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Home My WebLink AboutTruss7103,pos, N 21'-4" 4'-4" 14'-0" 39'-8" THIS IS A TRUSS PIACQETIT RAL ITS DITOM TO AID IN TIE INSTALLATIM IF TRUSSES. ENUDEf7ED T1413S DRAVR f Alm ARClRTE7:TIRALS SLPaLLEOE TFOS 1XIMMENT EXIE Q W R.,YL ]E t>�JICSRN TRIM Mild MEGia PAW AWMAR M LA DMALAQAN W TAESFs L� IftA, rte ARaIITARRffrLt IE Vli1RfA IE Dr( TIS SIPFRAN Em maFENT6 w1°tOinylr w 1a„arat ALL Rtn 7ML E PASIF77m Tawm ml; Nlai AIU m SCIEW m�O1°iar t>R m Nm Tm= Vttiwr ta,mtT or Tin vrad a t RRm VlL Art E N IriTtalT Ilmn \mTTOI Yira & sr '� WM MIS MIT E AIEOMTar ®m m Gmr DE Ll �m rpm TO oWMA� aME R R¢ NR MU Al2 u m M M AT GR9RQ m11WGIfiR E NOMA DC Dr® Er TK TE m 1Cma IIm MRT E DrL= Men ul OOS M fA® AE ET a mml la AVm IfQMEa CM10" E VM4 1 TmS T w d 9" RI JAR" RRr01RA, tLAVm T cam A ALI= LID TA® = 4 La®Imlalm R WA a A�fAWI r.ARml ANTEM 11 = AFWV=M PAVM M LRISTD Wh Tom w PAN= IE ffj: imt mMCVd1E I LLLVAE w ,aAOAf r,nnra L'AI tR, T tent 1� iE �f uS: OFU= LIAEMm1 G1Lfi� M w ""T"' If VNLfAAalta E LmN!® a ,]vamml 03"?Am V RG fll4�Rila CAM Di llr.N T LN >s>N� wan R DRUM ,, w %M REFER TO PACK FOR CONNECTION. 0 TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING L•' r' �� , Fri ,6,d k... 4�if PLUM SHINGLE ROOF .,10 Reviewed for Code 1B Compliance Universal Engineering Sciences Total Truss Quantity = 75 ,"—Labeled End Mark General Notes 1 1) N fvaN cloN Wan. Ilal tne>m and Ilo! �►rb =. 2) IF to isl= H@B minr alhtrr6r 3) noted. hm LPafyS b 2P O.C. Irma allm 4) Pr Tnm PldE Iah3Lb O -81 nmtm�daOm p, ..A X-budn2 *.W br pkcsd at a mvdmm spoft 15 O.C. aarma the tpay to a rryAA,tmd a! a tn,dnnm d 2Y brbmt eaA � Id,r to8S-B1 far" ad,ltlard trarJrp ROOF LOADING SCHEDULE TCDL = 70 PSF PSF BCLL = ' PSF BCDL 10 PSF TOTAL = 37 PSF DURATION 1.25 X WIND SPD/TYPE== 180 ENCLOSED BLDG EXPOSURE — C USAGE —RESIDENTIAL CAT D WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 Tmss mcmbcr design 3r cooncctor plats am dni ed for ASCE 7—!O and--imoar forces m both components, and claddings and main wm wind Toe =sting systems. • These trusses have been reviewed m carry an additional 100 psf nonconcummt bottom chord live I.A. FLOOR LOADING SCHEJPSF TCLL = TCOL = BCDL = TOTAL = ROOF DESIGNED FOR SHINGLE AM REACTIONS AND UPLIFTS ARE SHOWN ON ENGINEERING 01 WALL KEY ® 0 DPSCRIPrION Mr. DATE Aa EAA AAr Rrt4rlf Aa IMfE lRa RR rive Ran IMtc nit alma s s � m -.1 I I 1 01 CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. PL W. WINTER HAVEN FL13RIDA 33800 PH13NEt(800) 959-8806 FAX, (863) 294-2488 BUILDER D.R. HORTON STATEWME PROJECTCREEK9m8 MODEL 1828/CALI/4EBB CCA PROJ/MODEL/ALT 7A5/ 320/L82ED,F/ 02 ALT DESa= UM ON TAQ ID OUT U99 OTC 9316 POTOI(AC DRIVE LOT 109 BLOCK DESIGNER RFS PAGE 1 3 31 17 '$334504L 1 4 °=1' Builder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE DR HORTON /STATEWIDE 17A5/320 CREEKSIDE 182ED,F 2G Lot: ( 109 Address: Unit: ....... ..._.............. __.___........._._.................. _... _....___..___.____ JobNumber: 1IV334504===� r.•- _ ..._............__............__...._.......---..._......... ................. _............ _ Revision Date: New Load #: R101 Block: CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALPINE March f3, .20.19 . M nwcompt*� Mr. Bob Michaelis. Ca�rp6nt.&'Coritr6cWs of America,: lnc:. 3909 Avenue 0.,. N - brfhwast- Wihter.HzfVen,.FL 33880-6201 Re: Alternative " ' t"llation§Jor 6 single 019. carried truss with a width Jess than lris a the hanger width, :and . : wbod.blo&j.g,tqP'chiev6fUl design lo.advabeforfu*-m untod..hangerattachment 'O`n-a'ohe ply supporting girder (Reference d6tall WA37-02)... Dear Bob, For `a_sihglb ply carried truss With a width less than the hanger. width you 'can.ihpjalf:q. prefabricated jack, scab.truss: for wQqd..fil1er blocking;. -The chord sites;,--cQrd..gTqO'es, and . -AlpirtECO nhObtor.plafe(s) . to. e. dt''* be-th ` same the single: ply.carried r.uss.Thi�prbfEib*(id;§tbd.jack l*"§dib'trdi�s.(�ly:Willh;�vL-a..mini.murn :length, of 46? and will have . _. a .. minimum it6h.:of 5112. The single ply- carried , p. truss shall havog reaction of 3500# or less. Mach r)refEibdc;8teid.jack :tcab.tr.uss. MM two. (2)'rowsof 0.1 28"x3.0"* GUn Nails ait'2' -1`:(See 'FlO'Ue6 I 'bdlbwj. Pl6as&,fbf&16 the Simpson Stron 20I.#. -6:. Pkure--'.2�'for more information; r FigUr&.1 Fora single- pl" ` l'(d that' d blocking to,adhieve.fUll design lo.*ad Value for face -mounted y,g. er* requires woo hangerst-attach one wood. block the back face of the girder ._ er.withtho tame size. and dtade.at'thd bottom.- chord Ofthe. single ply girder.. The -wood block 1600.th to be such th6t."the'W6od blockinig.-extends to each adjaqent'panel points :(webs-- and bo'tt6m'..ch6rd intersections):. Mach wood - Gun Waiils at. 0'010.. per row,.!Aagger.eO. 3.0" applied W the 6750Forum 06ve Suite 905,. brlandci.. FL 32821 - (OPO 'www.a[pineitwcom ALPINE ANOWCO~ single ply girder fbcp; with:pn additional (20) Oj28"X3,10'!'Gun ,`. N !Is ' �at:each- panei ppj*nf applied -to the, Wbod.blo&.fade ($6e FigUmWbW)..PIeas6 tbf6r tothe iOs6hStrohgLTie'Catalog C"G12019y -page 216j, Figure. for more ihfdftnat16h. Figure2l'; The applitatioh of -prefabricated jadk'**scab truss for Wood fIlJ&'.bIock1h'g or wood blocking -to; achieve MI. design load'vedue for face=mo.unted hangers must be :approved by thehardware manufacturer-. All edge and end distances, and- sOadihoj ofall nail connections ,must; be suftici6nttb*OreVent.splittir! _q of 'Wood.; If I can.be. of any further assistance,or if You have anyquestions,, please7g.i.ve-m-e a call., STATE (if Wifiain H*.. KOck-RE. R110 'Chief Engineer Alpine -an. ITW Coffpany �QNA<r EOgineerjng.Dqpattm6rit "hit. nnH is% Orlando, FL 6750 F6Wm DfiV& Suite 305', :Oilaodo, R $282.1 - (800.y'.52.1-.9790 - (863) 422--8685 1. ALPINE MRWCWP" Ap ril 26:.:2019- Mr, Bob Michaelis Carpenter Contractors -of Atheridzf, Inc. Avenue �G--- N dh Avenue . . . ., mt,*.w. ..p4t Winter Hav6n, FL L 33880-6201: Dear. Bob,. Rd" Stroingback bridging on tbbf.tru§.seS. I understandthete. is some. concern over our recommendations f6rstrdhgbackbridging on. 'roof trusses: .$Iti6ngbackbrid9 ing- for roof trusses is not. a. requiremento.fANS !-�TPI 2014 nor is it a requirementof1he. .. Building Component Safety, Inf6ftation- .(BC.S.J . ) ! But strongback bridging- ory roof:trusses is recomm' ade 0 0 .0f. Amenda: Stf.6hgO#�k_bridgihg.,seines thp:folio in gjWq___r functions: One, One, .'bridging aligns the bottom -chords -after they pre- set ,so. the -are uniform along. the ceiling d n line an . he*lo��.'with'*':*c'eiling�sOrviOOa serviceability y TWoj bridging reduces: r6btiv& Wlecti o*n .6f. adjabefit:truss6s4, Strongback bndgind"Ao6s eiotiprevent -jor r6ducO�-ovefall indiVidUal deflection, especially -any 466ftrij§sds, .......................:deflect . .: .. . 't. tg_mxr�-_han 1/4'! inch:._._ ..h.. ..... ....... . ...... . ...... ............ . .. . .... ra ' permanent Si d not serve;'-6s Ierhob ' ry.6'r pEi. bracing %and is not rongback- bridging in roof. trusses does n. intended tb..di§tribUte. or shafe design loads, between trusses. Consequently, no de.sido loads 'have: been accounted for'With this. detail and continuous- strongback :bridging not b6:atta'iched between- cotnnIon . and 9'irder trusses-. The use :of strongback bridging% shall not. '.interfere with other, design considetati6m's as specified by the Eh9ih�66.r*.d-f Record or the Building. Designer. The outer ends of strongback bridging shall be attg hed...to a wall or aripthorzecure end. r stra int- or as..sppcified'.bythe Engineer 6fRecord 'dr'.th' Building.136sjjhdr.. Strorigback- bridging shall. be a. minimum Of 2j(6 4iorbihal lurniber. oriented with We deoth. vertical': - Attach with (S) 16d :common. nails :(0J6Vx3.5") nails .At:. each intersecting rhemb&. When -extending the or :strongback bridging overlap by af a.minimum of. two trusses. The location of. fhe�.. strongback br.idging. maybe specified :b . '-.the. Tru§'s Manufacturer,. Engineer- 6f Record.. or Building De§idn'&- Please e BCSI "Strongbacking'Provisions" or :tp..Alpin.'e..'STkOR.I.E§.kllz.014 detail for more information. The. graphic §hoWh -(FidUre'-. 1) is fdrgehierld allustra#ive purpose only. ,6760 Fbrum Drjve:Suite 305, Orl6ndo, FL 32821z - (800) 621_07K (863) 422"8685 1 11 _i U Lm. L I- k..l % . I ..JAI 0- Figwe-t If I..cah bb of any further assistance' orl you have any questions; please_ -give. rrie a Pall. Williathh, H,,Knck- ChiefEngmeer Alpine an ITW.:.Company Engin.eenng'Departm ent .0f6do, FL3282 -6780 Forum Drive Suite-..30'6 Grl6nidb; FL 32821 -; (800). 521,.-9.790 - (863) 4224685' W"Alpinel coim STRDN6BACKA�kIEIGING MUTT.STRONGBACK :BRIDGING TOGETHER ATTACH SCAB WITH'10d:BOVGUN 6W (0.128'0-0. NAILS IWIF RaWS". A! ;SCAB' 61 D.C. NOTE, IN LIEU.:OF- SPLICING, AZ'SHOWN, LAP 'STRONGBACK-'gRIDGING HEMBERS- It FOR-AT'LEAST ONE -TAUSS:.SPACING STRONGBACK BRIDGING:SPLICE DETAIL ES AN nWCOMW 13723 A"*4 Ma SU110 200 M061aw Wghts, MO 63043 RECOMMENDATIONS pm- All scab: -.on blocks ihaill, be� -a rqlnimum-`2X4� 'stress graded sp-ALI -str.qnqback bridging .and bracing shalt :be :a. minimum 2x6 '.stress..' graded; .luriber f strondback �brlcl6lhg. Is, -to- Cie. pose: o velop toad sharing between w , , Indkild.tr*usse res(ltIng In an -bi&rat( In, •th? stiffnessr.:6f -.ftor system, -2k6' strongback brldglngpotI.-t1oh6d. ;as. ;shown Jn clitalls, 'Is' recommended at 10' -0` o.c. (max;) j :The terms. -'b -lab(nd., . a . ncr .'bracing . f':cLre. sometimes secl:* mistakenly �u b archangin. ly. 'Bnactlhg'` Is. an i'mpgrita6t 's-tructoral eequirpment. of :any floor or roof system, m. Refer to . - the Truss. Re.,Eflgh -Drq;*Inq (T D) Tbr "the;..bracing rLeq ult','&M.ents fOr each IndIVI&4 0A truss co.mponen. 'BrIcIgIng-,f particularly, `strongbaek. "S brIdgIng"I� - a' rec6mmehdatJoh- for 'a :truss- system to. help con-trol.vibration. 1*6 addl.-tidn: to :qIcIhq :In the: db5tt .jb.4tlon of pbln.t' .1bacls betW666 adjacent :truss, -strohgback bridging, serves to reduce NG-, qTS -d 13 14 DOW L: *As) IDounce or re-sidual vibrtion: resulting, from moving po.n.. 1pqci��j%:sUch 'as footsteps, Th - e Performqnc.0. of -cLA 'floor sy.= areenhhnced''by. the. Int;tixlI'cL-tI0h of &.a.tk loridgl6b acid therefore Is. stroingLy, recommended by Alpine, For adcll+iondt jnfdrMo:t[(jh regardIng s, trongbaCk )�rlclolng, refer -t ..P Bj:Sj (BUIL011n,Q* 'Component Safety- Information). 2 IM! rV1 0-1- Vj G 7t- Tl� LL. PSF REF -SI r - No, 70861. T S DL- PSF ... 12 DATE 10. PRVG STf A L Pt.F'- WCELL .. - Z. PSF STA EIF i4 D. PSF F t. A ' t(m R -C DED SIFIORINS 5-croot 1,11614E�- u BE RLACE Is"V11,0S.114a ag T#u L. Ct 45 - ( &. ION mtvc j No LL. 1, NAX UR V` OW-W PALL AT** El"AST 2-78USS S.- WPPAQPRTAFR4rNP F. QPL.U.8ES, -PLAES AND.: AA 0Q.. -OTHEIR 0 T. -Iff.41E. . LYt'[.flfi.E,.;5_L'a �. A .jglIAL ...114STALL'Ag0 TID k�7 H RAT R ?:TO U11 ly .p. By bbwk a * a..'okf ' i ' SO ' i_144 brk i, 9 i ESIR AD 44, XA-D �;"-0:' NV TRUSZ: E NO- EQ POST$`Q 'o, Y CALE zi Ltd lz. UAW pit, AR u 10 e a- - 41 os. d -J; T R-08! s Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member, This design Is valid only for single ply trusses with '2x4 or 2x6 broken members. No more than one break per chord panel and no more than two breaks per truss are allowed. Contact the truss manufacturer for any repairs that do not comply with this detail, (B) = Damaged area, 12' max length of damaged section (L) = Mlnlmum nailing distance on each side of damaged area (B) (S) = Two 2x4 or, two 2x6 side members, same size, grade, and species as damaged member. Apply one scab per face. Minimum side member length(s) = (2)(L) + (B) Scab member length W must be within the broken panel, Nall Into 2x4 Members using two (a) rows at 4' o.c„ rows staggered, Nall Into 2x6 members using three (3) rows at 4' o,c„ rows staggered, Nail using 10d box or gun nails (0h128'x3', 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 repair detail may be used for broken connector plate at mid -panel splices. This repair detail may not be used for damaged chord or web sections occurring within the connector, plate area. Broken chord may not support any tie -In loads, S• L L in 4' o,c �Typlcal + 0 + o + 0 + 0 0 + 0 + o + 0 + St2' agger + = Back Face , loci Box (0.128' x 3', rlln) Nallsl o = Front Face 2x4 Member, - Double Row Staggere 2x6 Member - Triple Row Stagqerec Nail Spacing Detail Member Repair Detail Load Duration = 07 Member forces mov 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# 14150 Web or Chord 2x4 24 975# 1 1055# 1495# 1745# Web or Chlard 2x6 1465# 1585# 2245# 2620# Web or Chord 2x4 30, 1910# 19600 2315# 2555# Web or, Chord 2x6 2230# 23650 3125# 3575# Web or Chord 2x4 36, 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 42 2975# 3045# 3505# 3835# Web or Chord 2x6 43954 4500## 52254 5725# Web or Chord 2x4 Be . 3460# 3540# 4070# 4445# Web or Cord 2x6 5165# 5280# 6095# 6660# MJNnun B L L Dlstanea HIn6,um L Db:tnne• e esAWplTfllTlwpfURIbSH TIRS�ADR/iIV�DIG ALL CENTRRAUTT112t DCLSUING 1W INSTALLERS, REF MEMBER REPAIR Trusses r•qulrr extreme core h PabrleataM hvAho, shlpt Installlr- and b"elmo. Refer to and /olio. the latest dMon or 1CS1 O-Adhp Companant Sofrty n(er.atlw, 6y TPI and SBCAf for safety 'to those functlans. Installars shall t.npororyy Per 7C51. DATE 10/01/14 DRWG REPCHRD1014 poruetkes priorperfornln3 provble �t+raeNp Unlrss natrd otherslse, top chord shall hava P+aperly attached strUetural sh•atixrtp and bottom Chord ti �7 �-� 11 IL.—!�� At shalt have a proprrly attachfrd rlyld a$4 Locatlahs shown For prrnanent tatrral restraint of robs shall have broelnp heiallad per B I se }y J7 — 1106 as oppUC&b1h A;FAY plates to each face of truss and posklan as shown above and on ihs Jolni Detois, umess noted o**rw1sh to 164A-2 tar Ll �,I � AN RW C]oMPANY Refer deawlnoe standard plot• pasitl.ns, Alpho, a dNislon of ITV luidin Components %raga Inc, shall [+at be responsible For any deviation iron 4hls dror4+y any falura to bulltl ihr truss In con/.moan w4h ANSI/TPI 1, — for hand, shIPD„0, hstallatkn 1. •brfldnp of irussac A saal'm this clrawhp ar eovar pope Meeting this dmwlq, hdmtes acc.piance of pr*f.ssWnal •r4nv r•�p reaponelbill aolsly for tme dregn shown. The sulubUty and use of this drawft , 13388 Lakehonl Odva EadhCRy,M06304s ,• for flay [L'uCture !s i7N rnpOnabAky W tFfw AsIA/0 Defipmar per AHSlrtri 1 sect. !'or Wort Infornatlon see this Jabs gneral notes ppaps and these web sltrs, ' SPACING 24,0' MAX ALPINO ewmil ndtw,eonl TPL vw•,tpkrt�oral SIM Ywwebclndustrynrpl ICa wwvJCesafha" s FRA INOIA.W-Mla-1 Lumber Size and Grade.-Minu -mum Requimmqn(S. -lWk"QPM*44 . PI - ZM.. Rpdg BOARD axi) 72 Hf3igfiv ! 01 Valley I E . SPA'CING 4: -twham 13EAM,.FVr%Ry MR0. RAFTERS a -f Spans (ir,sWnca -haarsj-.4*0W--ur less Its *.Aq*tq,�f height. 3,04veL m,phj.En.cloSe.d, Csi it, A, um mph; h; gndlofaj, -Exp Dy Xit,-Lo ICHIN a TRU��*S- LIN DER VALLEY FRAMING VXILLI!fY RAFMR-.OR NDOE cm +Crfp4leb*41-0INdr-3d psf j7lj'And 26 pof (.TD) Max. Spa eapecrip p am -imaworkwg:tn". t . d to I Mv. . rfd§ , elWd so that crlppife locations are IF: X qu ment VAL '.!Fkoovt� CIO- 4 16a'ta-I 425 oi- htgies 3. 4UQtoe, orthr.649-0 a_ ing 16d. -ISdIQ& 4, RiftiHd-&ldipaf'4�blbWh9 5 .47 sleeper,;. 416dtoe- W1 4*1:6dtdLi- .6. `Kjdge:bohrd.-ti3-r.00fbldck 4 Ifid toe- BEYJ�FT�_RP�T-AS R�QDAOFL PRC� .7. .-Ridie-bix2im ILOA.Wes- Ed W (T�R 4 S. S. -Frul 1, .5. :Trbse.tat-61iiWile 416d.top- by-vibers) Pw - . , . tfq- .12. 'Crippie-to-P,411n. Sldd.t&� .. �k .. - ' .. (APTitE4 3 PERS.AMUSED) .13. -�61WPNMM tb-T-aftdt 4 16dWe- NOTE-,:Igd%t . d- ONSMON UAILS ulHi,;Or-1>4- r or scao. r4.16fp fri kIqkA6dJd. i b. stress Mon.�rgf•na,1s are y If slcapors.are.notused,, ate ,.e;f.•t;rrant NI)t i .'M alu* ills ftenalli fate-nalls trails IN ftHA njUs,ea.ch slasf�.en�iyuss 119115 -4jis nal Is. Oil$ "Oli bdib halts. MVARKM�WA AM', F M*LW Ana —x=. ac '.30 46 54 REIN .4kUWWo.�L MWMI IHIS DPAMM 'M4U a0rPACTOM, W= M c•u 0 L LM a .01 I ATE 10/01`14 TC DL- 10 2*0 7 7 D- altv Chnponent- ;afirtY 6 ktW5%I'Y A:4rd'S$W,' iA i. IP 0 0 0 �Ac! ffL - DRWG v- V1801015 V, Ovk. k -TAIt 6F d r BC• U, 0 '-0 0 0 of -Z 7,j�- U� 'plate P.0'5106fii� "k 0 RVw� 'Tb*T. Laz—of —5b4.-7 w. aM.MT Mh&3Ivxv9I*%-:� AH WW (&Von J� .,bf-A�U=CV "aF-V-F . , h I • 4n )xS. hp rewy10(- -,Irw jNs • jW B:OVE-: t Simpson Strong -Tie" Wood Construction Connectors Face -Mount Hangers - I -Joists, Glulam and SCL SR These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. ate] M 9A A Actual' Joist Size (in:) Model No. Carried Member ' Dimensions " (in.)(in.) Min./ Max. Fasteners Allowable Loads' , Code Ref. a co U cz u' .y Web Stiff _ Regd.,' > W H °. B. Face Joist DF/SP Species Header SPF/HF Species Header Uplift (160) Floor (100) 'Snow (115) Roof. (125)' Floor (100) Snow -(115) Roof (125) IUS2.56/16 - 25/a 16 2 Min. (14) 0.148 x 3 - 70 1,660 1,805 1,805 1,425 1,555 1,555 Max. (16) 0.148 x 3 - 70 1,805 1,805 1,805 1,555 1,555 1,555 21/2 x 16 MIU2.56/16 - 21A6 157/6 21/2 - (24) 0.162 x 31/2 (2) 0.148 x 11h 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 ✓ 2'/16 101h 2 - (16) 0.162 x 31/2" (6) 0.148 x 11h" 970 1,945 2,205 2,375 1,675 1,895 2,045 HU316 / HUC316 ✓ 29/16 14 Ma 2'/2 - (20) 0.162 x 31h (8) 0.148 x 11/2 1,515 2,975 3,360 i 3,610 2,565 2,895 3,110 IBC, FL, MIU2.56/18 - 2s/s . 177/+6 21/z -" -: --(26p0.162 x 31/2 (2) 0.148 x 11/2 230 3.745 4;045' 4,045 3,22013,480 3,480" LA i V/zx18 • - .• - - HU316�I HUC316.' : ` '✓-- i 2 46` 191Ja= , 21h, -,` (20) O'162 x 311z' "{8} 0.148.x 1'h" a1515 2�975; 3,360'1 3,610' 2,565 2,895•(3,110' 21h x 20 MIU2.56/20 - 29/16 193116 21/2 -1 (28) 0.162 x 31h (2) 0.148 x 11/2 230 4,030 4,060 4,060 3,465 3,495 3,495 21/2 x 22: -to 26(28) MIU2.56120 • - ✓ j. 21A16 197/r6` 21/2 ;- 1 0.162x 3 h' ' t (2) 0.148 x 1,/2 - 230 4;030 4 060, 11 4 O60 3465 3,495 3,495 29ti6 x 91/4 to 26 29ti6" wide joists use the same hangers as 21h" wide joists and have the same bads. MIU3.12/9 • = � 31/a 91/6' 21%z -- . (16) 0.162 x 3�h- (2) 0.148 x 11/2230 2;305 2,61S 2,820 1,980 2,245 2,425' 3 x 91h HU210-2 / HUC210-2 '✓ . 31h 873A, 21/2. Max. (18) 0.162 x 31h (10) 0.148 x3 ,r95 2,680 3,020 3,250' 2;305 2,605 .2,800 IBC, -MIU3.12/11 - 31/a 111/a 21h - (20) 0.162 x 31/2 (2) 0.148 x 11h 230 2,880 3,135 3,135 2,475 2,695 12,695 FL, 3 x 117h "HU212'2 7 HUC212-2 ✓ -31N ' 10 /i6" '2 %2 -Max: " (22) 0.162 x 31/2-- `- (10) 0.148 x-3- 1;795' 3;27& 3,6951 3,970 -2,820 3,180 3,425 LA HU3.25/1.2/HUC3.25/12 31/4 113/4 _21/2 ,'(24)0.162x31/2 -(12)0.148x3 1,795, 3;570 4,030 4,335 3,075.3,470 3,735 HU3.25/16 / HUC3.25/16 31/4 137% 2'h ` - VYMiinn... (20) 0.162 x 31/z (26) 0.162 x 31/2 (8) 0,148 x 3 (12) 0.148 x3 1,515 14,795 '2;975 3,870 3,360 4,365 3,610 4,695 2,560' 3,330 2;890 3,755 3,105 4,040 - 31A glulam HUCQ210-2-SDS • ' 31/4 9 ` 3; :-, .(12,)1/a"x 21/2"SDS (6)1/4" x 21/z" SDS 213A5 4,315 11, 15 1,315 3;600 13,710 3,710 FL HGUS3.25/10 • ' 31/41 85A, 4 ` - (46 0.162 x 31/2 (16).0.162'x 31/2 4,095, 9,100 9,106 9,100 7,825 7,825 7.825 IBC, HGUS3.25/12 31/, 10V8- 4 _ - (56) A.162 x 31h (20) 0.162 x 31h 5,040 9,400 9,400 9,400 8,085 8 08518,085 FL LGU3.25=SDS - '31/4 8 to'30 . 41/2 - (16)1/4" x 21/2" "SDS (12)1/d' x 21h" SDS 5,555 6,720 r 310 7,310 4,840 5,265 .51,265 HHUS46 - 35/s 51/a 3 - (14) 0.162 x 31h (6) 0.162 x 31/2 1,320 2,785 3,155 3,405 2,395 2,715 2,930 31/2x 51/a HGUS46 - 3% 06 4 - (20) 0.162 x 31h (8) 0.162 x 3'h 2,155 4,360 4,885 5,230 3,750 4,200 4,500 HUS48 ° - • °' - �3 46 61 s' y2'' ;- (6) 0.162 x 31/2 (6)'0.162 x 31/2 1,320 1;595 1,815 1,960-11,365� 1,555 1,680' 3Y2 x 7%a . HHUS48 • - �` ( 35/a 71/s 3 -, ; (22) 0.162 x 3'/z (8) 0.162 x 31/r 7 4,210' 4.770 15,140 3 615, 4,095 4,415' 'HGUS48 'e = (35%s .7y6 4-"(36) 0.162 x 31/s _(12) 0162 x 31h 1 3,235 7,460 7,460 7,463 (5,415`i6,4151 6,415 IUS3.56/9.5 - 35/a 91/2 2 - (10) 0.148 x 3 - 70 11,185 1,345 11,455 11,020 1,160 1,250 MIU3.56/9 - 39ti6 813/16 21h - (16) 0.162 x 31/2 (2) 0.148 x 11/2 210 2,305 2,615 12,820 11,980 2,245 2,425 U410 • • • ✓ 39ti6 83/a 2 - (14) 0.162 x 31/2 (6) 0.148 x 3 970 12,015 2,285 2,465 1,735 1,965 2,120 HUS410 • • - 39ti6 815/s 2 - (8) 0.162 x 31h (8) 0.162 x 31/2 2,990 2,125 2,420 2,615 1,820 2,070 2,240 HHUS410 • • - 35/6 9 3 - (30) 0.162 x 31/2 (10) 0.162 x 31/2 3,565 5,635 6,380 6,445 4,845 5,486 5,545 31hx91/z HU410/HUC410 • • ✓ 39ti6 8% 21h - (36) 0.162 x 31/2 (12) 0.162 x 31h 3,235 7,460 7,460 7,460 6,415 6,415 6,415 HUC0410-SDS • • - 39/i6 9 3 - (12)1/4" x 2%2" SDS (6)1/4" x 21/2" SDS 2,265 4,500 4,500 4.:500 3.240 3,240 3,240 HGUS410 • • - 3% 9''A6 4 - (46) 0.162 x 31/2 (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 7,825 7,825 7,825 IBC, LGU3.63-SDS - 35/a 8 to 30 41/2 - (16)1/4" x 21/2" SDS (12)1/4" x 21/2" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 LA MGU3.63-SDS • • - 3% 91/4 to 30 41/2 - (24)1/4" x 21h" SDS (16)1/4" x 21h" SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 IUS3.56/11.88 • - 31/a ( 11 /a 2:' - (12)'0.148 x'3 - 0 1,420 1.615 ) 1,745 f 1,220 1,390 1,485 MIU3.56/11 • - 3% 11)/8 21/z• - (20) 0.162 x31/z (2) 0.148 x 1'/2 210 2,880 3,135 y 3,135 2,475, 2,695 12,695' U414 • ✓ 39/,6 10` _ 2 - 1(16) 0.162 x3'/2 (6) 0.148 x 3 970 2;305 2,615 � 21820 1,98012,245 1,2,425 HHUS410 •' - -35/a 9 `- 3 - (30) 0.162 x 31/2 (10) 0.162 x 31h ",565 5,635 6,380 ei,44-5] 4,845 5,486 5,545 HUS412 •' - 39A6101/2 : " 2 • ; q ` - (10) 0.162 x 31h (10) 0.162x 31h 3,435 2,660 3,025 3;265 2,275.1 2,590 1,2,795 31/z x 117/a .HU412 /HUC412 • • - 139ti6 105/i6 21h Min., (16) 0.162 x 31h (6) 0.148 x 3 1135 2,380 2,68512,890 2,050 2,315 2,490 Max. (22) 0.162 x 31/2 (10) 0.148x3. ,7-95' 3,275 3,695 3,970 2,820 3,180 3,425` HUCG412 SDS - 39f 6 11l/a" x 2� "SDS (6)1/4" x 21/2" SDS 2,2+65 5 045 5,045 5,G4, 3 i> 30 , i 'iC, s,680 HGUS412 - ;35/s , l O ls- • 4 • - (56) 0.162 x 31h (20) 0.162 z 31/2 5,04,0, 9,400 9,400 0,400 i,8�085 8,085 j 8,085, LGU3.63-SDS - 35/a 8 to 30 41h .-; (W-1/4" x 21/2" SDS, (12)1/4" x 21h" SDS 5,555 6.720, 6,720 6,720 4,840 4,84014,840_ f . .. MGU3.83SDS •' -` ,331a' 9 f�4 to 30 41:I - (24) �1/4" x 21/2" SDS (16)1W x 2IV SDS 7,260 9,450 9;450;1 9 450 � 6 805) 6r805 6,805= HGU3:63 SDS •, -, 3e 11 to,30 41/a -. (36) a'x21/z SDS (?9)1/a�X2'/z"SDS' 9,i s 1n01 11 1�tE 1 J 917 75 46 See footnotes on p.150. Simpson Strong -Ties' Wood Construction Connectors Adjustable Truss Hangers o> a This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. ' The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specfied fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within 1/4" from the edge of the top -flange members. For the-TI-IA29; -nails used -for -joist attachment mustbe-drivEn-at-an>--- 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 3s/e" (except THA413) and larger, with no load reduction — order THAC hanger. . Codes: See p.12 for Code Reference Key Chart Double - Shear I Nailing Top View Double -Shear Nailing Side View; Do not bend tab 13/4 for THAC422 for 122-2 126-2 THAC422 Face nails Top nails per table per table n. ,, d« 1Y4, typical 21h' for THA422-2 andTHA426-2 THA418 Double42— 2face nails Use full table value (total) Single 4x2—� 4 top nails See (totaq nailertable Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of head Dome Double -Shear Nailing Side View (Available on some models) ',a-' 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 lyplual J "r, u Top Flange Installation ter to tnote 5 p.187 86 Simpson Strong -Tie® Wood Construction Connectors ET or DAM M , Adjustable Truss Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. bimensions Fasteners DF/SP° °•. SPFIHF Min "Mln (m)-_ Allowable Loads° Allowable Loads Model Ga Top. Header Code. No: Flange .Depth Carrylrig Member Roof / . Uplift Floor SnowWind Roof %• Uplift 'Floor SnowWind Ref.' W - H C 1n, ( ) ( 1n,) -Carried m`Top �' Face; Member (160) (100)- (115) '(128J160f' (160) e(100) (115) (1 5I160) ° , Flange Installattan M 11" - (2) 0.148 x 3 . (6) 0.148 x 3 (4) 0,148 x 3 1 525 1,750 1 1,750 . 1,750 450 •1,330 1,330 1,330 THA29 18 1s/a 9114s 5Ye 27/s - (4)0.148x3 (6)0.148x3 (4) 0.148 x 3 1 525 2;610 12,6101 2,610 1 450 11,985 11,9851 1,985 THA218 18 15/6 17�is 51/z 2 - (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 11h - 1,460 1 460 1,460 - 1,110 I.110 1 ' 10 IBC, THA218 2 16 3Ya';17'tis :8 2 - (4) 0.162 X 3'lz : (2} 0162 X 3li (6) Qi148 X 3 1 =u0 1 ri z 3 1;�� F' 9G ) 51a 1,15 FL, :. : - LA THA222-2 16 3'/e 223/1s 8 1 2 1- .1(4) 0.162 x 31h (2) 0.162 x 3Yz (6) 0.148 x 3 1. - 11,960,1 995 1,995 - 1 Q9G 1,515 1,515 THA418 16 1 3% 17'/z 177/6 1 2 - (4) 0.162 x 3Yz (2) 0.162 x 31/z (6) 0.148 x 3 - 1,960 1:995 1 1,995 - 1:490 11,515 1,515 'THA422 , 16. 35/a 22' 77/e 2 - (4),0:162"X3'h'�(2}016201/2 (6)0148x3 S61 7-995 19 ,4 1,460 'f„i15 1,515` THA426 14 35/e 26 77/e 2 - (4) 0.162 x 31/z (4) 0.162 x 31/2 (6) 0.162 x 3Yz - ' 2,435: 2,435 2,436 - 2,095 2,095 2,095 THA422 2 14' 71/4 2211/6 9'/a` 2 (4) 0162 x 3?h, ;{4} 0162 k 31/z (6) 0162 x 31h - 3,330 3,330 "3,330 '' 2 8' 2 865' 2,865 - FL THA426-2 14 ' .y 7 /4 26 /6 ' s 9 /4 2 - 1 (4) 0.162 x 3 h .. (4) 0162 x 3'h (6) 0.162 x 31h - 3,330 3,330 --__-v 3,330 - 2,865� 2,865 _,8 2,865 THA29 18 1 1% 911/s 5% 1 9"A6 I- THA213. ..18 16/a 13556 :51h':- THA218 18 1 % 173,E 5'/z - 173A6 - THA218-2g _16 3Ya, ]7°1Yis'` 8 THA222-2 16 3% 223s 8 - 141/s - THA413" 18,. 13 -,A THA418 16 3% 171/z 77/6 1- 141/s - (16) 0.148 x 3 (4) 0.148 x 3 525 2,265 2,265 • 2,265 45U .1950 1 1950 1950 (14) 0i48`0 ,.(4) 0.148 x 3 •855 .2.045 ,2;340, ?,450 735 ' 163Q7fii "' "2105'` (18) 0.148 x 3 (4) 0.148 x 3 855 2,450 2,450 2,450 735 2105 2105 2105 (22),0.162 x'3'/z (6) 0162 x 3'h `1,865 3310 3 37U' � ,ti `' 1 595 2 6"h .. •2;84 , . r,845' IBC, FL, (22) 0.162 x 3Yz (6) 0.162 x 3Yz 1,855 3,3110 3.310 -3,310, 1,595 2.,845 2,845 2,845 LA O148 x 3 3 L 2.0 S ,340 ^ r 45d 735 -bib, 2,105 -" (22) 0.162 x 3'/z (6) 0.162 x 3'h 1,855 3,310 3,310 3,310 1595 2_;845 2,845 2,845 THA426 14 3%e 1 26 1 77A 1 161/s - (30) 0.162 x 3'/z (6) 0.162 x 3'h 1,855 4,415 4,480 4,480 11,59513,79513,8551 3,855 THA422 2 14 7Ya 22"hg 93/a': - 1f3hs (30} 0162 x 3Yz (6)9162 x 31h 1855' 5,170 5,520, `` 5 5208 :, 1 595` 4,445 4 74 4,745' " FL THA426-2 14 71A 261/s 93/4 - 18 1 (38) 0.162 x 3'/z (6) 0.162 x 3'h 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 bading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 1'h" min. top flange are based on a single 2x carrying member; all other top -flange installation bads are based on a minimum 2-ply 2x carrying member. For 4z2 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 aoist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. LUS/MUS/H US/H H US/HG US Face-Mount.Joist Hangers ��ERBp This product is preferable to similar connectors because LU of a) easier installation, b) higher loads, c) lower �j installed cost or a combination of these features. b The double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double ,hear railing that distributes the load through two points on each Joist nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • MR designed for 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 Do not bend tab Dome Double -Shear Nailing Side View C - C_' (Available on some models) SIMPSON S>trongTie° 1'far 2x'lie. for4,% o C; c.O „ H 61 c,`. B LUS28 MUS28 HHUS210-2 HUS210 (HUS26, HUS28, and HHUS similar) c—� I=2l/8� HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 Simpson Strong -Tie® Wood Construction Connectors Face -Mount Joist Hangers (cont.) a N I ISS A Model No. Min. Height Heel Ga. Dimensions (in %:) Fasteners W H B Carrying,' ; Carried Member• -„ °; " Member ." Single 2x Sizes LUS24 ` -25/a 18 ' 1946 31/a " 1 (4) 0.148 z 3 . , (2) 0.148 x 3 LIJS26 41/4_ 19ii6 43/4 . �. 13/4 (4) `i0.148,x 3 • .' -(4)'0.148 x'3 MUS26 41A6 18 19A6 5% 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 45/i6 16 15/a 53/e 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 HGUS26 49A6 12 1 % ' 5%/ 5 (20)-0,162.x:31h, ;(8) 0.162 01h, 'LUS28 `" 41A6, _"' 18 1-9/16'' `'65/a r'. 13/4 (6),0148'x 3_ `j. i "(4a,0.1A8 x 3. MUS28 6-546 18 19/is 613/,s 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61h 16 15/s 7 3 (22) 0.162 x 31/2 (8) 0.162 x 31h HGUS28 6% 12 15/s 71/a 5 (36) 0.162 x 31/2 I (12) 0.162 x 31/2 LUS210 = "�- °41/a• 18'' "19Ie 7t e ). "1 /4' "`(8):0:148x'3.-=� HUS210" 1 83/s` ` `16,'' 1�a (30);0162_x3'h` '{10)0:162'x3112^ HGUS21,'0 89, " _ _ 12 15 91/e 5 (46)-0.162 1. See table below for allowable bads. ®These products are available with additional corrosion protection. For more information, see p.15. ED For stainless -steel fasteners, see p. 21. Many of these products are approved for installation B with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. 0 DFAIIowabje Loads. SP Allowable Loads _ - SPF/HF Allowable Loads Code' Model' No. • ` " Upliftl' (160), Floor (100): I Snow (115) I Roof (125) Wind (160) Upliftl. `.{160) '° Floor. (100) a • Snow'' , (115) .. : Roof (125) Wind (160) Upliftl (160) Floor (100) Snow (115j Roof (125)_ , Wind (160) Ref.' Single 2x Sizes - _ ..._._._._._.. _._..._.. LUS24� 435 670 765- H2O ° 1,045 ,`_3J5 _ 725._825 .. ` 890' '1.120' - 360 495 565 605" 770 LUS26 1,165 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, MUS26 930 _1,295 " 1,480:: 1,560_ 1,560 ' ,S"d0' ?1,405,- -1,560: ,56Q 1;560 810... 955 11090 1,186 350'., LA HUS26 1,320 2,735 - 3:095 3,235 3,235 1,320 2,960 3,280 3,280 3,280 1,150 2,350 2,660 2,780 2,780 HGUS26 875 4,340 4,850 5,170 5,390 .' �875," "4,690 5,220 5,390 5,390 780 3,225 3,610 , 3;870°" 3,985" IBC, FL LUS28 1,165 1,100 1,260 1,350 1725L1,760 1,195 1360 1,465 1,730 865 810 925 1,000 1,270 MUS28' 11320, 1,130 , 1,975 2,125 - 2 255 - 1;875''" ' 2,135 , `2,255 2 255 1,150 1,270 1,455 1.575: 1,955 IBC, FL, LA HUS28 1,760 4,095 4,095 4 v95 4.095 4,095 4;095 4,095 4,095 1,480 3,520 3,520 3,520 3,520 HGUS28 1,650 ?.2?n 7,275 7,275 ; "7,275' "t,c75 7,275 7,275 7,275 1325 3.67Q 3;820, 3,9,f5, ,4,250 ; IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, HUS210' 2,635 "-5,450 5,, &_ • 5,830. 5j,8jb. '2,635, 5,395 5,780 " 5,83C 5,830 ' 2.220 , 2,33-3 2,455 , 2,535 ' 2j825"-- LA HGUS210 2,090 9,100 9,100 1 9,,00 9,100 1 2,090 a 10Q 1 9,100 9,100 9100 1.545 6,340 6,730 6:730 6,730 IBC, FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp.98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45' • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel out 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" +94 Bevel cut 0.85 of table load 0.41 of table load Acute side 0' Specify angle Top View HHUS Hanger Skewed Right Qoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). • • • • •••Construction•• i LUS/MUS/HUS/HHUS/HGUS x ............................... _....-...... _..-'--'-... _........... ......... _............................................... - These products are available with For stainless Many of these products are approved for -installation additional corrosion protection. ® steel fasteners, @ with Strong -Drive® SD Connector screws. For more information, see p.15. see p.21. See pp. 335-337 for more information. It Mina Dimensions (In )' Fasteners (m )'.. DF/SP.Allowable Loads SPF/HF Allowable Loads , Code Model No. � Heel - Height' "Ga. , , w,. H B �Ca�rymg ' Member. ;. � Carried � Member Uplift' (160) ` Floor' (100) SnowRoof (115) (125), Wind (160) Uplift > (160) 1 Floor (100) "Snow' (115) `Roof . (125) Wind � (160) ''Ref. Double 2x Sizes WS24-2"'- 21/4 ' 18 3'/a (4)0.162x3%z=;`(2}0.1621(3?Iz • 410 800 '905 '980 � 1,245 355 ' ��690 '780 845' '1;076` LUS26-2 4a.46 18. 3?/a 47A 2" (4)'0:162x3'lz,=� (4)0.162'x31/2 1,06-1 -1,030 1,170 1,265 1,595 '910 885, 1;005 1,090 1,370 HHUS26-2 4-546 14 3-516 53/a 3 (14) 0.162 x 3Yz (6) 0.162 x 31h 1,320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26-2 41A6 12 35/i6 57A6 4 (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 LUS28-2 4afi6 18. 3'% --7 --:2, . ,(6)0:762x'31�z" -(4)0.182z3"Iz I060 i,315',1,490" 1,;610 =2,030` 91T 1130_ f,?N 1,385 1;745" IBC, FL, HHUS28-2- 69/6` - 14 `-35/is 71/a ' 3' (22) 0:162 x 311z (8)-0.1,6 X 3'"M' 1 ?60 4,265; 4,810" 5,155, 5,980 1,515 3,670. 4;135. 4,435 5;145'', LA 'HGUS28`,2' 69A6" '"12. 3-% 7446 `4'.:, (36} 0.162 x 3?h° :.(12) 0:162x 31h 3,235 7,460 7,460 °7,460 ,7,,460 2,780 -6 415 A,415 '6,415. 6,415 LUS210-2 6346 18 31/a 9 2 (8) 0.162 x 31/z (6) 0.162 x 31h 1,445 1,830 2,075 2,245 2,830 1,245 1,575 1,785 1,930 2,435 HHUS210-2 8% 14 35A6 87/a 3 (30) 0.162 x 31/z (10) 0.162 x 3'/z 3,550 5,705 6,435 6,485 6;485 3,335 4,905 5,340 5 060 5,190 HGUS210-2 89/16 12 35f16 93A6 4 (46) 0.162 x 31h (16) 0.162 x 31h 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes 'HGUS26 3. ` i 41346 ':,12 4 5li6 51h - `4 (20) 0162 x 3'/z `(8) 0.162 x 31h 2,155 '4,340` 4,850 `5,170 5,575 1,855 i 3;730 ,4170: 4;445 4,795 IBC, FL, HGUS28 3 61�i6 12' 415/ic 711a 4 '(36) Q,162 x 3'/z` • (1'2) 0.162 x 3fh 3,235 7,460'; 7,460 -7,460 .7,460 2,780 6 415. 6 415 6,415 6,415' LA HHUS210-3 8% 14 4N6 87/a 3 (30) 0.162 x 31/z (10) 0.162 x 3'/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 813A6 12 415/6 91/4 4 (46) 0.162 x 3'/z (16) 0.162 x 3'h 4,095 9,100 9,100 9,100 9100 3,520 7,825 7,825 7,825 7,825 FIGUS212'3', 105/a' 121 4f5A6 103/a 4 (50}OIocx3'/z''120}'0.162;x31h '5;695 9,045` 1;04'r, -9;u45'-9,t* 1 :,90t) -f.1Rr3 r;80;'7,78d "1,7&0' IBC FL, LA HGUS214-3 124 12, 415f6 12314 ' 4 (66) 0.762 x 3'lz;' (22) 0.162 x 3'/z 5 69$ 1Q125 10,125 10,125 10,125 4,900. 8,,190 '8190"; 8,190 8,190. Quadruple 2x Sizes 'HGUS26-4•-- 51/2,`<,12 .�6956 15346 :4 (20)_Oy62X31/z'f 8).0.1620Yz , 2,155 4,340 '41850 5,176 `5;575 1,855 3;730 �4,170 _4,445 4,795, IBC. FL, HGUS28-4 71/a 12 69A6 73A6 4 (36) 0.162 x 31h (12) 0.162 x 31h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 8% 14 61/a 87/a 3 (30) 0.162 x 31/z (10) 0.162 x 31/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210=4` 91/a- ,. 12 65h6 93f6 , 4 (46)0.162x3Yz ;(16)0:162x3'h 4;095 9,100 9,100 "9,100 9,100 �3,620' 7825' 7,825 7,825 7,825. 14GUS2124 105/a `! 12,: 6'/6 10%1 4 (56p0.1.62 x 3'/z,1'(20) 0.162 x 31h 5;6y' 9,0 ,,5 4 Q45 9,045, 9,045 4 900 "tb0 "7, 78U i,7CtJ °7'780 IBC FL, LA HGUS214-4 -�125/a -°12` 65/i6 125/a 4 (66)0.162x3Yz(22);0:162x3�z; ,5,695 `10,125-10,125 10,125 90,T25,4,900'.8,7�10 "871Q 8,71O 8,710' 4x Sizes WS46 �` `.4,a/a ` ,` 18 3aha 43/a 2, (4)-0. 62 x 3'/z�' >(4) 0.162 x 31h 1,01610 1,030, 1',170 ,12265 1,595 910 885 1005 1,090 1,370 IBC; FL HGUS46 ; -,,".I 47h6 12 '35/s 47ti6 4 (20y0,62 x 3Yz j {8) Q I62 x 31/z ?2,155 4,340` 4 850 ;5170 5,575 1;855 3,73 0 4,170 4,445 4 795` HHUS46 ' "- 41i6 114 35/e 53/is 3 (14) 0:762 x311z 4(6) 0162 x 3'h 3?0 '2,830' '3,190 '3 415 4,250 1,135 ,; 2,435 2,745 '2,935 3 655` LUS48 43'a 18 3a/6 6'%a 2 (6) 0.162 x 31h (4) 0.162 x 31h 1,060 1,315 1,490 1,610 2,030 910 1,130 1,280 1,385 1,745 IBC, FL, HUS48 6'A 14 3a/ta 7 2 (6) 0.162 x 31h (6) 0.162 x 31h 1,320 1,580 1,790 1,930 2,415 1,135 1,360 1,540 1,660 2,075 LA HHUS48 61/z 14 35/a 71/a 3 (22) 0.162 x 31/z (8) 0.162 x 31h 1,760 4,265 4,810 5,155 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 67/16 12 35/a 7116 4 (36) 0.162 x 31/z (12) 0.162 x 3'h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 1 6,415 6,415 6,415 LUS410 _ ':, 61/a 18 39fs 831a , 2 ,' . (8) 0.162 X 3"/t '(6):0:162:x 31/z ` '.;445 .1,830. 2,075 2,245` 2(830 .1,245„ 1,575 1;7,851,930 2,435 HHUS410' 8% 14 3% 9 3 (3%0.162 x 3Yz; „(10} 0.162'x 3'h 3,550' 5,705 6,435 6,48,5 6,480 3,265, 4,905 ,5;535 5 5,'S 5,575 ' HGUS410 8% 12 35/a 91/16, 4 (46) 0:162 x 31h _ (16) 0.162 X 31h. ,4;095 9,100 9,100 9,100 9,100 3,520 7,825 7;825 7;825 7,825 IBC FL, LA HGUS412 1034 12 35/a 107/5 4 (56) 0.162 x 31/z (20) 0.162 x 3'/z 1 5.6951 9,045 9,04�10,125 4,900 7,780 7,780 7780 7,780 HGUS414 11N. 12 3% 127Ii5 4 (66) 0.162 x 31h (22) 0.162 x 31h 5,695 10,125 10,125 4,900 8,190 8,190 8,190 8,190 Double 4x Sizes HGUS7.31/10 8765 12 ; 7Ma BIA6 4" (46)O;j62x3?/zF?(16)0.162'x31/2 -3;430 9,695` 9,095 '9,095 9,095 2,950,L 7,820 �7,820 7,820 .7,82I) 107/s 12 73% 10a/6 4 (56) 0.162x3'/r(20) OJ62ix31%z 3,835 9,295; 9;25 ;295 9,295 3,300 7995 ;995 .7,995 7,995FHGUS7.37/12 L HGUS7.37/14 11ti 12 7% 129A6. 4 , (22)',662x3'lh 5;080 10,56010,500 i0,500 1'0,500 4,370 °9;030`9,030. g,'0309,030 1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is.a download rating. 3. Minimum heel height shown is required to achieve full table bads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSIITPI 1-2014. Simpson Strong -Tie® Connector Selector" software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 2112." 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 bad to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. Simpson Strong-TieO Wood Construction Connectors 96 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 'Is" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge Finish: Galvanized Installation: • Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filling round and triangle holes for maximum values • 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 . Options:-,. • HTU may be skewed up to 671/z°. 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 HTU26 Min. heel I M - height per table Many of these products are approved for installation with Strong -Drive SD Connector screws. See pp. 335-337 for more information. N Typical HTU26 Minimum, Nailing Installation iiiax: gap between end -of truss and carrying member HTU Installation for Standard Allowable Loads (tor 1/2" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) 0 Model Min. Dimensions (in.) Fasteners (In) DF/SP Allowable Loads ` SPF/HFAllowable toads Code No. - '' • Heel'�°Carrying Height W . H =g r Carved" - Member :;Member Uplift_ Floor. (160), (100) Snow (Roof (115) ( (125) Wind „ . Uplift '(1ti0) ; (160) Floor], (i00) . Snow .. (115)`, Roof ' Wind '(125) ;(160) Ref. , Single 2x Sizes HTU26 31/z .15/a SMa 31/2 (20)0.162'x31/z :(1-1),6.148x11/2, 64U 8701 1 2,670 2,670 550 ':680. IA & ' ,680 1fi80" HTU26(Min.) 37/A; 15/a 57Ae. 3W :(20)0.162x31h (14),0.148xTh 1,250 2,940 3,200 ;;-3,200 :3,200 1,0751, 1,852 2.015 2,015 € 2,015 HTU26(Max.) 51h 1-% 57Aa; 31/2 (20) 0.162,x 31/2 (20).0.148,x 11h1 ° 1;555, 1 2,940' 3,320 3,580 `4,010 1,335 2,530 " 2;55; `9,u' 3,450 IBC, HTU28 (Min.) 37/a 15/8 7% 31/2 (26) 0.162 x 31/2 (14) 0.148 x 11/2 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/a 15/a 71Aa 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11/2 2,020 3,820 4,315 4,655 5,435 1,735 3,285 3,710 4,005 4,675 LA HTU210 (Min.) 37/a 1 % 916 3'h (32) 0.162 x 31/2 . (14),0.148,x 1Y2 19330 4,300 4,3 00 4,300 4,300 1,145 21225 3,225`' 3,225 322.5 HTU210 (Max.) 91/4.. 15/e 9% 1 3?/2 (32) 0.162x31/2 (32),0.148°x 11/23,315 "4,705 53310 ; 5.730 1 6,995 ` 2,850 4,045 4,665 '1,330 ' 5,155 Double 2x Sizes HTU26-2 (Min.) 3% 3-51s 5M6 31/2 (20)0.162x31/2, (14)-0.14&x3 ; 1515 ' 2,940 1.120 3,580 3,910 -1,305 1,850 1 2,090 ' 2,255 2,465 HT.U26-2-(Max.) i .51/2 35A6 57AS 31h (20) 0.162 x 31/2 . , (20)'0.148.x'3 2,175 2,940 3,320 i 3,580 4,480 1,870 2,530 1 2,855 3,080 3,855 HTU28-2 (Min.) 37/a 35/,e 71Aa 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1,530 3,820 4,310 4,310 4,310 1,315 2,865 3,235 3,235 3,235 IFL, HTU28-2 (Max.) 71/4 35Ae 716 31h (26) 0.162 x 31h (26) 0.148 0 3.485 3,820 4,3151 4,655 .5,825 2,995 3,285 3,710 s 4 005,_,6,010 LA HTU210-2 (Min.) ' 37/e 3-51e 9146 31h (32) 0.162 X 3'/2 (14) 0.148 x 3.. 1,755 4,705 4,815 ' 4,815 4,815 1,510 ' 3,530' 3,610 1610 3,610 U210 2 M HT ( ax) 91/4` . 35/ia `91a -31/2, '(32) 0.162X 31/2 (32),0.148 x_3 4,110, 4,705 5,310 5;730 5;5<5 .3,535, 4,045 4,56� '',4,930, i 'S 605 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. L 5. For hanger gaps between %" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSUrPI 1-2014. Simpson Strong -Ties Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 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. B. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. Simpson Strong -Tie® Wood Construction Connectors 6 Face -Mount Truss Hanger (cont.) 0 Many of these products are approved for installation with Strong-Drivee SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member " Min. Fasteners (in.) DF/SP Allowable�L' ds„ ° ° SPF/HF Allowable Loads-.., Model No. ° Heel- Height minimum Carrying Code Ref. -Carrying Carved g Uplrft. ?><,Floor `Snow Roof Wind Uplift ° F1oo� Snow' -Roof:' Wind' (in.) Member Member= Member (160) {100) ` (115) . (125) '(160) (1'60) ,. (100) - (115)� (125)•=,; (160)-M HTU26 (Min.) 37/a (2) 2x4 (10) 0.162 x 31/z (14) 0.148 x 11/z 925 1,470 1,660 1,790 1,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 51h (2) 2x4 (10) 0.162 x 31h (20) 0.148 x 11/z 1,240 1,470 1,660 1,790 2,220 1065 1,265 1,430 1,54.0 1,910 IBC 1Y ` /o%:i`4no.,AI/t4'n7n " ' , 5n= nnr Ipr 2r' �rs 91'� FL. CA 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) Dimensions (in) Fasteners (m) DF/SP Allowable Loads , SPFIHF Allowable Loads Model .....: No Heel Height _ _ Carrying Member.' _ �Carned t °Member l)plir _(160} °Floor Snow (100) (115), Roofµ (125) Wind (160) Uplift' (160) _Floor ;=(100) Snow 0i ` `hoof e(125) Wind, (160) Code; Ref. Single 2x Sizes HTU26 3'h .- . s/a 57/�e-. 3'h (20) 0.162 x 31h (11)'0148 x 1?/z:. 635 2,395. 2,3395 2,395' 545 . ,1 10 iri10 1;,1;) ,HTU26 37/a 15/a ' 57As 31h (20) 0162 x 31, (14) 0.148 x 1 �/h 1;175> 2,940 3,100 3,100, 3,100 1,010 1,955 1 955 •1,955 1,955, HTl)26(Max.) 51h' 14 57tia' 31h (20) 0.162 x .31/z (20) 0.148 x 11h- 1 215 �:2 940 •3,~,"52{ 3,s80 , 3,630 . 1,045 1,850 2,09P '2,? 228b IBC, HTU28 (Min.) 37A 15A 7'tie 31/z (26) 0.162 x 31/z (14) 0.148 x 11/z 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, HTU28 (Max.) 71A 15/a 71%, 31/z 1 (26) 0.162 x 31/z (26) 0.148 x 11/z 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3,235 3,490 3,765 LA HTU210.(Min) - 37/a . 15% 935a' 31h' (32) 0162.z:31h (14) 0.148'x 1'h1 1,250; 3,600 , 3 60D 3,600 .3,600 J-,O7 "2 700 "2;700 2,700 2;700 HTU2 '0 (Mai), �; 9'I9 ,1 % ° - 9'h6< 31h (32) 0162 x`81Iz (32) 0:148 x 11h; 3 255 4 7051-:5,024 , 5,©20 5,020 2 800° 3 530 ,3,765 > 3;Z65 "3,765 Double 2x Sizes HTU26 2 (Min':) 37/a ;3 a ° `57/s "` 3'/z ° '(20} 0162Rz 3'h 14$ x3 ! 1 515 `2 940 I a�326 '-3 ,500 3 500 ,1,305; 2 205 "2,205 2,205 2 205 HTU2652 (Max.) 5'h° 3�a 57tia; ,3?h {20) 0162'x 31iz (20)`0148 x 3 1910"' 2 940 .3,320 3,500 3,500, 1,645 2 205 2t205 2,205 2 205 `. HTU28-2 (Min.) 37/a- 3-'i6 71/6 31h (26) 0.162 x 31/2 (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, FL, HTU28-2 (Max.) 71/4 344a 71As 31/z (26) 0.162 x 31/2 (26) 0.148 x 3 3,035 3,820 4,315 4,655 52520 2,610 2,865 3,235 3,490 4,140 LA HTU210 2 (Min.);'' 37/a ° ; 36a • 9Y6� 3?h (32) 0162 x31Iz (14)-0148,x 3: , 1,755' 4,255 14,255 4,255 4,255 1,510 : , 3190 ` 3;190 " 3,190 3,190' HTU211 2-(Maz.) 9'/a 3 6 9'fc 3'fz (32) 0.162 x 31/z - (32) 0.148 X 3 3,855 �4,705 ( 5,310 .5,73E 6,470 3,315 1.3 536 ; 3,980 ,4,300. 4,855 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 'A' and 1h°, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with,ANSVrPI 1-2014. Simpson Strong -Tree 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 alowabb 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. 19 Simpson Strong -Tie® Wood Construction Connectors HU/HUC/HSUR/L i Medium, Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/16" or greater, at 100% of the table load. Specify HUC. • HU is available with one. flange concealed when the W dimension is less than 25/16" at 100% of the table load. Specify as an W version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 1 3/4" Titen® 2 screws (Model TTN2-25134H) for concrete arid 'A' x 2'/4' Titerl 2 scre-,ars (Model TTN2-25234H) far GF-CMU. Follow all installation instructions and use the loads from the sawn lumber or E MP 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 1TN2-252341-1) and for concrete 0/4" x 1 3/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/16"-diameter hole to the specified embedment depth plus'/z". • AfternaWely, drill the 3/16"-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool ICds are available. They include a 3/is" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/16" x 41h" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/e" is required as shover. in Figure 1 for fill uplift load. • 11 here no up! ft load is required, a minimum end distance of 11/2" is pem,,itted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 Simpson Strong-TieO Wood Construction Connectors ivi :1-*610 HU/HUC/HSUR/L a = ...................... ....._........ ._ _._.-.- ----...... .................. ... ._._.._.._._... .......... __ -----...._.__ ..._. _............ Medium -Duty Face -Mount Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. `Allowable`Loads Model Fasteners GFCMU°,"Concrete' No. {in.j Code Standard 'Concealed ...� 6FCMU ® Titen 2, Concrete ®; Tden .,2 ,,. Joist , . , , r uplift- (160) Down' (100L125) UpliftDown: (160) (100/125) Ref. HU26 HU26X (4)1/4 x 23/4 (4) Y4 x 13/4 (2) 0.148 x 11/2 335 1,000 335 1,545 i� ,HU28 HU28X. {6) lax 23/a' (6)1f4"X1a/4 (4) 0:148 i(11/z545 1,500 7602 400 HU24-2 HUC24-2 (4)1/4 x 23/4 (4)1/4 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 HU26-2 (Min:) HUC26 2 {8)'lax 23/a Y (8)1l 13/4 `(4) 0148'z'3 ' " 760 2 000 °, 760 "-3 200 HU26-2 (Max.)(12)!/4 x 23/4 s(12)1/4 z 13/4 s 3 000= 1135 3 950 HU26-3 (Min.) HUC26-3 (Min.) (8)1/4 x 23/4 (8) 1/4 x 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)114 x 23/4 (12)1/4 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU28-2 (Min.) -(10)1/a x 23/4 =; (10) ?%4 X 13/aro �(4) 0:148 x 3 _ , ,760',,, 2 500,.' 760 3 725 ' HU28'2 (Max.) , °;:. HUC28 2 (Max.. ' )" (14)'1 x 23/4 ' ` 14)1/a x 1,3/a ( {6j O.f48x3�1135,' " x 3;500 ' 1,135 .4 920 ` HU210 HU21 OX (8)1/4 x 23/4 (8)1/4 x 1 3/4 (4) 0.148 x 11/2 545 2,000 760 2,415 HU210-2 (Min) " HUC210r2 (Min.) . (14) "74x 23/4 (14)'/a,X 13/a y:(6) 0.148'x;3 1135 "' • 3,500 1;135 , 920 HU2i0 2 jMaz;j' HUC210 2 (Max) 1 (18) lb x 23/4 , a (1$) /4 x /a {10) 0.148 z 3 - 1,800' 4 500', 1,80 ' <5 085 i HU210-3 (Min.) HUC210-3 (Min.) (14)1/4 x 23/4 (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 VHU210-3 (Max.) HUC210 3 (Max.) (18)114 x 23/4 (18)1/4 X 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU21�2 � HU2i2X (10) �%a x 23/4 �. (10)1/4"x-13/4 , `` (6) 0148 X 1?h 1,135. " 2,500` " 1,135-2,665'. ' . , C ID HU212 2 (Min.) HUC212-2 (Min.) (16)1/4 x 23/4 (16)1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 V HU212-2 (Max.) HUC212-2 (Max.) (22)1/4 x 23/4 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 ((; 0) HU212-3 (Min.)• HUC212-3 (Min:) _ (16)1/4 x 23/4 l (i6),Yax;13/a (6) 0.148 x3 , 1,135 4,000 •- 1=,y35 C IiU212 3(Max.) HUC21273 (Max:) (22)1/a x 23/a7' (22) ^/a x,13/4 (10) 0:148 x 3 1 800 . . 5;085 , . - 1;800'5 U HU214 HU214X (12)1/4 x 23/4 (12) 1/4 X 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 HU2i4-2 (Min.) '. HUC214-2 (Min:) (1 ay%x W1, 8)1la x-13/4 (8) 0148 x 3 1 515 4 500 1515 5 085 - 6 HU21.42'(MaX.) HUC214-2 (MAX. (24),1/4 x 23/a (24),1/a x13/a ^ „ '.(12) 0148 X 3 2 015 5 085°' 2 015 5 085 a HU214-3 (Min.) HUC214-3 (Min.) (18)1/4 x 23/4 (18) 1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 0 HU214-3 (Max.) HUC214-3 (Max.) (2 4) 1/4 X 23/4 (24)114 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216' HU216X (18) ld x 231a . ; . _ (1$)1/a x 13/a �(8) 0.148 x 11h; "1 515 _ " 2,920 , ' 1,515 777- 2 920 0 0 HU216-2 (Min.) HUC216-2 (Min.) (20)1/4 x 23/4 (2 0) 1/4 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 r z HU216-2 (Max.) HUC216-2 (Max.) (26)114 x 23/4 (26)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 0 a HU216 3(Min.) HUC216.3 (Min.) '(20)1/aX23/a > n .(20)?/q° .{8) 0.148x3 1,515 ' ' '4,920 1;515 4,920 HU216=3 (Max.).' HUC216 3 (Max.)-. (26)'(a x 23/a' �;,'i(26)1/a x,13/a; 1 {12) 0.148 x 3 ' 2,015' "., q 5,085 °;.. -2,015 ° "5,085. HU7 (Min.) (Not available) (12) 1/4 x 23/4 (12)114 x 13/4 (4) 0.148 x 11/2 545 2,980 760 2,980 N 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 1,085 3,485 0 C> HU9 (Min.) (NotavaiUble) (18)?/a x 23/4. ,� . '{t$)"1/4x�13/a '. , (6) O'14$.x 11/2 '1,135 _ 3,230� 1;135 � 3,230, HU9'(Ditax.)` (Notavailable} - (24)1%aX23/a.` ;�; (24)1/4x'13%i. (10)0.148;x11h 1445 •3,735`, i,445 3735 HUii (Min.) (Not available) (22)1/4 x 23/4 (22)1/4 x 13/4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)1/4 x 13/4 (10) 0.148 x 11/2 1,445 3,735 1,445 3,735 HU14 (Mm:) (Not available)•.' w (28)?/a x 234 r (28)114 x;13/4 a,(8) 0.148 x 11h ]'515 - �3,485 : 1,515 ,3 485 HU14 (Max) - (Not available) {36) Ya x 23/a (36)1/a x 1a/4 (14) 0148 x•11h 2 015 - 4,245 2,015 4,245 38 STAGGER JOINTS - TYR UPLIFT/SHEAR ANCHORSV� EACH TRJ55 - SEE B/SKI PLAN NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRUSS BEARING A SCALE NTS 91GI i IED HEEL ROOF TRUSSES PLAN 1 ROOF SHEATHING- SEE I SOFFIT/FASCIA- SEE ARCH. RAISED HEEL ROOF TRUSSES -SEE PLAN (3 am L w a RIBBON BOARD- SEE SCHEDULE FOR SPACING d RIBBON BOARD- SEE FASTENING TO w a SCHEDULE FOR SPACING ! TRJ56ES FASTENING TO TRUSSES WALL SHEATHING -SEE PLAN-4/- MIN. 15/32' GDX PLYWOOD OR Y l/I6' 05B WITH 8d GUN NAILS Y WALL- (0.131' X 2 1/2') 9 6' O.G. TO UPLIFT/SHEAR GYP. CEILING - SEE PLAN SEE PLAN RIBBON BOARDS ANCHOR EACH SEE PLAN TRUSS- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRJ55 MASONRY WALL - BOTTOM CHORD SEE PLAN I RAISED HEEL TRUSS BEARING B SCALE. NTS SKI RIBBON SCHEDULE- DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH (2) 12d GUN 10.131' X 3'J lVaeEXP. MPH) 2X4 SPF2 24' TO EACH TRUSS, (4) EXP. B, NAILS AT JOINTS ENCLOSED Vult=180 MPH (2) 12d GUN (0.131' X 3') (Vaed=139 MPH) 2X4 SPF2 16' TO EACH TRUSS, (4) EXP. C, ENCLOSED NAILS AT JOINTS O U [14Uz� z�c�Z 0>> il, < < _ wl . Z O M z w Z EL 3 < U u d �e 6 ❑ ❑ SHEET' RIBBON 0N1. RNSFD MEET ROOifI S HEET INFORMAL lOB NO.: IJE ISSBED: 11 DRAYM BY: REVIEvIEOBY: SK.1 January ,10',2Y20 CAfpehtet',,C- tractors. 6fAmerica, Inc:- �aOo Avenue dl N-W Winter ji—A FL381;996-62,01 Dear ,:Matt: .1t.,h-Ascome ,-tbmy-atten,t-'io,rrihatsomequestions wire ,raised concern ing,5,1' dl-iameer --t ; holes drilled fh'fUthe: :.-c' ords {wide-f;icqlofsys',4.Zgq trusses fio: allow far.' threaded rods usedfor "tie downs " e ends are,overcontinuous � se 'ga:bI.support V 6 es ftille'd 4664tAh 6..,cen I ,pf,th Wlf'h d t,'h' ' h"' I y sheathed.an, 'an, ., e, W; .,or ver .1 U I calwebs ffien: 'face no,cl amagin.ganyconnec connector brts.." nc repair is required:.The truss 'y supports feet offloor loads;ancl no additional If y(jui• ha"Ve'-A-ay.,ques ions,,,pleAse give tn'ea-zalL Sin"C r,,,!eiy,. V Nd. 86367 STATE OF 61$0 6rum Drive, Suite , §', Orla ndo, FL 3.12821'!- (00Q) 521-"97.90-=(863),422--,8685 W"p1pin.pitw.,pM iUs docunut has be" duct onicaWsigned end steed using a C, AW Signatre. Pliti#ed copies�� anarigind ;�$ �bv ALPINE Ywifted using the ortgWO sieC'�'oroc version. *oW10tu*0'}f. ANITW COMPANY COA 40 278 03/10/2021 ENS y f4Ca. 708'61 s STATE �V a •'"r ps.«s..er ie $ItB;inifSrrYi3t�C/n. pa a 1: . 'Customer Carpenter Contractors of America Job Number.N334504 Job D' escrip bon 7A51320,1 82ED,F ,02G ,R101 / 1828/CALII4EBB ELEV.D/F Address: fob En ineetmn CFtetia-" )esign Code: FBC 7th Ed. 2020 Res IntelliVIEW Version: 20.02.00A JRef#: 1X3L89750047 Mind Standard: ASCE 7-16 Wind Speed (mph): 160 Design Loading (pso: 37.00 3uiidin Type." Closed This package contains general notes pages, 29 truss drawing(s) and 5 detail(s). Item Di aa+vng Nut»ber. Truss. 1 069.121.1140.51634 Al 3 069.21.1140.52509 A3 5 069.21,1140.51337 A5 7 069.21.1140.52103 A6 9 069.21.1140.52368 A10 11 069.21.1140.52305 A14G 13 069.21.1140.52540 62GE 15 069.21.1140.52415 C2GE 17 06921.1140.52759 D2 19 069.21.1140.52399 V4 21 069.21.1140.52274 EJ7 23 069.21.1140.52650 EJ3 25 069.21.1140.52681 CJ5 27 069.21.1140.52525 CJ1 29 069.21.1140.52493 HJ3A 31 GBLLETIN0118 33 VAL180160118 Alpine, an ITW:Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone: (800)755-6001 www.alpineltw.com. Item. t?ravvtng Nutimt er Truss° 2 069.21.1140.52244 Al A 4 069.21.1140.51994 A4 6 069.21.1140,52463 A5GE 8 069.21.1140.51339 A8 10 069.21.1140.52275 Al2 12 069.21,1140,51665 B1 14 069.21.1140.51666' C1 16 069.21.1140.52602 D1 18 069,21.1140.52697 D3G 20 069.211140.52743 VS 22 069.21.1140.52619 EJ7A 24 069.21.1140.51540 EJ2 26 069.211140.52682 CJ3 28 069.21.1140:52291 HJ7 30 A16015ENC160118 32 CNNAILSPI014 34 VALTN160118 Florida Certificate of Product Approval #FL1999 Printed 3/1012021 1 Z09:55 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, 67 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 B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www. icc-es. ora. 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.orq. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com. Page 3 of 3 SEQN: 250001 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T10 FROM: RWM Qty: 16 ,7A55 320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51634 Truss Label: Al �TCE / YK 03/10/2021 6'1"7 6'1'7 12'11"15 19'10" 26'8"1 6'10"8 6'10"1 6'10"1 =-5X5 E 33'6"9 + 39'8" 6'10"8 6'17 t2 m b 10' 39'8" 91101, 9'10" 10, 1� 10' 19,101, 29'8" 39,8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.222 K 999 240 Loc R+ / R- / Rh / Rw / U / RL BOLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 K 999 240 B 1711 /_ /_ /961 /309 /444 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 J - - H 1711 /- /- /961 /309 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.140 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.617 H Br Width = 8.0 Min Re 2.0 g q = Load Duration: 1.25 MWFRS Parallel Dist: h to 2h : TPI Std2014 Max BC CSI: 0.882 Bearings B & H are rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.457 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 1490 - 3155 E - F 1130 - 2029 C - D 1366 -2875 F - G 1366 -2875 Top chord: 2x4 SP #2 N; D - E 1130 - 2029 G - H 1490 - 3155 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - L 2759 -1207 K - J 2278 - 858 be equally spaced. Attach with (2) 8d Box or Gun L - K 2278 -879 J - H 2759 -1186 nails(0.113"x2ff%min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs L - D 541 -134 K - F 530 -745 for (2) CLR'S where shown. Scab reinforcement to be D - K 530 -745 F - J 541 -134 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. E - K 1362 -605 Loading 'yyyi1141iTiit�ofl;rp�rt{r f t4, j r�sf�ss Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. o ,,)v •� Wind ° a Wind loads based on MWFRS with additional C&C $ i 4• ��$ gi member design. Wind loading based on both gable and hip roof types. e l ON 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) for satPety 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 attacheU rigid ceilin Locations shown for permanent lateral restraint olvwebs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. App�y plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlgComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enpineering responsibilit�yy solelyor the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2500301 COMN Ply: 1 Job Number: N334504 Cust: R 8975 JR&AX3L89750047 T25 / FROM: ALS Qly: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52244 Truss Label: AlA TCE / YK 03/10/2021 T11"2 T11"2 � 1 81 1 8'11 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 Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T1 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W6,W9,W11 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Plating Notes All plates are 2X4 except as noted. (1) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. * The 5-0-0 section of Bottom Chord at 8-8-0 elevation between panel points R and N may be field -removed as required provided that all remaining plate/wood contact areas stay intact and undisturbed. 12' 17'1"12 19'10" 23'8" 4'0"14 5'1"12 2'8"4 310" =6X6 F 3,9"3 + 2'1'12 3, 11'10"4 1417' 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): 39,8" 14 39'8" 8'08"14 T11"2 6'8" 8'0"11 23'8" 31'8"11 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.386 0 999 240 VERT(CL): 0.669 0 706 240 HORZ(LL): 0.168 K - - HORZ(TL): 0.314 K Creep Factor: 2.0 Max TC CSI: 0.791 Max BC CSI: 0.896 Max Web CSI: 0.765 dE, HS IVIEW Ver: 20.02.00A.1020.20 Laterally brace Bottom Chord above filler at 24" oc, including a lateral brace at chord ends (Not required if 5-0-0 section of lower Bottom Chord is removed as noted (*)). y FRwmeao°�e iry o° � s °a o 7,08 1 ° a a s a a RT 0 ° 03/10/2021 7'11"5 1' 39'8"i ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1556 /- /- /961 /309 /444 1 1556 /- /- /961 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 1 Brg Width = 8.0 Min Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1410 - 2745 F - G 1410 - 2068 C - D 2144 - 4245 G - H 1218 - 2103 D - E 1499 - 2794 H - 1 1423 - 2T 7 E - F 1658 - 2771 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2371 -1107 L - K 2402 -1107 Q - M 3.738 -1614 K - 1 2406 -1106 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - S 814 -1523 M - F 2007 -1008 C - Q 1476 - 551 M - L 1864 - 604 S - Q 2850 -1327 F - L 492 - 506 Q - D 1271 - 562 L - G 452 - 368 D - M 825 -1539 L - H 475 - 688 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or Bi 0 as applicabgle. Apply plates to each face of truss and position as shown above and on the Joinf-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 Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin4of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engpeering responsibility solely -for the design shown. The suitability and use of Phis drawing for any structure is the responsibility of the Building Designer per ANSI/T 11 Sec.2. Suite 305 For more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250031 ! COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRefAX3L89750047 T2 / FROM: RWM Qty: 1 ,7A51320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNc: 069.21.1140.52509 Truss Label: A3 / YK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 6'17 12'11"15 19'10" + 24'4" 6'1"7 6'10"8 6'10"1 4'6" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; 133,64 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W4,W5,W7 2x4 SP #2 N; Bracing (a) 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 E B3 1114X4 3%9 39'8" 9'2"9 6'17 20'8" 1 5"..i 13,4" -� 91101, 4,6„ 5'4" 29,10, 1' 19,101, '+' 24'4" 8" 39,8„ 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 Udefl U# VERT(LL): 0.033 M 999 240 VERT(CL): 0.082 M 999 240 HORZ(LL): 0.011 L - - HORZ(TL): 0.024 C - Creep Factor: 2.0 Max TC CSI: 0.961 Max BC CSI: 0.737 Max Web CSI: 0.420 VIEW Ver: 20.02.00A.1020.20 d� qyr jA1 gyp+ 9 e a bb��d0. m e 0 COA> AL' 03/ 10/2021 t2 20 ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 871 /- /- /610 1172 /444 N* 247 /- /- /156 /73 /- H 508 /- /- /427 /147 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 N Brg Width = 68.0 Min Req = - H Brg Width = 8.0 Min Req = 1.5 Bearings B, N, & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 606 -1330 G - H 246 - 579 C - D 479 -1037 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - M 1138 - 532 K - J 952 - 498 M - L 691 - 320 J - H 484 -143 L - K 967 - 518 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - M 375 - 360 K - F 885 -1188 M - D 558 -150 F - J 573 - 255 D - L 559 - 715 J - G 495 - 484 L - F 769 - 272 —WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) handling safPety 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 ermanent lateral restraint ofYwebs shall have bracinq installed per BCSI sections 53, B7 or B10 as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,. Installation and bracincl of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance ;of professional en meering responsibility solely -for the design shown. The suitability and use of g is drawing for any structure is the responsibility of the BuildingUesigner per ANSINI 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: 250032 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T9 / FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51994 Truss Label: A4 SSB / WHK 03/1012021 6'1"7 6'V7 12'6"15 '1 19' + 20'8" 27'1"1 1 33'6"9 6'5"8 6-5-1 1'8' 6'5"1 6'5"8"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 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. :5X5=5X5 E F 39'8" 9'10" 9'10" 19'10" 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): Deft/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.172 L 999 240 VERT(CL): 0.321 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.123 K - Creep Factor: 2.0 Max TC CSI: 0.480 Max BC CSI: 0.747 Max Web CSI: 0.625 Ver: 20.02.00A.1020.20 o a a 0 o � m 9 a m C0A`k 1QNAL `�a�rasaelt�sl� 03/10/2021 39'8" 6'1"7 10, 1 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /963 /310 /427 1 1556 /- /- /963 /310 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1542 - 2800 --- F - G 1182 -1779 C - D 1425 - 2521 G - H 1425 - 2521 D - E 1182 -1779 H - 1 1542 - 2800 E - F 1159 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1262 L - K 2030 - 937 M - L 2030 - 957 K - 1 2444 -1241 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 508 -119 L - F 548 - 356 D - L 521 - 683 L - G 521 - 683 E - L 548 - 356 G - K 508 -119 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached riccl1id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 - as applicab�Ie. 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$QComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional enQmeering responsibility solely -for the design shown. The suitability and use of this drawing for any s9ructure is the responsibility of the Building -Designer per ANSI/T�1 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: 250033 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRefAX3L89750047 T8 ! FROM: RWM Qty: 1 , A51320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51337 Truss Label: A5 SSB / WHK 03/10/2021 7'10"14 17' 22'8" 31'9"2 39'8" 7'1014 9'1 "2 5'8" 9' 1 "2 T10"14 co b co r 10, 10, 'f Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II 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; T2,T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. ;5X5 =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): WAVE Defl/CSI Criteria PP Deflection in loc L/def! L/# VERT(LL): 0.149 J 999 240 VERT(CL): 0.279 J 999 240 HORZ(LL): 0.060 1 - - HORZ(TL): 0.112 1 Creep Factor: 2.0 Max TC CSI: 0.760 Max BC CSI: 0.755 Max Web CSI: 0.989 VIEW Ver: 20.02.00A.1020.20 �, 9 Qygo�®,6ewa�a f°�y*a �S,•ir 'T 4k,@ ao�® ij off•' w %+i 4 ID ® 0.7,08 9 e eP 0N rip eqj( 0 0 0 COA irish) AL 03/10/2021 10, 1' 39-13" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1552 /- A /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 I - G 2393 -1352 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 498 -448 E - 1 770 -435 K - D 770 - 435 1 - F 498 - 448 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper!v attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sectionsB3, B7 or B10 as applicable. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or -for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en meenng 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. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250065 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef1X3L89750047 T11 / FROM: RDP Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52463 Truss Label: A5GE / YK 03/10/2021 �.. 12'11°15 11'4 6"2 2'3'15 7°4 1 '2 fi'1"7 9Y0' 1Q'6' 19'10' 21'1 ' 2311 26' 31'10'7 3 fi' 3" 2' 2' 2'0'1'L 7 F F 6Y'14 �10'6'-!12-� �5K 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: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W7,W14,W15,W16 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"xZV%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 0.128xY 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. A 21' i 5' 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 Sid: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 2s' 1 2s'fi• + 3z'e° 1 39'e• -)' � I 13712 Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.106 AE 999 2' VERT(CL): 0.211 AE 999 2' HORZ(LL): 0.044 1 - - HORZ(TL): 0.088 1 Creep Factor: 2.0 Max TC CSI: 0.646 Max BC CSI: 0.645 Max Web CSI: 0.957 03/10/2021 EW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 769 /- /- /504 /323 /444 AB 2335 /- /- /945 /990 /- Z 1079 /- /- /484 /352 /- T 519 /- /- /398 /219 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 AB Brg Width = 8.0 Min Req = 2.8 Z Brg Width = 8.0 Min Req = 1.5 T Brg Width = 8.0 Min Req = 1.5 Bearings B, AB, Z, & T are a rigid surface. Bearings B, AB, Z, & T require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 465 -1090 I - J 391 -195 C - D 335 - 815 J - K 390 -199 D - E 399 - 762 K - L 536 - 262 E - F 411 - 759 L - M 608 - 296 F - G 397 - 678 M - N 506 - 244 H - 1 377 -185 S - T 228 - 610 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-AH 922 -479 AA-Z 375 -227 AH-AG 486 -261 Z - Y 388 - 286 AG-AF 486 -261 Y-X 388 -286 AF-AE 486 -261 X - W 491 -156 AE-AD 486 -261 W - V 491 -156 AD -AC 486 -261 V - T 491 -166 AC -AB 479 -325 .Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp AH-AI 518 -256 AB -AR 304 -482 AI-AJ 555 -273 AR -AS 445 -568 AJ- G 519 - 269 AW- Z 272 - 747 G-AL 514 -933 AW-N 237 -676 AL -AN 498 - 920 N -AX 683 - 357 AN -AP 519 - 955 AX- X 690 - 352 AP -AC 540 -984 X-AZ 301 -478 AC- K 792 -505 AZ -BB 275 -472 K -AB 546 -1366 BB- S 326 - 457 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310 as applicabgle. Apply fates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,. installation and bracingpof trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawincl indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/M 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: 250035 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JR&AX31-89750047 T7 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52103 Truss Label: A6 SSB / WHK 03/10/2021 7'10"14 15, 24'8" 31'9"2 39'8" 7'10"14 7' 1 "2 9'8" 7-1-2 7' 10" 14 :6DX6 T3 '=6E6 12 6 C 5 5X5 F 0 c0 W co W1 B G .4 A H 3 4X6(A2) =5X5 =5X5 =5X5=4X6(A2) 39'8" 10' 9.10" 9'10" 10, �1' +1'� + 10' 19,10" 29,8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 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 A 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: 4.2 psf G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 g q = Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G are i rigid surface. MWFRS Parallel Dist: h to 2h 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# FT/RT:20 0 /10 0 Loc. from endwall: not in 9.00 ft () () Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 B - C 1807 - 2729 E - F 1827 - 2537 Lumber C - D 1826 -2538 F - G 1807 -2729 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.0E; D - E 1539 -1910 Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - K 2363 -1483 J - 1 1847 -1110 member design. K - J 1847 -1131 I - G 2363 -1462 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 394 - 358 E - 1 628 - 300 K - D 628 - 300 I - F 394 - 358 �;ttastto tigirttotF try f° •age ep :r J- *� ♦ .� M p� ®p $ t g o.70t7 q _~ S ® 8 m a n Ol COA+��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 shipping, Component Safety Information, by TPI and SBCA) for sa practices prior to performing these functions. Installers shall provide temporary bracing BCSI. Unless noted otherwise, top have bottom have pper chord shall proper)Y attached structural sheathing and chord shall a properly attached rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed BCSI sections B3, B7- or B10, per as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, bracingof trusses. A this drawing shipping,, installation and seal on or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibilitty�r solelyor the design shown. The suitability and use of This Suite - drawing for is the the Building -Designer ANSI/TP1 1 Sec.2. any structure responsibility of per 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: 2500361 HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X31-89750047 T6 / FROM: RWM Qty: 1 7A51320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51339 Truss Label: A8 SSB / WHK 03/10/2021 6'9"4 13' 19,101, 26'8" 32'10"12 39'8" 6'2"12 6'10" 6.10" 6'2"12 6'9"4 5X5 1112X4 = 5X5 D E F 12 6 �2X4 C �2X4 r, o G Z B H A I s 4X6(A2) =5X5 =5X8 =5X5=4X6(A2) 39'8" 1' 10' 9'10" 9'10" 10, 1' 10' 19,101, 29W. 7 39,8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240 B 1556 /- /- /953 /716 /305 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /953 /716 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.121 J - - Wind reactions based on MWFRS Mean Height: 15.00 it NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Br Width = 8.0 Min Re g q = 1.8 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 H Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.754 MWFRS Parallel Dist: h/2 to h Bearings B & H are i rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687 Members not listed have forces less than 375# Loc. from endwali: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2014 - 2780 E - F 1973 - 2289 C - D 1925 - 2523 F - G 1925 - 2523 Top chord: 2x4 SP #2 N; D - E 1973 -2289 G - H 2O14 -2780 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2421 -1686 K - J 1982 -1323 member design. L - K 1982 -1344 J - H 2421 -1665 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 381 - 339 K - F 425 - 401 L - D 535 -183 F - J 535 -183 D - K 425 - 401 J - G 381 - 339 ;`tfatrltitlttr/s E - K 585 -391 "''�g�yly'r • r��fi M: b o.7,08 1 D v. P • PNYi �gi pen p�y� g2xI COA ONAL almm (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 shipping, Component Safety Information, by TPI SBCA) fo'r of BCSI (Building an r7 sa practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly id Locations for lateral attached ri ceilin shown permanent restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. App�y plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to ' drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in ANSI/ PI for conformance with 1, or handling, shipping,. Installation and bracin4 of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engTeering 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/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250037 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T5 / FROM: RWM Qty: 1 7A51320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52368 �SSB Truss Label: A10 / WHK 03/10/2021 9 11' 28'8" 310"12 8"1'12 9'8" 594 -2 '99"45 5X5 = 5X5 = 5X5 D E T3 F .11 12 6 �2X4 T W g2X4 C (a) (a) G m W3 B H p 4X6(A2) = 5X5 = 5X8 = 5X5 = 4X6(A2) 39'8" 10' 91101, 9.10" 10, 1 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240 B 1556 /- /- /940 /718 1264 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- A /940 f718 /- EXP: C Kzt: NA HORZ(TL): 0.127 J Des Ld: 37.00 Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Cade: Creep Factor: 2.0 TCDL: 4.2 psf B Br Width g = 8.0 Min Req = 1.8 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.934 BCDL: 5.0 psf H Br Width = 8.0 Min Re 9 q = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep-Fac: Yes Max Web CSI: 0.751 Members not listed have forces less than Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2194 -2804 E - F 2386 -2693 C - D 2057 - 2533 F - G 2066 - 2539 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.0E; D - E 2502 -2773 G - H 2184 -2797 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1 X4 #3SRB or better continuous lateral restraint to B - L 2448 -1855 K - J 2163 -1578 be equally spaced. Attach with (2) 8d Box or Gun L - K 2147 -1575 J - H 2440 -1822 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs L - D 470 -71 K - F 626 -612 for (2) CLR'S where shown. Scab reinforcement to be D - K 739 -778 F - J 466 -52 same size, species, grade, and 80% length of web E - K 789 -534 member. Attach with 0.128x3" gun nails @ 6" oc. ttggiy+ttrgu�u�dfi1p tr Wind Wind loads based on MWFRS with additional C&C member Wind loading based on both gable and hip roof types. a 0.70$ 1 " o a ° o � a o SAT 0 e 4 N Y,4Svl COAT gl4&lESi@iY�1S0'At��i4b 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing: Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing BCSI. per Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly attached r! id ceiling Locations shown for lateral restraint have bracin installed BCSI B3, B7 B10, permanent otywebs shall per sections as applicable. Apply Oates to each face. otruss and position as shown above and on the Join f Details, unless noted otherwise. or Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the in truss conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page - 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use Nis drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN:250038! HIPS Ply: 1 Job Number: N334504 Cust:R8975 JRef:1X3L89750047 T4 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52275 Truss Label: Al2 SSB / WHK 03/10/2021 9' 17' 30'8" 39'8" 91 8' S'8" 8' 9' =6X6 =5XD5 =4E4 =6F6 T2 T3 ,2 6 T o (a) W (a) v W5 B in G I� A H 4X6(A2) = 6X6 = 6X6 = 6X6 = 4X6(A2) 39'8" 10' 9.10" 9.10" 10, �1' 10' 19110" 29'8" 39'8" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 A /- /921 /720 /223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- /921 /720 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.150 1 - Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 Soffit: 0.00 BCDL: 5.0 psf G Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.834 Bearings B & G are rigid surface. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): I Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 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) 1 X4 #3SRB or better continuous lateral restraint to B - K 2330 -1856 J - 1 3176 - 2629 be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 - 2647 1- G 2329 -1835 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs C - K 718 -428 E - I 944 -834 for (2) CLR'S where shown. Scab reinforcement to be K - D 940 - 832 1- F 718 -430 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc.{tti{trit9if{l�!'�rrf f Wind � ,IV :'�F�� Wind loads based on MWFRS with additional C&C * br �s�A+a•®•� s.1 design.g�ot,as•�{ member Wind loading based on both gable and hip roof types. �. ; � c w s 0.708 1 A .n � r n b „ IT 0 • .. ln� COAdL`,��' �a98fld9i6�� 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 SBCA) fo'r to these functions. Installers safety practices prior performing shall provide temporary bracing per. BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have attached ri id ceiling Locations shown for permanent lateral restraint oT webs shall have bracin installed BCSI sections a properly B3, B7 or B10. per as applicable. Apply Oates to each face oFT 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 BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in ANSI 1, for handling, conformance with or shipping,, installation and bracin4 of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Odando FL, 32821 SEQN: 250056 / HIPS Ply: 2 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T12 / FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.DIF DnvNo: 069.21.1140.52305 Truss Label: A14G SSB / WHK 03/10/2021 2 Complete Trusses Required 7' 17' 228" 32,8„ 39'8" 7' 10' 5'8.. 10' 7' 12 —6C6 T2 =8XD8 T3 =8X8 T4 E =6X6 F T 6� M O T � Ih 8 � G v A H I�8 8„ 4X6(A1) =-8X8 =-8X8 =8X8=4X6(A1) 1 39'8" 10' 9'10" 9'10" 10, + 10' 19,10" 29'8" +1'� + 39'8" Loading Criteria (psi) 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 ]cc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.295 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.555 J 850 240 B 3135 /- /- /- /1427 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 3136 /- !- /- 11428 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.121 1 Wind reactions based on MWFRS Mean Height: 10.51 ft NCBCLL: 0.00 Building Code: Creep Factor: 2.0 TCDL: psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.676 5.0 G Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.507 MWFRS Parallel Dist: 0 to h/2 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.760 Members not listed have forces less than 375# Loc. from endwall: NA FT/RT;20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1424 - 3094 E - F 1534 - 3602 C - D 1533 - 3601 F - G 1425 - 3094 Top chord: 2x4 SP #2 N; T2,T4 2x6 SP SS; D - E 2128 -4831 T3 2x6 SP #2 N; Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Nailnote B - K 2752 -1257 J - 1 4769 - 2187 Nail Schedule:0.128"x3", min. nails K - J 4768 -2187 1 - G 2753 -1258 Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Maximum Web Forces Per Ply (Ibs) Use equal spacing between rows and stagger nails Webs Tens.Comp. Webs Tens. Comp. in each row to avoid splitting. C - K 1287 -417 E - I 727 -1297 Loading K - D 727 -1298 1 - F 1287 -417 #1 hip supports 7-0-0 jacks with no webs. Windy I lJf7�i `�or�� Wind loads and reactions based on MWFRS. ��f `a.asrp* •••� o `.r� FE Wind loading based on both gable and hip roof types. � �°+� Ap e a® 4 � • z o. fg 3 1 • COA �an�ntaae 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 anc7'SBCA) fo'r safety to these functions. Installers temporary practices prior performing shall provide bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attache. ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. Apply to each face oT truss and the Join Details, Refer to ' plates position as shown above and on unless noted otherwise. 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 ANSVTPI 1, for handling, conformance with or 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 engineering responsibilitty�r solely -for the design shown. The suitability and use of This drawing for is the the Building -Designer ANSI/TP1 1 Sec.2. Suite 305 any structure responsibility of per For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2500391 FROM: RWM Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Ply: 1 Job Number: N334504 Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBS ELEV.D/F Truss Label: B1 5'7"4 10'8" 15'8"12 5'74 6012 60"12 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. =4X4 D Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 21'4" 5'4" 13'4" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.047 H 999 240 VERT(CL): 0.088 H 999 240 HORZ(LL): 0.020 G - - HORZ(TL): 0.037 G Creep Factor: 2.0 Max TC CSI: 0.371 Max BC CSI: 0,611 Max Web CSI: 0.232 Ver: 20.02.00A.1020.20 a o o.708 s m n e 6 1 s�`r s®�i®Cbtrl�n8®�O0��.41 q'�a•�� 03/10/2021 Cust: R 8975 JRef:1X3L89750047 T20 / DrvNo: 069,21.1140.51665 SSB / WHK 03/1012021 21'4" 5'7"4 8' 21'4" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 864 /- /- /529 /397 /229 F 805 /- /- /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) for saiPety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)V attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face oTtruss and position as shown above and on the Join Details, unless noted otherwise. Pefer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover page 675o Forum Drive listing this drawin indicates acceptance of professional engiineering responsibility solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250059 / GABL Ply: 1 Job Number: N334504 Cust: R 8975 MetlX31-89750047 T3 / FROM: HMT Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CAL114EBB ELEV.D/F DrwNo: 069.21.1140.52540 Truss Label: B2GE / YK 03/10/2021 10'8" 21.4" 10.81, 3 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 4-8" i 2 (TYP) =04 F Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 22.33 BC: From 20 plf at 0.00 to 20 plf at 21.33 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. WIND LOAD CASE MODIFIED! 21'4" 21'4" 21'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.005 R 999 240 VERT(CL): 0.011 R 999 240 HORZ(LL): 0.004 L - - HORZ(TL): 0.006 R Creep Factor: 2.0 Max TC CSI: 0.323 Max BC CSI: 0.197 Max Web CSI: 0.091 VIEW Ver: 20.02.00A.1020.20 A; 01. H. °ate e a o a ca. cis � n � ° • r ® am , ° CON640,gIONAAL �trfl�nt�s 03/10/2021 ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B* 125 /- /- /39 /48 /11 Wind reactions based on MWFRS B Brg Width = 256 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. Apply 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 BuildincQ�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili�v solely -for the design shown. The suitability and use of )his drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 250041 ! COMN Ply: 1 Job Number: N334504 Cust: R8975 JRef:1X3L89750047 T19 / FROM: RWM Oty: 1 7A5/320 ,182ED,F ,02G ,Rl01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51666 Truss Label: C1 SSB / WHK 03/10/2021 7' 7' 5X5 C 14' 14' 7 1 7' 7' 7' 14' Loading.Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph . Pf: NA Ce: NA VERT(LL): 0.014 E 999 240 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.025 E 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.008 E - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.013 E Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft Creep Factor: 2.0 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.767 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.503 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.119 Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 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 s�� a•esa •e - �fP�l� I #J 1 E • b m :p COA J tttAILL �a>raerasau 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 588 /- !- /371 /272 /158 D 527 /- /- /305 /234 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 805 - 740 C - D 807 - 739 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - E 598 - 542 E - D 598 - 542 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Went Safety Information, by TPI an 'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary. per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly d rigid ceilinq-Locations shown for permanent lateral restraint of webs shall have bracmq installed per BCSI sections B3, B7 or B10 - icabge. Apply plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the conformance with ANSI/ PI 1, or for handling, shipping,, installation. and bracin4q of trusses. A seal on this drawing or cover page its drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this I for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250061 / GABL Ply: 1 Job Number: N334504 Cust: R8975 JRef: 1 X3LB9750047 T1 / FROM: RWM Qty: 1 , A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52415 Truss Label: C2GE / YK 03/1012021 I 0 1 33 F- 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 Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 15.00 BC: From 20 plf at 0.00 to 20 plf at 14.00 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. WIND LOAD CASE MODIFIEDI 7' 7' 5' 2' —. (TYP) =4X4 D 14' 14' 14' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 14' 7' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.007 J 999 240 VERT(CL): 0.014 J 999 240 HORZ(LL): -0.004 H - - HORZ(TL): 0.009 H - Creep Factor: 2.0 Max TC CSI: 0.392 Max BC CSI: 0.242 Max Web CSI: 0.142 ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B* 129 /- /- /40 /50 /12 Wind reactions based on MWFRS B Brg Width = 168 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. C - D 376 -199 D - E 377 -199 VIEW Ver: 20.02.00A.1020.20 I Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C-J 511 -403 H -E 511 -403 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 SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCS! sections B3, B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the Joint -Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover paWe 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of This drawing for any s9r'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250043 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T13 / FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 /1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52602 Truss Label: D1 / WHK 03/1012021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 5' 5' =4X4 C 10, 5' 12 6 ih B D A E 88 F 2X4(A1) 1112X4 =2X4(A1) 10, Wind Criteria Snow Criteria (Pg,Pf in PSF) Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA Speed: 160 mph Pf: NA Ce: NA Enclosure: Closed Lu: NA Cs: NA Risk Category: II Snow Duration: NA 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: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s):, Wind Duration: 1.60 %ArAXic Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 5' 10, 1 Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.007 F 999 240 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.013 F 999 240 B 434 /- /- /286 /202 /134 HORZ(LL): 0.003 F - - D 434 A /- /286 /202 /- HORZ(TL): 0.006 F Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.345 D Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.257 Bearings B & D are a rigid surface. Max Web CSI: 0.081 Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 B - C 522 - 494 C - D 521 - 494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 - 293 F - D 396 - 293 s a 0 *@ � 0a COA ON 0 °�rri}e5�t3asra�ae�+ to 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly �id ceiling Locations shown for permanent lateral restraint of webs shall have bracinp installed per BCSI sections B3, B7 or B10, i e.- Apply plates to each face. of truss and position as shown above and on. the Join�Details, unless noted otherwise. Ffefer to a division of deviation from this drawing, any failure to build the of trusses. A seal on this drawing or cover page Rr the design shown. The suitabilify and use of this any TPI 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250044 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 J Ref: 1 X3L89750047 T26 / FROM: LPM Qty: 1 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52759 Truss Label: D2 / WHK 03/10/2021 5' 10, r 5' 5' =4X4 C 12 6 u7 c� B D 4 E t—V 8 F 2X4(A1) 1112X4 - 2X4(A1) 1. 10' 5' 5' 5' 10, Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.007 F 999 240 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.013 F 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.003 F - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.006 F Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft Creep Factor: 2.0 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.345 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.257 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.081 Loc. from endwali: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 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 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- /- /286 /202 /134 D 434 /- /- /286 /202 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 522 - 494 C - D 521 - 494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 - 293 F - D 396 - 293 "'WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracingA installed per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enclineenng responsibilitty� solely -for the design shown. The suitability and use of This drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250057 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T18 / FROM: LPM Qty: 1 7A51320 ,182ED,F ,02G ,Rl01 / 1828/CAL1/4EBB ELEV.D/F DrwNo: 069.21.1140.52697 Truss Label: D3G / WHK 03/10/2021 T _o 4"3 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 SDacinc: 24.0 " 3' 7' 10, 3' 4' + 3' i 4X6 ; 4X6 12 C D 6o T B E M F N kJ 88 �,, 2X4(A1) 1112X4 1112X4=2X4(A1) 1 3'1"12 3'1"12 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 3.00 TC: From 28 plf at 3.00 to 28 plf at 7.00 TC: From 56 plf at 7.00 to 56 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 pif at 6.97 to 20 plf at 10.00 TC: 129 lb Conc. Load at 3.03, 6.97 TC: 65 lb Conc. Load at 5.00 BC: 80 lb Conc. Load at 3.03, 6.97 BC: 52 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 10, 3'8"8 6'10"4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:20(0)/l 0(0) Plate Type(s): 3112 10, 1 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.022 H 999 240 VERT(CL): 0.044 H 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.016 C Creep Factor: 2.0 Max TC CSI: 0.288 Max BC CSI: 0.365 Max Web CSI: 0.059 03/10/2021 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 625 /- /- /- /316 /- E 625 /- /- /- /316 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 467 - 962 D - E 467 - 962 C - D 389 - 842 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 829 - 394 G - E 829 - 394 H - G 842 - 389 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r 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. Defer to ' drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover paWe 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�7esigner per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250045 / VAL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T14 / FROM: LPM Qty: 1 , A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52399 Truss Label: V4 / WHK 03/1012021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 end Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 1'11 "8 I 3'11" 1'11 "8 1'11 "8 12 6 =4X4 B 4X4(D1)=4X4(D1) A C 0 10'6"3 D 3'11" 3-11" 3'11" :)w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA 1w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.004 999 240 VERT(CL): 0.007 999 240 HORZ(LL): -0.001 - - HORZ(TL): 0.003 Creep Factor: 2.0 Max TC CSI: 0.070 Max BC CSI: 0.098 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 - , �� 4f �w4aa eo•a•6py• M ®®� O ®a01110 too �. COA 03/10/2021 ♦ Maximum Reactions (lbs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- /- /32 /18 /6 Wind reactions based on MWFRS D Brg Width = 47.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# *"WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! *"IMPORTANT*' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r satPety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinggComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the tr ss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover paWe 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcinduslry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEON: 250046 / VAL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T16 / FROM: LPM city: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52743 Truss Label: V8 KD / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 3'11"8 7'11" 3'11"8 3'11"8 i 12 =4B4 D 1112X4 7-11" 311 "8 3'11 "8 3'11"8 7-11" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defi/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.007 D 999 240 VERT(CL): 0.014 D 999 240 HORZ(LL): -0.003 D - - HORZ(TL): 0.006 D Creep Factor: 2.0 Max TC CSI: 0.266 Max BC CSI: 0.192 Max Web CSI: 0.142 VIEW Ver: 20.02.00A.1020.20 g e 0 O. 7.Q8 0 ' e v a m P P s S 0 ° o °ioP° COA 28 ON 03/10/2021 9'6"3 ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL E* 75 /- /- /35 /26 /B Wind reactions based on MWFRS E Brg Width = 95.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - D 478 - 315 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r saty practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. - Al�ine, a division of ITW Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the tr ss in conformance with ANSI PI 1, or for handling, shipping,, mstalla ion and bracinclof trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this drawing for any s9ructure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN:250047/ EJAC Ply: 1 Job Number: N334504 Cust:R8975 JRef:1X3L89750047 T15 /I FROM: HMT Qty: 8 ,7A5/320 ,182ED,F ,02G ,R,01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52274 Truss Label: EJ7 KD / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacinq: 24.0 " C 12'2"11 12 6 M O LO M B qJ8-8„ D Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 It Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 7' 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.015 D - HORZ(TL): 0.028 D - Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.507 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 0.. ,y�lfgi �1 `r�M+drmaaq�e j° 4r-. o r M e • d = ■ v • Owl ® � •d bra a9f btipn®•p� �`A!' f3�r¢rea��a�itt� COA NO, 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- /- /249 /108 /208 D 125 /- /- 173 A /- C 174 /- /- /128 /169 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ""WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for saty practices prior to performing these functions. Installers shall provide temporary bracing per-BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicabgle. 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 BuildinlgComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation. and bracin of trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional-enTneenng responsibility solely -for the design shown. The suitabilif'y and use of This drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: !ccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250048 / EJAC Ply: ' 1 Job Number: N334504 Cust: R 8975 JRetlX3L8975o047 T21 / FROM: HMT Qty.. 6 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EB8 ELEV.D/F DrwNo: 069.21.1140.52619 Truss Label: EJ7A / 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 2X4(A1) Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 it Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 7' 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): B Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.016 C HORZ(TL): 0.030 C Creep Factor: 2.0 Max TC CSI: 0.738 Max BC CSI: 0.513 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 i� 4 m o V s a 0 ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 270 A A /179 f7l 1186 C 126 A /- /76 P /- B 177 /- A /132 /171 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# *'Ppu ®fib A 1 4Q •aa*„wnam4 ��; COA�67k 0Nnm 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly attached ri !d ceiling Locations shown for permanent lateral restraint olYwebs shall have bracin installed per BCSI sections 63, B7 or B10 as applicable. Apply Oates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information: Alpine, a division of ITW Buildin,Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the truss in conformance with ANSI PI 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 engiineering responsibility solely -for the design shown. The suitability and use of iris drawing for any structure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250049 ! EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T24 ! FROM: LPM Qty: 3 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52650 Truss Label: EJ3 / WHK 03/1012021 4.3 T 2X4(A1) Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld-7 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; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C T Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.248 Max BC CSI: 0.112 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 vk m / 10'2"11 L0 i� CV 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 188 /- /- /157 /71 /100 D 52 /- /- /28 /- A C 65 /- /- /45 /66 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# .wA g �®gyp 4{gQb a A9 ��`�44amee,eOPa Pa• lq d0y 'Umb Pu annul 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safPety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise; top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610 as applicable. Apply plates to each face. oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ' drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/I PI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250050 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T23 /I FROM: RWM Qty: 2 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51540 Truss Label: EJ2 KD / WHK 03, 0/2021 12 C T9r$rr4 M 4"3 c— 8r8n -� A D 2X4(A1) 21 1r + B1 21 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.000 D Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.001 D Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.137 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.026 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. i!$!Xt tllrjBtFff 6�`�ti�{ii49Nii i Q�N f OV 1 s m r 0 ®° j I ` �ONAL COAj $` 11110 1 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 157 /- /- 1140 /54 /52 D 32 /- /- /18 /- /- C 34 /- /- /20 /26 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width =1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearings B, D. & C require a seat plate. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly attachetl rigid ceilin Locations shown for ermanent lateral restraint olywebs shall have bracin installed per BCSI sections B3, B7 or 610 as applicable. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinctComponents Group Inc. shall not•be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 675o Forum Drive - listing this drawing indicates acceptance of professional engineering responsibility solely -tor the design -shown. The suitability and use of This 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: 250051 ! JACK Ply: 1 Job Number: N334504 Cust: R 8975 J Ref: 1 X3L89750047 T34 / FROM: JRH Qty: 4 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52681 Truss Label: CJ5 KD / YK 03/10/2021 C 11'2"5 12 6 Cl) 9) CV cM M B a8.81. D 2X4(A1) �— 1' Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 4' 11 "4 4' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.549 Max BC CSI: 0.257 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- !- /200 /88 /152 D 89 A /- /51 /- /- C 118 /- /- /85 /116 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint o webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. Apply fates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLQComponents Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation, and bracin of trusses. A seal on this drawinp or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250052 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T33 / FROM: LPM Qty: 4 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52682 Truss Label: CJ3 / WHK 0311012021 2X4(A1) 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 SIP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 2'11'A 211 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C T Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.234 Max BC CSI: 0.105 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 �?��i✓®ate �'�,�,� a�+ • i�L3 a° � r o s • pp e y� o s+ m �®e Boa r.�r.p61o'��lt ��4•��" COAT 0>N�`�!,'` rnas9eaaa�sts eta 03/10/2021 10'2"5 d7 CV 81811 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 A /- /156 /71 /9£ D 50 A 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. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attacheU rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ' drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW 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 bracingp� of trusses. A seai on this drawingor cover paqa 675o Forum Drive listing this drawing indicates acceptance of professional en sneering responsibilit solely for the design shown. The suitabiliy and use of this drawing for any structure is the responsibility of the BuildingUesigner per ANSI/TA 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ine!tw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250053 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T29 /I FROM: LPM Qty: 8 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52525 Truss Label: CJ1 / YK 03/10/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " V F 12 6 C Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3A", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 1, 11114 11114 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA-- Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): I'm 00 t' M Deft/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.183 Max BC CSI: 0.022 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 9'2"5 . . • ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 /76 /45 D 11 /-2 /- /14 /10 /- C - A15 /- /29 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r satPety practices prior to performing these functions. Installers shall provide temporary bracing er BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attacheJri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabm AppTy plates to each face. of truss and position as shown above and on the Join t9Details,—unless noted otherwise. Referto drawings 160A-Z for standard plate positrons. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSIn PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pacle 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250054 / HIP_ Ply: 1 Job Number: N334504 Cust: R 8975 JRei:1X3L89750047 T22 FROM: HMT Qty: 2 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52291 Truss Label: HJ7 TCE / YK 03/10/2021 5'3"5 5'3"5 9'10"1 4'6"l 1 0 12'2"3 12 4.24 2X4 C v ar M ih v B 3 A 8'8" FE 2X4(A1) =4X4 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " TY Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. (3) 16d common (0.162"x3.5") nails at top chord (3) 16d common (0.162"x3.5") nails at bottom chord 9'2"2 9'2"2 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/l 0(0) Plate Type(s): 9,1 10.1 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.049 F 999 240 VERT(CL): 0.092 F 999 240 HORZ(LL): 0.012 C - - HORZ(TL): 0.023 C Creep Factor: 2.0 Max TC CSI: 0.542 Max BC CSI: 0.670 Max Web CSI: 0.261 EW Ver: 20.02.00A.1020.20 i� •rr'f�//�fi y f S®'aeaaoeQ Ile�, °a o.708 I e S �hT COA t$o0 ifN AL�,`Vik}`�`` 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 /- /- A /154 /- E 364 /- /0 /- /84 /0 D 214 A /- /- /177 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 392 - 565 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 534 - 356 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 391 - 587 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing er BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attache.Tri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections-B3, B7 or B10, as applicabgle. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. Alpine, a division of ITW Buildin$QComponents Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en sneering responsibilitty� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 2500551 HIP_ Ply: 1 Job Number: N334504 Cust: R 8975 JRef:lX3L89750047 T17 / FROM: LPM Qty: 2 , A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52493 Truss Label: HJ3A �TCE / YK 03/10/2021 v Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12 4.24 T 15'2"6 �r ti g c� (V A$r$r1 D 1'5" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3,00 it Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Loading Hipjack supports 2-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min, toe -nails at bottom chord. 4'2"3 4'2"3 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D - Creep Factor: 2.0 Max TC CSI: 0.120 Max BC CSI: 0.074 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 t ®•0®10••�• \q e , ' e 0. i U8 3 CL e qT i • • ®••� ••el�at0.6•+A�1t� COA AlH4N1 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 84 /- /- /- /45 /- D 28 /- / /7 P /- C 64 /- /- /- /48 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Went Safety Information, by TPI and SBCA) r safety practices prior to pertorming these functions. Installers shall provide temporary Ser BCSI. Unless noted otherwise, top chord shall have drops attached structural sheathing and bottom chord shall have a properly ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, cab�e. Applgy plate. to each face of truss and position as -shown above and on the Joint9Details, unless noted otherwise. Refer to Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the conformance with ANSI 1, or for handling, shipping,, installation. and bracin44 of trusses. A seal on this drawing or cover page 1is drawing; indicates, acceptance of professional engmeertng responsibilitX solely for the design shown. The suitabili and use of this 6750 Forum Drive Suite 305 Orlando FL, 32821 more information see these web Gable Stud Reinforcement 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, Partially Enclosed, Exposure C, Kzt = 1.00 ❑r, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 nl 1pn mnh Wind Cnoo,J 1S' iv_ w.i,,k+ P_+i,,it_ r*--, --A r_ n v-.i S 2x4 Brace Gable Vertical Spacing Species No No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ww Q) 2x6 'L' Brace w (2) 2x6 'L' Brace xv Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 #2 0) - UHF S P P #3 3' 8', 5' 9' 6' 2' 7' 8' 7' 11' 9' 1. 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' o Standard 3' 8' 4' I1' 5' 3' 6' 7' 7' 1' 8' I1' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' 01 #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' —� S P #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d o DFLI Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' ill 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U _ [- #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P f #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 1 14' 0' 14' 0' 14' 0' U H d 4' 2' 7' l' 7' 6' 8' 9' 9' l' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' o �I Standard 4' 2' 6' l' 6' 5' 8' 1' 8' 8' 10' 5' 10, 10' 12, 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10' 8' 11, 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13, ill 14' 0' 14' 0' 14' 0' Di #3 4' 4' 6' 5' 6110, 8' 6' 9' 1' 10' 6' 10' 11' 13' 4' 14' 0' 14' 0' 14' 0- 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' 6' 7' 9' 9' 10' 2' 10' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' d _ S P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' LD U I I P stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' 0 �l Standard 4' T T 0' T S' 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' ill 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 410, 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' l' 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' c—I D fr 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' 14' 0' Truss Diagonal brace option, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end. Max web total length Is 14'. 'L' Brace End Zones, typ,- ' y, About L j45' / 2x6 DF-L #2 or better diagonal r Vertical length shown brace) single 8. In table above. or double cut (as shown) at L upper end. Connect diagonal at ,40� midpoint of vertical web. 11K Refer to chart Sk ■■VAMD1GIww READ AND FUUJIV ALL NDTES IN TMS MAVINGI "DFMTAHTww FURNISH THIS DRAVDJG TG ALL CUNTRACTDRS INCLUDING Tiff INSTALLFRSy�+ Trusses require extreme care In fabricating, handling, shipping, Installing and bracing Refe" t4 follow the latest edition of BCSI (BuRding Component Safety Information, by TPI and SBCA) fo s, practices prior to performing these functions, Installers shall provide temporary bracing pe. B Unless noted otherwise, top chord shall have properly attached structural sheathing and bo o, shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint 4 shall have bracing Installed per SCSI sections 23, B7 or BIG, as applicable. Apply plates to ea r of truss and position as shown above and on the Joint Details, unless noted otherwise. &Ph�4E Refer to drawings 160A-2 for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatl, thls drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling. shipl AN ITW COMPANY Installation g bracing of trusses. A seal on this drawing or cover page Ustkp this drawing, Indicates acceptance of professional 11 514\ Earth\ City\ Expressway engineering responsibility solely for the design shown The suitability and use of this drawing \\Suite\242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 SecZ 11 Earth%City,\MO\63045 For more Information see this Job's general notes page and these web sites, ALPINE, www,alpineltw.comi TPD www,tpinst.orgl SBCA, www,sbcindustry.crgi ICC, wwwiccsmfe.org 0/2021 Bracing Group Species and Grades, Group At Spruce -Pine -Fir Hen -Fir #I / #2 11t.nI.rd #2 1 Stud #3 1 Stud #3 lsta Dou has Fir -Larch Southern Plnewww #3 #3 Stud Stud Standard Standard Group Bi Hen -Fir #1 & Btr #1 Douglas Fir -Larch Southern Plnewww #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group cup values may be used with these qLade,. 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. 31E For (1) 'L' brace, space nails at 2' o,c, In 18' end zones and 4' o.c, between zones, )K)KFor (2) 'L' braces, space naps at 3' o.c. In 18' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 80% of web member length, II Gable Vertical Plate Sizes II en th No S lice 0' 2X3 Eth.no,,� 4' 0', but 1' 6' 3X4 IL' 6' 4X4 I+ Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail, X. TOT, LD, 60 PSF SPACING 24,0' F ASCE7-16-GAB16015 TE 01/26/2018 WG A16015ENC160118 ,T Relnfol Memb Go Tr Gable Detail Far I Pt -in VPrtirnl Gable Truss Plate Sizes ppropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a .te that covers the total area of lapped plates to span the web. e, 2*2X4 2X8 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nails, 10d Common (0.148'x 3,',min) Nails at 4' o,c, plus (4) nails In the top and bottom chords. Toenalled Nails. 10d Common (0,148'x3',min) Toenails at 4' o,c, plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load, ASCE 7-05 Gable Detall Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detall Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015END10011 � 9Bf00 511530ENC100118, S12030ENC100118, S14030ENC 30 10011f1/ S18030ENC100118, S20030ENC100118, S20030E 01 a* flp0 See appropriate Alpine gable detail for mnxir e�ls2ge/�dgrti 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member, 'Aleb Length Increase w/ 'T' Brace Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c, SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 30% = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7'= 11' 2' 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 2x6 20 --VARNIN(Pa READ AND FID1DV ALL NOTES w THIS BRAVING a U. f 9i0 4 REF LET -IN VERT "IMPORTANT" FURNISH THIS BRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERSC B Trusses require extreme core Li fabricating, handling, shipping, Installing and bracing. Ref "'tn 6 DATE O1/02/2018 follow the latest edition of BCSI (Building Component Safety Information, b TPI and SBCA) fo s t .' Practices prior to performing these functions. Installers shall provide temporary bracing pe, BCSL o e Unless noted otherwise, top chord shall have properly attached structural sheathing and bo n cho pp y'� a DRWG GBLLETIN0118 shall have a properly attached rigid ceiling. Locations shorn for permanent lateral restraint f s f'�� V o /S� shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to ea4 i `C of truss and position as shown above and an the Joint Details, unless noted otherwise. r o �i + 1` AILPI ReFer to drawings 160A-Z for standard plate positions. +$ • !��! Alpine, a dlvlslon of ITV Building Components Group Inc shall not be responsible for any deviatlo r a++wr ee®°[�'?apBL this drnwing, any fallure to build the truss In conformance with ANSI/TPI 1, or for hnndUng, Shipp in `a•�e®r¢� '` S AN ITW COMPANY Installation & bracing of trusses. _{• MAX. TOT. LD, 60 PSF A seal on this drawing or cover page Usti g this drawig, Mcates acceptance of professional \\ Suite\ 2421Cilyl Expressway engineering any ng�cresponsibility ls the responsibility ofar the f � �a g DesignThe neerrperyAnsvrni i sSthis eacZ drawing � � , /10/2021 DUR, FAC, ANY \\Eanh\City,\MO\63045 For more Information see this Job's general notes page and these web sites. MAX, SPACING 24,0' ALPINE. www.alpineitr.con) TPIi •ww,tpinst,org) SBCA. wwr.sbcindustry.org) ICG wwwlccsafe.org NAIL SPACING DETAIL MINIMUM SPACING FOR SINGLE BLOCK IS SHOWN, DOUBLE NAIL SPACINGS AND STAGGER NAILING FOR TWO BLOCKS. GREATER SPACING MAY BE REQUIRED TO AV❑ID SPLITTING, BLOCK L❑CATI❑N, SIZE, LENGTH,GRADE AND TOTAL NUMBER AND TYPE OF NAILS ARE TO BE SPECIFIED ON SEALED DESIGN REFERENCING THIS DETAIL, LOAD PERPENDICULAR TO GRAIN A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS OF NAILS (6 NAIL DIAMETERS) B - SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS) C - END DISTANCE (15 NAIL DIAMETERS) LOAD PARALLEL TO GRAIN A - EDGE DISTANCE (6 NAIL DIAMETERS) C = SPACING OF NAILS IN A ROW AND END DISTANCE (15 NAIL DIAMETERS) D - SPACING BETWEEN STAGGERED ROWS OF NAILS (7 1/2 NAIL DIAMETERS) IF NAIL HOLES ARE PREB❑RED, SOME SPACING MAY BE REDUCED BY THE AMOUNTS GIVEN BELOW: c)K)K # SPACING MAY BE REDUCED BY 50% W* SPACING MAY BE REDUCED BY 33X 4- 4- DIRECTI❑N OF LOAD AND NAIL ROWS cL )K)K A�Ai NAIL LINE A T 1 1 1 1 B)K B/2)K A C AEI TRUSS MEMBER LOAD APPLIED PERPENDICULAR TO GRAIN Ci C)K IAI D I B I D IAI LOAD APPLIED PARALLEL MINIMUM NAIL SPACING DISTANCES DISTANCES NAIL TYPE A BW C)K)K D 8d BOX (0,113'X 2,5°,MIN) 3/4' 1 3/8' 1 3/4" 7/8' 10d BOX (0,128'X 3,',MIN) 7/8' 1 5/80 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 5/80 2' 1' 10d COMMON (0,148'X 3,',MIN) V 1 7/80 2 1/40 1 1/8' 12d COMMON (0,148'X 3,25',MIN) 1' 1 7/8' 2 1/4° 1 1/8' 16d COMMON (0,162'X 3,5',MIN) 1' 2' 2 1/2' 1 1/4' GUN (0,120"X 2,5',MIN) 3/4' 1 1/2' 1 7/8' V GUN (0,131'X 2,5',MIN) 7/8' 1 5/8' 2' 1" GUN (0,120'X 3,',MIN) 3/4' 1 1/2' 1 7/8' 1' GUN (0,131'X 3,',MIN) 7/8" 1 5/8° 2" 1 1' ci2" NAIL LINE eVURnREAD FULLIN �ISB�V NE Q2TANTFMSHffS nan� ; 0' r � REF NAIL SPACE ALL CUNMCTMS UuTW ..Si m n,, Trusses require extreme care In fabricating, handling, shipping, InstalUngy and bracing. Refje.CS • follow the latest edition of BCSI (Bullang Component Safety Information, b TPI and SBCA) ft •' DATE 10/O1/14 practices prior to performing these functions. Installers shall provide temporary bracng P•Unless noted otherwise, top chord shall have attached structural sheathing bn CNNAILSP1014 properly and chotl{"0DRWG shall have n properlyattached rigid ceiling. Locations shown for permanent lateral restraif se shall have bracng Installed per BCSI sectlons B3, B7 or B10, as applicable. Apply plates to eaoS 6"i a.R j, . of truss and position as shown above and an the Joint Details, unless noted otherwise. J Refer to drawings 160A-Z for standard plate positions. • �4 • '�V •i �I Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatio r ®®•o.. e ••• AN ITW COMPANY this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlppin Installation L bracng of trusses, •••t�••('` � s�`y 1\514%Earth\City\Expressway �� llsthg this drawing,•'�/ A seal on this droving or cover Indicates acceptance of professbnnI englneering responslYdUty solely for the de suitability drawing sign shown. The suitnbdl and this drove y �+d ,• " ��qqt O'tYO �10/2021 I.Re\242 use of for any structure Is the responsibility of the Bultding Designer per ANSI/TPI 1 Sec2. t I N \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sitesi ALPINE, www.alpineltw.coml TPB www.tpinst.orgi SBCAt www.sbc[ndustry.org) IM wwwJccsafe.org Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp. C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better, Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, �6 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 IX3 1X3 (Max Spacing) 1X3 5X4/SPL fl 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with, properly attached, rated sheathing applied prior to valley truss installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, WWW Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', Valle Spacing Pitched Cut Bottom Chord Valley Square Cut Bottom Chord VatLev 2X4 S OLDoffi.Agt4liruilii. $ 'y` H. 2X4 Stubbed Valley End Detail mmon Tr usses :..at 24' O,C, orrnmon 4X4 -�If Optional, Hip Joint Detail �u� e� Partial Framing Plan PI AN ITW COMPANY 11514\Earth\City\Expressway 11 Suite%242 rrINPQ2TANT" FIMSN ntts��AWM Two ALL�CUNIRACTMSS IN m�uDING M INSTALI.ERs Trusses require extreme care In fabricating, handling, shipping, Installing yand bracing. Refer o- fallow the latest edition of BCSI (Building Component Safety Information, b TPI and SBLA) for f w practices prior to performing these functions. Installers shall provide temporary bracing per SL Unless noted otherwise, top chord shall have properly attached structural sheathing and bott chordW� shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint o rQQ}}}}}}�� shall have bracing Installed per BCSI sections 113, B7 or BIO, as applicable. Apply plates to each n2t� of truss and position as shown above and an the Joint Details, untess noted otherwise. ., Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation m this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation 6 bracing of trusses. A seat on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility solely for the design shorn The suitability and use of this drawling for any structure is the responsibility of the Building Designer per ANSI/TPI I Sect. 0' r O 4 m a G {`0 a r P"` w 6 A s� P �® '`! p® a0 ��` aay®m mag® ara0raaa ['1�� !j e!0 ,,,,��}}�` VS/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.FAC, 1,2511.33 1,15 1.15 \1 Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites ALPINE, www,nlpineitw,comi TPI, www.tpinst,orgi SBCA, wrr.sbclndustry.orgi ICCi wwwJccsafe.org SPACING 24,0' . of Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, �" Attach each valley to every supporting truss with: (2) 16d box (0,135' x 3,5') nails toe -nailed for ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00, Max. Wind Speed based on supporting truss material at connection location: 170 mph for SP (G = 0.55, min.), 155 mph for DF-L (G = 0.50, min,), or 120 mph for HF & SPF (G = 0.42, min,). Maximum top chord pitch is 10/12 for supporting trusses below valley trusses, Bottom chord of valley trusses may be 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 (Max Spacing) 3 5X4/SPL fl 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 \ �oe-naited Square Cut Bottom Chord Vallev 12 10 Max. 2X4Q\Y` 9 spAsvo Trrrl ®.VARrmm■■ RM AND FnLLaW ALL NDTES DN TIIS DRAVINGI ■■DWtTANT.. FIRMISH TNIS DRAWING TD ALL CONTRACTDRS DICLUDING THE INSTaL 6 Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Re ` follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) practices prior to performing these functions. Installers shall provide temporary brncing H Unless noted otherwise, top chord shall have properly attached structural sheathli and b tot shall have a properly attached rigid calling. Locations shown for permanent lateral restr kln of shall have bracing Installed per BCSI sections B3, B7 or 1130, as applicable. Apply plates to ed5N of truss and position as shown above and on the Joint Details, unless noted otherwise. .' �I Refer to drawings 160A-Z for standard plate positions. A Alpine, a division of ITV Building Components Group Inc shall not he responsible for any devlatli tWs drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship[ AN ITW COMPANY installation a bracing of trusses. A seal on this drawing ar rover page listing this drawing, Indicates acceptance of professional 1 1 514%Earth\City\Expressway engineering responsibility solely for the design shown. The gtobltip and use of this drawing I I Suite%242 for any structure is the resportsbllity of the Building Designer per ANSI/TPI 1 SecZ 1\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sitesi ALPINE, wwwnlpineltw.conl TPD www.tpinst,orgl SBCAi www,sbclndustry.orgi ICO wwwJccsafe.org 2X4 Stubbed Valley End Detail H. �.wwa ommon T a I V� paS i dv.un �.�,ca.o6LV-7/10/2021 T-C LL 30 TC DL 20 BC DL 10 BC LL 0 TOT, LD, 60 4X4 -,�JF Optional Hip Joint Detail n T u e t 2 o. Partial Framing Plan 0 40PSF REF VALLEY DETAI 5 7 PSF DATE 01/26/2018 0 10 PSF DRWG VALTN160118 N0 � 0 PSF 5 57PSF LFAC,1.25/1.3311.1511.1' ACING 24,0' 4 ({ I VALLEY FRAMING & BRACING DETAIL I 10, R BC t/2 01 Lumber Size and Grade Minumum Reauirements 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. 16 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 bythe building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat II, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. :e 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. TYp) innection Requirement Notes 2x6 rafters to ridge 4 16d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (**) 816d face -nails Rafter to sleeper or blocking 5 16d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails ""' '" "'" "`r`� ��`" "'i 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" long nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge of cripple with 10d f0.128"x3.0") nails at 6" o.c. "T" or scab must be 90% of cripple length. 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 require Nails are common wire nails unless noted otherwise H. r4y�y' ENSF f (A) (B)**) -WA64micbm READ Alm rmpv ALL maTES ON TICS BRAVDQ r • AN wmMfl2Trsa FURN N n= DRAWM To ALL rmTRACTIRS 134=11OG — Osr • Trusses req Arw extrene dare h fabricating, handling, shipphO, hstnttk;Q nrd bradro • Wee ; = * TC LL 20 30 40 54 REF VALLEY FRAMING DATE 10/O1/14 *nL folios the latest edltlan of BCSI UhAd'W Component Safety Tnformatlon,' y TPI and SBW fop ti• • ° • _ TC DL 10 20 7 7 practices prior to perfornhg these functions. Installers sine provide temporary broche peA BCSL . bless noted otherwise, top chord shall have properly attached structural sheathing and bo, cfor•1 shall have a properly attached rW cetkp. Locations shown for• lateral • • STATE OF : � Q BC DL 0 0 0 0 DRWG VACNV1801015 l� I�l�\`V'Il d jj r� rT�\ perronent restrnhtyF >J or Bre, as unlessoppilc-bl�no Apply plates to envy f shall have and Insion as per BCsr send on the position of truss and position as shawl above and on the Joint Detols, vote`s noted otherwise. J(}y/ '�4 • • �, ZC •. •A� p. � BC LL 0 0 0 0 V Refer, to dmwrps 16CA-Z for starchrd plate postdons. ••• C O R IO ••• ••••r..••e••• AN nw, Alp a division of 1TV BullMg Components Gr up Imo shax not be responsible for any devatlon'�j this •h0, my faA� to buildthe truss h conformance with ANSVTPI 1, or for hu%UV, shlpp d TOT. LD.30 50 47 61 A.se t a bra A seal on this drawrp or cover, pagr llstrp this dawhy kwJicates oaeptor¢,e of professhnl t S�ONALE�,�� DUR. FAC. 1.25/1.15 feOQ .'' 'the m5pof aety at m • �AN°�s1n i sew �°wk'b z 133B9 Lakehonl Drive Earth City,M063045 For ncre hfarmotfen see It Job's general notes pnee and these web sit— ALPM wwsalplelewconi TPB www.tphstorpl seav We.sbrJridustry—gi MD www.iccsofecrp �� SPACING SEE ABOVE