valley Bottom Chord End Detail Val(ev 2X4 Q 0 SQo tin hrrrorl ow r �ITEfQ-210MOMMEME �MOEN� �ME� ' iMENEENNEENMEMMEMIR ii. - .�� ' MMMIMI Optional Hip Joint Detail Partial Framing Plan �I AN ITW COMPANY \ \ 514\Earth\ Ci \ Expressway b P y \\Suite\242 \I Earth\City,\MO\63045 w■INPOIRTANTo use TFus MAWDIG Tin°AviL CM�rMS D LS MG T�'II�ME MULLER& � a shipping,Info matio Installing and bracing. Refer .mod 16 Trusses require extreme care In filling ting, nent Safety follow the latest edition of BCSI (Building Component Safety Infornntlon, by TPI and SBCA) far f w practices prior to performing these functions. Installers shall provide temporary bracing per I, Unless noted otherwise, top chord shall have properly attached structural sheathing and bolt Chord�'F shall hove a properly attached rigid ceiling. Locations shown for permanent lateral restraint o • shell hove bracing Installed per BCS[ 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 160A-Z for standard plate positions,[` Alpine, a division of ITV Building Components Group Inc shall not be responsible for an deviation n this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, Installation R bracing of trusses. A seal on this drawing or cover page Usting this drawing, Indicates acceptance of professional engineering responsibility solely for the design sham. Thee sWWbllety and use of this drawing fa' any structure Is the responsBMlty of the Bulldog Designer per ANSI/TPI 1 SecZ For more Information see this Job's general notes page and these web sites, ALPINE, www.alpineltw.coml TPI, www,tpinst.orgl SBCA, www.sbclndustry.orgl ICC, wwwJccsdfe.org ' r�o l i • r = a • a ` • "W •F'0 `'jr '� gwo snef+aw•® d� t,! 'w ¢ ! > Ip ��y � �N/10/2021 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,FAG1,25/1.33 1,15 1,15 SPACING 24,0' U 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, 3" Attach each valley to every supporting truss with: (2) 16d box (0,135' x 3,5') nails toe -nailed for ASCE 7-16, 30' Mean Height, Enclosed Building, .Exp, C, Wind TC DL=5 psf, Kzt = 1,00, Max, Wind Speed based on supporting truss material at connection location: 170 mph for SP (G = 0.55, min.), 155 mph for DF-L (G = 0,50, min,), or 120 mph for HF & SPF (G = 0,42, min,), Maximum top chord pitch is 10/12 for supporting trusses below valley trusses, Bottom chord of valley trusses may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates. 3X4 12 12 Max, I 2X4 X4 8-0-0 max .+ 4X4 12 12 Max, I 1X3 1X3 1X3 5X4/SPL 6-0-0 (Max Spacing) X3 20-0-0 (++) Supporting trusses at 24' o,c. maximum spacing. Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014. Top chord of truss beneath valley set must be braced with) properly attached, rated sheathing applied prior to valley truss Installation. Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design. www Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', Valle Spacing Pitched Cut Square Cut Bottom Chord Valley Bottom Chord Toe -nailed Valle / y SIV 10 MaQ��`\� �* * Az 2X4 0 SQ 0111111"lliDd H. 2X4 Stubbed Valley End Detail '--,common usses Optional Hip Joint Detail 24' Partial Framing Plan IAGPIunless N AN RW COMPANY 11514\ Earth\ City\ Expressway 11 Suite\242 \\ Earth\ City,\ MO\ 63045 —VARNNG" READ AND FDLLGW ALL NOTES IN THIS WAVMG ■■DIMUNrww FURNISH THIS DRAVIM TD ALL CONTRACTORSIE 11CLUDING TINSTALLER ®.+M n d follow the latest edltlon of SCSI CBulldIng Component Safety Information, by TPI and SB-3�fet Trusses require extreme care In fabricating, handling, shipping, InstalUng and bracing. Rejb.r% practices prior to performing these functlons. Installers shall provide temporary brntlngBLSL noted otherwise, top chord shall have properly attached structural sheathing and ch shall have a properly attached rigid ceiling. Locatlons shown far permanent lateral restraof b shall have bracing installed per BCSI sections B3, S7 or B10, as applicable. Apply plates to e�h e� of truss and position ns shorn above and on the Joint DetnUs, unless noted otherwise. / a Refer to drawings 160A-Z for standard plate positions. Alpine, n divlston of ITV Building Components Group Inc. shall not be responsible for any devintl this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlppl Instnllatlon 6 bracing wing for coover page Usttg this drawing, Indicates acceptance of professlonal js A seal on tfils drawing engineeNrg respons6glty surely for the design shom The suitability and use of this drawng For ony structure Is the respansB,dlty of the BwldIng Designer per ANSI/TPI 1 Sec2. For more Information see this Job's general notes page and these web sitesi ALPINE, www.alpineltr.con) TPIP www.tpinst.org, SHCAi www.sbclndustry.org) ICC, •wwlccsafe.org 0. rU0 _1 • r p'g' y PS 9 4J o j, ` • �'V ;•or *®�� �wofe a++ejO ,,N4 '�10�2�2 l yA y g + LL 30 TC DL 20 BC DL 10 BC LL 0 TOT, LD, 60 30 15 10 (] 40PSF 7 PSF 10 PSF 0 PSF 57PSF REF VALLEY DETAIL DATE 01/26/2018 DRWG VALTN160118 55 DUR,FAC.1.2�/1.33 1.15 1.15 SPACING 24,0' N R BC h/2 of VALLEY FRAMING & BRACING DETAIL Lumber Size and Grade-Minumum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a. minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B, 1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-111r' for 30 psf (TL) and 20 psf (TD) Max. ce the Grippes for each row starting from the valleys or sleepers working inward to the ridge board so that cripple locations are gored between rows. rryp) 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 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 3 16d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails 13. Collar beam to rafter 4 16d toe -nails CRIPPLE, BRACING, 8 BLOCKING`NOTES- NOTE: l6d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min, is required for cripples 5'-0" to 10'-0" Ion nailed w/ 2 40d (0.148'W") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of c2ple with 10d 50.128'W.0") nails at 6" o.c. 'T' or scab must be 90 % of cripple length. Cripp es over 10'-0' long requre two CLR's or both faces w/'T' or scab. Use stress graded lumber & box or common nails. Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are installed into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing is not used. -Apply all nailing in accordance to current NDS requilremen Ay Nails are common wire nails unless noted otherwise. H. \GENS•• (A) (B) �•') a-MMUMT i TM WAWM tAM in ALL AV �n�i1RS �pG TH1,1111 E THE asTALLEM = _ V. Trusses * _ LL 20 30 40 54 REF VALLEY FRAMING DATE 10/O1/14 req,.,e extnene core in fabrlcatirV, rn,muq, shipping, installing and bracing - Refer to ia+a • � follow the latest edWan of BCS1 tlaAld<'b Conporunt Safety War nmtlm, by TPl and SVA for mf • 'I� DL 10 20 7 7 proedces prior to perforning these functions. Installers shaU provide tenporory bracing per D : STATE OF lkiess noted othe Ise, tap er,ard shall have properly attached s ruct aj sheathing and, bottan • shall have a attached Hold Locations for lateral • i0. �C DL 0 0 0 0 DRWG VACNV3801015 d r7 r� fI� 11 j�p ) �� (I properly cekko shown per"ment restraint of sections B3, >t7 or 810, as applkohle. Apply plot to weds faEb • A shall have brackng installed per above of thus and sltlon as shoes above on the ppao • na less noeea othereke, SS •• �'�♦ C LL 0 0 0 0 L�l� ll �l pi toJointDetaAs, Refer w d-anrings 1soA-i far standard plate positrons. � /(� :� OR10P••'• Alpkee, a tMsbn of ETV BUldng Components rw-*W Inc. shall not be Hespans>ble for any devhtron figs Fis(� '"""''•. µ i7'�Ar�Ni this d-oring, any falure to build the truss In confornance ndth ANSI/M 1, w for hnndknp, stnbping, G'� t♦♦ Installation i bmdng of trusses. S�ONAi. TOT. LD.30 50 47 61 A seal on rt�his ,d�roni�ng, or cover page Usting this drawing, indicates acceptance of profssslyal -d use of this ��tttattt for orry eMr.' Is the responsibility Iusp °vim "�'^p' I Sew' DUR. FAC. 1.25/1.15 13369 Lakehonl Drive Earth City, MO 63045 Far nose Infornation see this Job's genwat not page and these web sites+ S /O ZO/� N.PM wwwalpYnitw=m TPIn wvw.tpbntargh SBCN ww►.sbdndistryoV1 ICO wwwkciafeao V [ SPACING SEE ABOVE