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HomeMy WebLinkAboutTruss14'-0" Ad 4'-4' 21'-4" 39'-B" Total Truss Quantity = 72 0 i� 0 I N REFER O FO R CONNECTIM PLUM TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING SHINGLE k t atA.r d A-v%a fN.t'vj Labeled End Mark NOTE: DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE. BACK CHARGES WILL NOT BE ACCEPTED WITHOUT PRIOR WRTTEN APPROVAL BY OUR SERVICE DEPARTMENT AT CARPENTER CONTRACTORS OF AMERICA, INC. 877-293-9487 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. ROOF -,10 Reviewed for Code Compliance Universal Engineering Sciences General Notes 1) aMn Ima tlee tap dvd PorUdY Dddnd Pm io h� Maid -q 2) tNnbd�" toba 9mpaan HUSZB alma dhaMs 8) NMtDi m gad.g Ir 24' Qa. G .bw all b. 4) PW TAM Phb Mlbb BC9-81 nmrmlmdaum pwmandt X-bad.g dale be plaptl at a wirean epadng 15' QQ Goan tln *a% to b• nprabd d a mmdmun dbrbr. weh m sbudim dotoft to 8CSI-8� 1 hr aqcdddiand hmcbV ROOF LOADING SCHEDULE TCU_ = 20 PSF BCU- = * PSF BCDL = 10 PSF TOTL 37 PSF DURATION TION = 1 25 % RA NAND SPD/TYPT= 160 ENCLOSED BLDG EXPOSURE = C USAGE =RESIDENTIAL CAT H NAND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 Tmcs member ciniSn & connector plates deciyned t'or AS(:[ 7-18 and mazimwn tome from both componcnm and claddings and main wind force resisting systems. ° These trusses have b— —iz, ed to carry m additional 10R psf non -concurrent hottmn chord live load. FLOOR LOADING SJPSF TCU- - TCDL BCDL = TOTAL o ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND UPLIFTS ARE SHOWN ON ENGINEERING WALL KEY ® 0 O'LOADO DESCRIPRON INIT. DATE r>m Mx tarn vans tam xa .rtx aiui¢r S CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE 4 N. V. WINTER HAVEN FLORIDA 33880 PHONE.(800) 989-8806 FAX. (863) 294-2488 BUILDER D.R. HORTON STATEWIDE PROJECT MODEL 1828/CAT,1/4EBB CCA PROJ/MODEL/ALT 7A5/ 182EC,E/ 02 ALT DESC OTC dwVentacfilpov,t LOT 18 BLOCK DESIGNER PAGE RFS 1 DATE 3 30 17 �N334501R LE 1A4 "=1' ENGINEERING PACKAGE Builder: D_R HO_RTON / STATE_WIDE � Project: 7k/320 CREEKSID�E ��N���� Model/Building: 18 2 E C, E�x��_.�� Lot Alt: -102 H Lot: 18Block: �......�.. __�.. Unit: a..��. Address: ................................................................................................................................... JobNumber: N334501 Revision Date: Reviewed for Code Compliance Universal Engineering Sciences - New Load #: CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALFIN� March 13,:20.19 ANrrWCOMPAfiy Or. Bob: Michaelis Gar0einter.'CoOtractors of Americia, Inc'.. -3900 Avenue 0,. Northwest winter.HaVen,fl_ 33880-6201 Re: Altemath(b ihst6liations.fora single 019. carried truss with a width jess than thewidth,:arid: hanger w idt .h wood blocking la achieve full design load value for face-m 6unid'dhanger_attachment I on., a one p y .supporting girder (Reference Mail WA37-02).. Dear Bob,: F&a single, ply carried teussWith a width less than the hanger 'width you ca'n..ihs0ql.l.:a. pnefabdqated jack scab -truss for wood. filler bloQkiOg;.-The' chord: sites,..hord.gr,des, and Apirve�,c :c * 6nh'0btor.plMe*(s) to I, be the. same ng.e lyd prefabricated jack: b'trus�§.(�'):Will hav6-a.minimurn as the single truss. The prefalod' �sca Jength. of 48" and will * * have.a minimum Ditdh-:of.,511.2, The single ply carried truss -shall hav6.a reaction of �.'" 3,;5009 or less. Attach prefabricato jack:'scab, truss. wit two rowsof 0.1 28'1 x3ffGCin Nails at,2" O.G. per row, - staggerU ..reftr to the Simpson, Strong: Tie Catalog 201:9.1. page 216.:i Figur.0:3 for more inform-ationi., Figure-1 Fora single pl` :, M * 'that requires wood blockin to,ddhi ' efUll design load value for face -mounted . y,g er 9 ev hangers -.attach one wood; block to ffie backface of the single .ply girder with the same sizeand bottom -chord .oftho single. ply girder. The wood block length to be. such that the wood d'ade.-ds'th om,� 6 TV blo�king- -extends to each adjacent:panel Points (Webs .;And bottom chord intersections):_ Attach wood bib . ck: "with twa 2) -row ri �6ils at 0, s of 0. 1 28'� x3.0� Gun O...b.. per .roW,.staggered, 3.0"applied to. the 6760Forum Delve Suite 305, br.bndo. FL 32821 (000)* 521-910.0 -06$).-,O278685 wwmalpine&.'com ALPINE single plygirderface; with an additional (20.) 0, 1.287010' Gun Nails ateach. pan6l point nt I applied led .to the. Wood bloick.fade $6e Figure - 2 WOW)..Pleasei refer to the Siniosbh Steoho-Tie:Catalog CrG----20.1-9j pade 216, Fi0pre.1 for thdr6: irif6ftnatioh. ooure%Z'� ...... . . ....... ............ ......... ... ....... . ......... .. .... -- . ... ... ... ...... ... . . . .... ... ..... . ... ............. .. ... . ............. The -application of p't6.ftib'ri'c*atedj'*ack'.sc6btruss fbr-'wo.od filleir blocking prwqod blocking to: achieve full. design load value for face -mounted hangers. must be -approved by the hardware, manufaciUrer. 0 All edge -and end distances, and"spacirng for all nail donnedfibris must be sufficient to preV6ht.splitting of If I can.be of any further assistance: or if you have anyquesfions; please 7 g!ye,me eicall.. William H. K.nC.k:.F.E.. Chief Engineer Alpine -an 111N Company Engineering .Department. Orlando, FL H. Ar No..10861: STATE. (IF 6750 F61rUm; - Drive: Suite '305',:O*rla*n'd6,..FL.32821 - (800)*521-9790 - (863) 422- - 8685 ALPINE All?"COW-PANY April 26,.'2019' Mr. Bob Michaelis Caip.ent& Contractors of America, inc. 390.0 Avenue G. Northwes t Winter Havi,-n, FL 33880-6201 Dear. Bob,. .Rb' Strongback bridging: an. I understand -there is§oi-h6 concern over . our recommendations f6rstrbfigback bridging on 'ft' o ro russes:. Strongback bridging for roof trusses is n9t.a:.roquirement of:ANSI-TPI 2014 nor is it a requirement :.ofthe Building Component Safety , Information- :But strongback bridgih ony roof '.tr.usses is SA mmOndekO by Ca rpenter COti�4 :Jollowiin two.. -Str6 functio-n.s, One, bridging aligns the bottom -chords after they. pre- set so they are ujnifpm, along gtheceiling line and i n h Os)Afith :ceiling serviceability Twoj bridging reduces relative deflection of adjabeiht-ttUssds.., Strondback: bddging'A66s: hotipr6Vent or reduce overall individual deflection especially -an y roo Arusseso ...................deflect ng[_0qrrpthan ... 1./ ...... ....... ... . ....... ... . .. ....... ......... .. . . ..... ............ .. . ........ .. .. Si J` f trusses does not.- serve as t an n t. prigback- budging. in roof. temporarybe permanent brac ing .and is no intended to .distribute. or -share. design, loadsa! between -kUsses.,- Consequently, no desidh l6aft'have: been accounted for With thl. detail"dn"d continuous 6trohgback.bridgiho should , *hotbd.Attac*hed between: common And dirde trusses- - The use :of ' stron back bridging` shall . not. interfere i h other :girderwit 9 design considetati6h's as specifidd"by- the Ehjihi*r­df Record or the Building, Designer. The outer ends of hlei stroogback bridging shall be attached...0 a wall or anothersecureend. restraint; or a.s..specirted:.Oythe -Engineer ofRecord 6r.th' Building.D6sjghdr-.. 8tr6hgb6ck- bridging sh'all. be a - minimum O 24.homihaf lumber. oriented with the depth verticaL.AttAch with (3) f6d :common, pails (0.11Wx3.5") nails at. each intersecting membet. When -extending the l co d6ii, g. ac bridging; ng overlap by At. a.minimum of two trusses. The location: of fho.- §tron :strdng*badk budging 6 td' - .9. maybe specified :by *;the Tru'§s Manufacturer,. EhgiheL-r of * Record, or Buhding Des*igner.- Please- referto BCSj Strangbacki P T ­ RIM, deidil for information. .pg tovisions" qr*to.-A.Ipine�S RB .0 r more. info n. The. graphic showh (Fi4Ur'e_ 1) is fdrgen.'Orld illostrAttv nly. e purpose o to 67.50 176ruln Ddve:Sulte 305, QrlMdo, FL 32821- (800) 521_9790.-.(863)422"8685 IF Figure-1. if Lba n* be of any further hbr assi!Aatica or' ifyou have'any questions; Iplease.. give rrie a call. wimahl.. H,,Knck- O.:E*. Chief'.Engpee:r Alpine an IIW.:Co ' Mpany Er�gini�erihq'1360�irtmefit -Otbrido-, FL V8 21 6750 Forum Drive Suite.-366, 0066do, FL 32821 (800). 521-9.790- - (8153)422-m8685 www,alpiri6f t com S. . TRON .. GBACK B . R 1. 1EIG . I . NG RECOMMENDATIONS BUTT STRONGBACK 0- Ali scab -.on blocks shall, be:. a minimum. 2x4. 'stress lumber',' BRIDONG TOGETME J graded M-AL str-ongback bridging and bracing shall .be :a. mIn1mUm 2x6 "stress, qr'q`de.6I luMber*.' V ®The urposeof strop back brlddlhg1�topk 0..ATTACH SCAB WICTH'10d;BDX/.GUN� develoA0'oxsharing b twe?r Individual trusses,: p ZA. (0,128'xU')NAI�S'K�E RWS'-Aj resulting In an oy6raL.f Ih&0asq In the ; NOTE, -.'IN LIEU. OF: SPLICING AS SHOWN, i I stlffness-.:of- the. floor system i �2k6, LAP"MONGBACK-1RIDOING MEMPM- Fuk:AT LEAST 13NE TRU=:;SPACING strongback bridging, posl ' t1ohed. Ap% In STRDNGBACKi BRIDGING: 'SPLICE DETAIL details, Is recommended at. 10' =0` D.C. (Max;> NOTEj Details J. and 2.':ox�o the ;pr-eferrbd* dttwthmen't methods, o,_-Tho terns: 'Ioirlid' Ind' :and 'bracing' sometimes .. R. - , @ :are times .ATTACH STRONGBACK 70 mistakenly changeably. `1rqCIh s 4 Y: used n. WEB:W/ 10d'COHMON AILS 'OR important structural trctural requirement of floor . or .(4>'.IIW BOVGUN or roof system.I Refer'- AD -ikezi: Truss. Design MX3.0'X. NAILSI br.aWing (TDD) for requirements 'd 'for ul.t� each IndIVIdUCL 1. truss component, '3rId`g1ng,.' particularly* `strongbaC:Ik!:IdrI.. g!ngl' :isU: rec6mmehdixtloh- for a truss s:ystem to, help contr.6(.vibration. In: addition: -to aiding.. In thO: s distribution of point' Wad � b0t*,4e­ri adj n. ace -truss, stronqbac�k bridging_ serves % -to reduce AN rrW=MN 13793filvi*AudVa - Ulto 2M Maryland FWghtk. MO qU3 - ALTE"RNATI:VE.S ift drawbio,. *P PmF*zdwA bAdnb-zV—p-M--.1wSic& ' I'm P—MI na4z Poot and these V6 ZMts! Pounce. Or at vibration..resulting: from moving point ldqds,-.:such as foortste' 5 p The Performance of. a.L1 . floor 'systems tems -are ng*4ack enhanced 'by. the. IritFULUat of . , strb i . . bridging and thereifor&:Is. strongly recommended by -Alpine, For addlilondL InfOl"MoA16h bridging, refer to .%S! Building Component Safety* Information). No. 70861. ETA F L.L: PSF REF DL PSF HATE PL PSF- I)RW( LL PSF D. PSF FAC.. 140 ' SIHOR ' _. FEAR 50,00 ARE. TO' �� PLAC f� T'iON MATt£ IAL .- Sr.. sT�v'A :PLAT�'S AND.: rg a sty .. ... .. 4:�I(.j{•',/^"��. '!� �:{j1,yli:,}�" i��: • iY' lUY'.S.1..S.':rtjy''i :l! ",V k Y. •• �•„ 4'h-I �1�'.•l '1I s►` ` ram- d .�• 6074 66 �.'.� F 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 de -tall. (B) = Damaged area, 12' max length of damaged section (L) = Minimum 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 lengths) = (2)(L) + (B) Scab member length (S) must be within the broken panel, I, Nall Into 2x4 members using two (2) rows at 4' o,c., rows sta geredi Nall Into 2x6 members using three (3) rows at 4' o.c., rows Nmijger4k Nail using 104 box or gun nails (0,128'x3', min) Into each side member". The maximum permitted lumber grade for -Use with this detall Is .limited to Visual grade #I1 and MSR grade 1650f. This repair detail may be used for broken connector plate at MIDI -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, Member; Repair Detall Load Duration = 0`/. Member forces may be Increased for Duration of Load Maximum Member Axial Force Member, Size L SPF-C HF DF-L SYP Web Only 2x4 12' 620# 635# 730# 8004 Web Only 2x4 16' 975# 1055# 1295# 14150 Web or Chord 2x4 24 975# 1 1055# 1495# 1745# Web or Chlord 2x6 1465# 1585# 2245# 2620# Web or Chord 2x4 30 1910# 1960# 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36, 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745#. Web or Chord 2x4 2975# 3045# 3505# 38354 Web or,Chord 2x6 43954 4500# 5225# 5725# Web or Chord 2x4 3460# 3540## 4070# 4445# Web or Chord 2x6 5165# 5280# 1 6095# 6660# Nlninun L Dbannee 8 L L L 4' o c S. �Typicai L + O + O + O + O $ L O i io + O + O Hhinun 4 L stanee R St2' agger L Back Face 10d Box (0.128' x 3', min> Nallsi o = Front Face 2x4 Member - Dou�le Row Staggered 2x6 Member - Triple Row Staqoered Nail Spacing Detail ' L ni�ona. I L WWORTAiNTWA r SN THIS ZPAYDDA TTDLAALLL CroirHONCTUR°Na INGi LMINNGG%TN►081 DSTAu.ERs, REF MEMBER REPAIR muses requlrt satrene cart Infabricoilna. hw►Akv, sNppYw Instali and frodnp. Refer to and DATE 10/01/14 foal.. the lateen ration at ICSI (BuAdiv Corpawnt Safety ln(ornotlon, by TPl and SICA) for safety 9aeUe.s Prior to perfornlnp these functlans. Install►rs .hdU provw. tanpororyy �brseln per ICSI, lezz notzd otheelse, top chord shall have properly attached strUCtw al sheavwrp brk 1604ton C.%.,d DRWG REPCHRD1014 �. shall have a properly attaclkd Arosia aeilyn�yo., Locations shown for pernonent lateral restraint of we s �7 ��7 "it hove bracing hsialled per 1%SI soetfarx 13; 37 or 330. as appoeehl►, YOY plates to each Face Q I 1 11_J)I1 of truss and position as shown above and on the Jolni 3letais, whose noteaaf oiMrwise L{.�J— lJ Rater to drawinps HOA-2 for standard plat. positions. Alpha, a dWslon of ITV IUAft Conponents are Inc, shall not be responsible for o devlation Iran AN rrw coMPANY tWs droving, any Mum io bulitl 3M Truss h con�ornonee with ANSI/TP,I: I, er for hond�p, shlpphp, hstallatkn 1. Zt�•adnp 0/ irussos A seal'on this drdit or cover pop. u.ihp iNs drool, Acates acE.ptonce of professional ` angbw.A respdndblH solely far the d►mlon shown. The sultabll and use of iNs drasfrp S 3338g Lakefront DAva for O;y stru 6 Is iFk rexpondAMy of DAkMp Dasgner Per MSIITPI I Sect. Eadhcµy,MO63045 Per nee Infarnnilon see this job's general notes page and triter rob slt►s, II SPACING 24,0' MAX ALPINE, swe,al neltw,eeni TPI, wr..tpertorpi SICH wwwsbelndustrybrp, ICC, wwrsccsdfe,orp � f I RjDfdjF BOARD axi) 'SteRPQM4 w .CqLLARSEAKAVERY 7PAR0L /FAIR -OF RAFURS YNCAL TyplhAL- a -Maximum height; 3,0.-feet mph; ftdlQsad, 9xp Dykxt-1-0 gragedlupiber;8i.;box or 6otrtmbn ;Hans. aelong.is�thafrOp'et,ctumisergf-nKIIS M -,klfi! ;ukacr rafter Ifs(papors,are.not uoed, Is notl.6ed' 4piq TRVO'S VALLEY -FRAMING =2bF VALLEY RAMP -OR RIDGE lP0leb*-40-W'ldr-30 psf tTl)'Ancl -20 psf (,TDj M4X, m4pe,rdoye wurkfngr.ln t . d . to, I E I W.A4816aidi5c mat clipp*fe (ocatlops are '0erQa'bQ.tw".p 1. -Ufi_tifiifA . to. ridge 4 164l'tcli-49114* de.,diredtly ieitfilnlo' 3. U)P010.1C4.2fibi. '416due,naft t (14) A Mftjrt .two-2x6 sleepers;. 4 2 Od toew-nh 10 S. -sleiepe wtildi. 4*16dtd&rmlls 3-200 W&MUs,each slaeperjktouts .6. :.:10d9e:bohrdfa-t.00fbldck 4 16cl toe-ndUs RECt'D.F.0R FiM -7, --Wldje-bc(2fM totrjWes.- - 41Gd-t0@7iil0ls .10. Truzrtdi�rlpptg, 4'16dtoe nails rrj)ss,to dt*itl P_ :.ARE USED) .13. .441WrIbimn tbsraltde 41 6dltoe-nalls. NOTE-,'116i1:( OMMON MAILS Q Pit` - - - - - - - - KI T " U wyMMUP.-W '" AM: "W%Nm': WWWWTAIMM Zdf-SO 46 54 Rz , VALLsy 'sakurtow* Ax"s"' tHs = M." MA f mo.108*1 - z ' . I VC DL_ IP ZO 7 7 DAT9 10/9'1/14 ..kv.c& 'Ant.;.►i irt vor SSW, fal-Ilkly'. -a—pri— I- bracma. Pee slomignp and '60. .0 0 0 PRWA 180101.5 " ttdkd'w 1.4 w. •.1.. ;TATe, OF am Bc• u, a -0 0 0 mN r<� imUNW-d jPL&tlt P.03 4 & &v'Ptlr ";0. b-'d h rat. be 'TOT. LD "?* 1-64 "! . .**.*. . I . 91?�. eftw I. -fir '**. D�* vZi MA - I'* �R7= 1w: Pol Fqnwm.Mkr',S.%..sea JHx..jjb'% general rA *.J. i f Simpson Strong-TieO Wood Construction Connectors Face -Mount Hangers - I -Joists, Glulam and SCL These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. - 25/e 16 2 (14) 0.148 x 3 - 70 1,660 1,3:;5 1,805!1,425 1 55 1;555ax. rMMin.IUS2.56/16 (16) 0.148 x 3 - 70 1,805 1.555 2/z x 16 MIU2.56/16 - 29/i6 157/6 21/z 1 - (24) 0.162 x 31/z (2) 0.148 x 11/z 230 3,455 3,920 14,04512,970 j 3,370 3,480 U314 ✓ 29/6 101/z 2 - (16) 0.162 x 31/z" (6) 0.148 x 11/z" 970 1,945 2,205 2,375 1,675 1,895 2,045 �1f ,.ti a v °s HU316 / HUC316 MIU2 5fi%1$, s ✓ 29/6. 141/a • j,26 17/cam" 21/z 21/z - . =_ (20) 0.162 x 31/2 , (26)'0162 x 31/z (8) 0.148 x 11/z _ (2) 0.148 x?h j 1,515 230, 2,975 3 7�t5,,OA,514,0-05, 3,360 3,610 2,565 2,895 3,110 3 220 { 3,48Q 3 480 IBC, LA 21h x 20 1 MIU2.56/20 I I I • I - 129/61 19Y16 1 21/z 1 - 1 (28) 0.162 x 31/z 1 (2) 0.148 x 11/z 1 230 14,03014,06014,06013,46513,495 ; 3,495 29/16 x 91/4 21A6" wide joists use the same hangers as 21/z" wide joists and have the same bads. to 26 ,Nra v✓a+r¢n. 1,u7 �.u<n �� ',1w�v,a or;ox,. �. cuv� a.ur.y ,+.t,t.�u r.;vua t.,wJlG I IBC, MIU3.12/11 - 31/a.1 11 M, 21/z - (20) 0.162 x 31/z (2)0.148x11h 230 2,880 3,135 3,135 2,475 2,695 2,69FL,3 x 117/a•HU212=2/`R 2lZ-2 ✓ j 31/a-1 `10g/s 21/z IMaxj(22p0i:f62x'3'/z` ° (10)'0.148x3 ",795 3,275 3,695' 3,971DI-2,820 v;P80 3,42LA 3/z x 51/a HHUS46 I - 3% 1 51/e 1 3 1 - I (14) 0.162 x 3Yz I (6) 0.162 x 31/z 1,320 2,785 3,155 3,405 2,3951 2,715 2,930 HGUS46 I - 13a/e 47/6 1 4 1 - 1 (20) 0.162 x 31/2 1 (8) 0.162 x 31/z 12,155 4,360 4,885 5,230 3,750 4,200 1 4,500 IUS3.56/9.5 MIU3.56/9 U410 HUS410 HHUS410 3Y2 x 91/z HU410/HUC410 HUG0410-SDS HGUS410 LGU3.63-SDS MGU3.63-SDS FL IBC, FL • - 35/s 1 91/z 2 1 - I (10)0.148x3 - ! 1,185 11,34511,45511,020 11,160 11,250 •I - 39/a 1 81 /1. 21/z - 1 (16) 0.162 x 31h (2) 0.148 x 11/2 210 2,305 2,615 12,820 1,98012,245 12,425 • ✓ 36/6 83/6 2 - (14) 0.162 x 31/z (6) 0.148 x 3 970 2;015 2,285 2A65 1,735 i 1,965 12,120 • - 31A6 815/6 2 - (8) 0.162 x 31/z (8) 0.162 x 31/z 2,990 2,125 2,420 2,615 1,820 2,070 12,240 • - 35/8 9 3 - (30) 0.162 x 31/z (10) 0.162 x 31/z 3,565 5,635 6,380 6,445 4,845 5,486 5,545 • ✓ 39/16 85/a 21h - (36) 0.162 x 31/z (12) 0.162 x 31/z 3,235 7,460 7,460 7,460 6,415 6,415 6,415 • - 31N 9 3 - (12)1/4" x 21/z" SDS (6)114" x 21/z" SDS 2,265 4,500 4:500 4:500 3,240 3,240 ;';,240 • -1 3%1 91/6 4 - (46) 0.162 x 3 /z (16) 0.162 x 31/z 4,095 9,100 9100 9,100 7,825 7,825 7,825 IBC, • - 35/a 8 to 30 41/z - (16)1/4" x 21/z" SDS (12)1/4" x 21/z" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 LA • - j 35A j 91/4 to 30 41/z - (24)1/4" x 21/z" SDS (16)1/4" x 21/z" SDS 7,260 9,450 9,450 9,450 16,805 6,805 6,805 U `46 See footnotes on p.150. THA/THAC Adjustable Truss Hangers ���ERFG =G This producfis preferable to similar connectors because 't+ of (a) easier installation,. (b) higher loads, (c) lower installed �j cost, or a combination of these features. bA 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 W Finish: Galvanized. Some products available in ZMAX6 coating. See Corrosion Information, pp.13-15. V Installation: Use all specified fasteners; see General Notes. U C The following installation methods may be used: y Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. It Install top and face nails according to the table. Top nails shall not be within 1/4" from the edge of the top -flange members. For — �- the THA29;-nails•used-for-jois�attachment<must-be driven at an M 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 hall of the required fasteners in the top hall of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 4/2" 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 A 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 3W (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart Double - Shear Naiing Top View Double -Shear Nailing Side View; Do not bend tab 13/4' for THAC422 for 422-2 426-2 THAC422 Face nails Top nails per table per table 13/4" typical 21h' for THA422-2 and THA426-2 THA418 2� /4 `I d" R♦ ° T 091" Q3, � c �W 21i� THA29 Double 42— 2 face nails Use full table value (total) Single 4x2 �a 4 top nails See ^W (totaq nailer table hh-�-..,,tt::-�''' 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) double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation Iyplual 1 rlp%4v Top Flange Installation ter to tnote 5 p.187 -86 Simpson Strong -Tie® Wood Construction Connectors Adjustable Truss Hangers (cont.) IS These products are availabh with additional corrosion protection. For more information, see p.15. El 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. 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 IW' min. top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h" naiIS 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 Qoist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 18 U Z Z a 2 0 U w (5 z 0 Z 0 co c 4 N m O � N U U LUS/MUS/H US/H H US/HGUS Face -Mount Joist Hangers AF�dFERFO W E This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. The double -shear hanger series, ranging from the fight -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing that distributes the load through NAro points on each foist nail for greasier 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 ZMAXO coating. See Corrosion Information, pp.13-1.5. 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. for welded or natter applicaTioris: "'-'- ' -'-' " -.... 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 -Shear Nailing Side View CCDouble Do not bend tab Dome Double -Shear °•" °' Nailing Side View (Available on some models) 1°for 2)'s 1W' for 4Xs� H ,G_ B W� LUS28 10( H H US210-2 M US28 e p s 4, 2^� HUS210 (HUS26, HUS28, and HHUS similar) I. 2518°- m i_ I m° 4' m q • &_ +a rt HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) a LUS/M US/H US/HHUS/HGUS a Face -Mount Joist Hangers (cont.) Model No. Min. Heel Height , Ga..:". Dimensions (in.) . ti Fasteners ' W H 8 Carrying- MarMember,' Carried. Member Single 2x Sizes LUS24 °' 251a19/ia. 18; 31/e `1'3Ja "(4)Q148x3'r`;` (2)"0.148x3 , LUS26 4"lr° _. x ish6 . e;4-1/n MUS26 411ti6 18 .1 9/1a 5M6 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 45/i6 16 15/a 53/a 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 HGUS26- . 49l6 '12, 15/e .5�4a' 5, (20) 0:162;x 3Y , :'(8) 0.162°x 31h ' LUS28 - '' , " 4 4c ';'_ .18 19AG 65/a ;: �1"?/a = . (6) 0.148 X 3 '.} ° - (4) 0.148 x 3. MUS28 6-A6 18 19A6 613A6 2 (8) 0.148' x 3 (8) 0.148 x 3 HUS28 61/2 16 15/a 7 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 HGUS28 69A6 12 15/a 71/a I 5 (36) 0.162 x 31/2 (12) 0.162 x 31/2 LUS210 `` . 411<.. ' , °"'18 "I "1 a/a ..713f a�ni . 1?(a : "`(8)';0148X3`:' _(4)-'0;148 x"3 HUS210 - j . Sa/s ' 16 1 ME " 9 3 � ° {30) 0.162 X 31/a; 4 (10) 0.162 x 31/z - HGUS210- 8%f 12 `.' '15Is" '91A , , ,'5 , '-(46):0162 ' (1fi)'0.162 x These products are available with additional corrosion protection. For more information, see p.15. For stainless -steel fasteners, see p. 21. Many of these products are approved for installation 1 with Strong -Drive' SD Connector screws. See pp. 335-337 for more information. O 1. See table below for allowable bads. ci , N _ N DF'Allovuable toads SPAllowable Loads SP.F/HF Allouvable Loads i Model -= - Code Uplift] Floor Snow Roof Wind Upliftl Floor Snow Roof .. Wind Upliftl Floor 5naw Roof. Wind Ref: (160) (100), (115) (125). ' (160) " (160) (100) (115) (125)' (1.60). .(760) {100) (1151 (125) - (160), R Sirigle 2x Sizes (L ® LUS24.,- 435 ', 670� 765 820 1,045, 435' : _ 725 _ 828, 890 1- 20 300 495, _ 4565 605_ 77'0 ® LUS26 1,165 865 990 1,076 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, MU,291,490 1,560 60, 9560f56.LA 3 &0 HUS26 1,320 2,735 3,095 3,235 3.235 1,320 2,960 3,280 32280 3,280 1,150 2,350 2,660 2780 2,780 " 77777777 HGUS26 875°;. :4;340 4,850 ° 5,170 5,390. a75 :.=4,690 ;5,220,""'•.5'390 �.,5390'"' ,7807 3.225 3;6I;O, 3870 .:.3;985 IBC, FL ® LUS28 1,165 1,100 1,260 1,350 1,725 1,165 1,195 1,360 1,465 1 11,730 865 810 925 1,000 1,270 O . IBC, FL, MUS28; °2:1,73Q . 1;975 2,125 , 2,�14„ :1,3`Z;1;875' ` - 2,135 ' 2 255� 255_°_ ,1� f 1,270 1,955 , 1;575,: ,1 s LA HUS28 1,760 4,095 4,095 4,095 4 0195 1,760 4,095 4,095 4,095 4,095 1,480 3,520 3,520 3,520 3,520 HGU82$ 1,65E '2?u 17,276:; 7275;" 7,275', %A,650 1,275 7,2?5, ` 7,275 7;275 . "'1„325 1670' - 3,820 ; 3,915' ,"4,250 IBC, FL ® LUS210 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, a HUS210 2;€i'S s,4a9 5,;v5` 5,830 5,f;30 2;635"`, .395 5,780 583, _z z30 :�2,220 2;v3_'• , 2.455 535 ,2,825,,` LA HGUS210 2,090 9,100 9,100 9,100 9,100 2,090 9,100 9,100 9 ,v": 91100 1,545 6,340 6,730 6730 6,730 13C, FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. • HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45° and/or sloped to a maximum of 45" • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download n 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. Acute • The joist must be bevel cut to allow for double shear nailing side HGUS -Skewed Seat • HGUS hangers can be skewed only to a maximum of 45". Allowable loads are: 00 ' HGUS Seat Width Joist Down Load Uplift Specify angle W < 2" Square cut 0.62 of table load 0.46 of table load Top View HHUS Hanger W < 2" Bevel cut 0.72 of table load 0.46 of table load Skewed Right 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load Qoist must be bevel cut) All joist nails installed the 2" < W < 6" Square out 0.46 of table load 0.41 of table load outside angle (non -acute side). W > 6" Bevel cut 0.85 of table load 0.41 of table load '94 Simpson Strong-Tiee Wood Construction Connectors These products are available with For stainless Many of these products are approved for installation ED additional corrosion protection, steel fasteners, l with Strong -Drive° SD Connector screws. For more information, see p.15. see p. 21. See pp. 335-337 for more information. 5S* C5 z z a 0 0 0 F7 0 z 0 CD m z 0 dED m 0 N 0 rn o U U Double 2x Sizes HHUS26-2 45A6 14 35/16 53/a3 (14) 0.162 x 31/z (6) 0.162 x 3Yz 11,320 12,830 13,190 13,415 14,250 11,135 12,435 12,745 12,935 13,655 HGUS26-2 49/6 12 3% 57% 4 (20) 0.162 x'31/z (8) 0.162 x 31/z 2,155 4,340 4,850 5,170 15,575 11,855 13,730 14,170 14,44514,795 FL, LA LUS210-2 Or, 18 1 31/a 1 9 1 2 1 (8) 0.162 x 31/z I (6) 0.162 x 31/z I li;44,511,83012,07512,24512,83011;2,1,nll.57511,785 1,930 2,435 HHUS210 2 83/s 14 35ti6 87/a 3 (30) 0.162 x 3'/z (10) 0.162 x 3'h 3:550 5,705 6,435 6,485 6;485. 3,335 4,905 5,340 5!(O60 1 5,190 HGUS210-2 89/,. 12 35/,s 1 93/is 1 4 1 (46) 0.162 x 31/z (16) 0.162 x Th 14,095 19,100 19,100 19,100 19,100 13,520 17,460 1 7,825 17,825 17,825 Triple 2x Sizes t7.lUUSC,O-3.: I 't'TI6 = IC! 4,'71¢ `�rl2. 14 IBC, FL HfUS28-3=.' 6,'.�56- = 12 4i5h6 71/4 : 4 (3ii) G:162 01/z (12) D 162 z31h 3 235 7460''; 7,460 ,460 ; 7460 2 7 Oe' 6 415 6 415 6 415 6 415„ LA HHUS210-3 ]::83/s 14 411A6 8% .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 HGUS210-3 813/16 12 415A6 91/4 4 (46) 0.162 x Th (16) 0.162 x 31/z 4.095 9,100 9,100 9,100[E-M 9,100 3,520 7,825 7,825 7,825 7,825 HGUS2 t2 3' E 10 /a ;` : it 4 s 1031a x4 {56)`0162 jc lz` (2f�)`0:7621c ,�/z i;E b, b" '4 6 ' ^ 04 ;`.O8tr ;s /, s' 5 :, IBC, FL LA Quadruple 2x Sizes nuuato 4 orz i�,, ,nnfr ons,, t�ufu>io�x3ra a);uaoa�n�ra� a too 4r eq: _ a3u q,arv. �,o a ,033=�,r�u 4 iry +,+4a %1 UO I IBC, FL HGUS28-4 I 71/4 12 69f6 73/16 4 (36) 0.162 x 31h (12) 0.162 x 31/z 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 1 6,415 LA HHUS210-4 83/a 14 6'/a 87/s 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 15,575 FL 4x Sizes IBC, FL LA IBC, FL LUS48 4% 1 18 39/16 63/a 1 2 1 (6) 0.162 x 31h 1 (4) 0.162 x 31/z 1 1,060 11,315 11,49011,610 12,0301 C10 11,130 11,280 11,38511,745 IBC, FL, HUS48 6Ya 14 39/16 7 2 (6)0.162x31h (6)0.162x31h 11320W746O7,"4600 1,930 2,415 11K 1,360 1,540 1,660 2,075 LA HHUS48 6'/z 14 35/e 71/s 3 (22) 0.162 x $1/z (8) 0.162 x 3'/z 1;760 5,155 5,980 i,55 3,670 4,135 4,435 5,145 HGUS48 67/6 12 35/a 71tia 4 (36) 0.162 x 31/z (12) 0.162 x 31h 3,235 7,460 7,460 2,780 6,415 6,415 6,415 6,415 HGUS412 i 1 OiG 1 12 35/a 107A6 4 1 (56) 0.162 x 31h (20) 0.162 x 31/z 15,695 9:045 9,045 9;045 1 9,045 4,900 7,780 1 7,780 1 7,780 1 717801 HGUS414 117A6 1 12 1 35/e 127/1a 4 1 (66) 0.162 x 31/z (22) 0.162 x 3'/z 15,695 10,125 10,125 10,125 10,125 4,900 1 8,190 1 8,190 1 8,190 1 8,190 Double 4x Sizes IBC, FL, LA FL 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table bads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/TPI 1-2014. Simpson Strong Tie® Connector SelectorL` software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21/z" nails in the header and 0.162" x 31/2" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Simpson Strong -Tie° Wood Construction Connectors SIMPSON Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable 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 /z Up to'" ax. to allow for greater construction tolerances (maximum gap for standard allowable loads is 1/e" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge W Finish: Galvanized L. Installation: V C •. Use all specified fasteners; see General Notes C• Can be installed filling round holes only, or filling U round and triangle holes for maximum values N See alternate installation for applications i using the HTU26 on a 2x4 carrying .member or. I.. HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity �,- --, Options: �__,....:......_... d HTU may be skewed up to 67'/z°. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drivel SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table W HTU26 Typical HTU26 Minimum Nailing Installation `'�Ya"'itie3t' gap bbtWMfi end df " " truss and carrying member HTU Installation for Standard Allowable Loads (for 1/2" maximum gap, use Alternate Allowable Loads.) 8 Many of these products are approved for installation with Strong -Drive' SD'Conriector screws. See pp. 335-337 for more information.. Standard Allowable Loads (1/8" Maximum Hanger Gap) Single 2x Sizes Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) l7I U40(MHA.) ', t 'J'f2,_ 1%S 0718 aft t4UJY_1P4'.X a 72;t (44j'U,14iYK I'f2 ,.ii?9 is Ga.�'tU,„ +5,a A:. i,V; ',d; tU '; 1i333; "G,001J �e,22,77 :, _Y.iu �S,4 i IBC, HTU28 (Min.) 37/a 15/a 7% 31/z (26) 0.162 x 31/2 (14) 0.148 x 1'/2 1,235 31820 3,895 3,.895 3,895 1.1,060 2,865 2,920 2,920 j 2,920 FL, HTU28 (Max.) 71/4 1 % 71/1a 31/2 (26) 0.162 x 3Yz (26) 0.148 x 11/2 2,020 3,820 4,315 4,655 5,435 1,185' 3,285 3,710' 4,005 4,675 LA HT1121Q,(Mih:}"_ , ,o3t%s, 1/s: 9ha 3y✓2 %{32)0:162x,312 �,(14)Q1A84x:ii?/z 1;330 "'•",' 4,.::,30u - 1,145 ,3,25' 225. `3.225 3;225' NTU210:(Max), 9'/a 9 5/a 9"hs 3Yz ;(34) 4162.3 'h :{32) 0148;x 1"/z 3,315 4,705 ' 3. r,.13(" 5,995' 2,85(3.. 4;045 -, U '& 3,.fE ,` :5,155' Double 2x Sizes ttill26 2"(Miri').: ` a Jz Q0,6 48x337l' 15i5 5,0 6r iD 13Q5 t,850 (2 090 ° 2,255 2 46ba' H f[I26 2 (MaK.) 5Yi" "35/1a 'S'ha= "3'h ° ";{20).0.162'x31h , '(20} 0.I'48, X`3 -52,175' 2,94f1' , �` 080 „ );4E _ : 1,876 2,530' 2,85 , 3; 3 S j"3j855 HTU28-2 (Min.) 37/a 3a 7YIa 3Yz (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 IBC, HTU28-2 (Max.) 71/a 35/ia 71tis 3Yz (26) 0.162 x 31/2 (26) 0.148 x 3 3,485 3,820 4,315 4,655 5.8�5 2.995 3,285 : °;4, , .« l ' j FL, LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a" and 1/2", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may fmit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector" software ' includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. S. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. *96 U Simpson Strong -Tie® Wood Construction Connectors Face -Mount Truss Hanger (cont.) 8 Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrvinq Member HTU26 (Min.) 37/a (2) 2x4 (1'0) 0.162 x 31/z 1 (14) 0.148 x 11/z 1 925 1,470 1,660 1 1,790 1,87:5 1 795 1 1,265 1 1,430 1 1,540 1 1,615 HTU26 (Max.) 51h (2) 2x4 (10) 0.162 x 31h (20) 0.148 x 11/z 1 4.240 1,470 4,660 1 1,790 2,220, 1 1065 1 1,265 1 1,430 1 ',5zi0 I 1,910 FL, 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 H Gap) 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 Ma" and 1h°, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie, 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 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 listed diameter by length. See pp. 21-22 for fastener information. a P" 19 HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products -are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. . • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/15" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/16" at 100% of the table load. Specify as an `X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) ;or concrete arid 1l,` x 2,14` Titen 2 screws I'Mo-el TTN2-2e;234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or E NP sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. Drill the 3/16"-diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the 3/1s"-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material z will reduce or eliminate the mechanical interlock of the } threads with the base material and will reduce the anchor's z a load capacity. o • Titen Installation Tool Kits are available. They include a LU 3/16" drill bit and hex -head driver bit (Model TTNT01-RC); z a 3/1a" x 41/2" drill bit is also available (Model MDB18412). 0 cc • A minimum edge distance of 11/2" and minimum end distance cn 0 of 37/3" is required as shop-ln in Figure 1 for full uplift load. 1n a Z • Where no uplift load is required, a minimum end distance of 11/2" is Perrntted. 0 o Codes: See p.12 for Code Reference Key Chart m o U U ' Concealed flanges H UC410 HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 A HU/HUC/HSUR/L ........................................ _._.................................... _._._........................ _..................................................... ...._.......................................................... ...... _...... _........ ................ I....................... Medium -Duty Face -Mount Hangers (cont.) 05 These nroducts are available with additional corrosion protection. For more information. see o.15. HU26 HU26X (4)14 x 2-1/4 (4)1/4 x 13/a 1 (2) 0.148 x 11/2 335 1,000 335 1,545 HU2$ e- HU28X' :. {6}5 X 2a {6) Ja x ja (4) fl 14$ x •1 h 545 t 500.. 76,E 2 40I1 _ a , HU24-2 HUC24-2 (4) IA x 23/a (4) 1/4 x 13/4 (2) 0,148 x 3 380 1,000 380 1 1,545 HU26-3 (Min.) HUC26-3 (Min.) 1 (8) 1/4 x 23/a 1 (8)1/4 x.13/a 1 (4) 0,148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) 1 (12)114 x 23/a 1 (12)1/4 x 13/a 1 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU210 I HU210X 1 (8)1/4 x 23/4 1 (8)1/a x 13/a I (4) 0.148 x 11/2 1 545 I 2,000 I 760 1 2,415 1 HU210-3 (Min.) HUC210-3 (Min.) (14)1/4 x 23/a 1 (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)114 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,50Q 1,800 5,085 HU212i; ``i HU212X'' (10)1%<x231a {10)a/4X1i4 (6)0148x•71h a.t�35 2,500 7777711, : �•I3 a 2685 . HU212-2 (Min.) HUC212-2 (Min.) (16)1/4 x 23/4 .(16)114 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)1/4 x 23/4 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU214 I HU214X 1 (12)1/4 x 23/4 1 (12)1/a x 13/a I (6) 0.148 x 11/2 1 1,135 I 2,665 I 1,135 I 2,665 1 HU214-3 (Min.) HUC214-3 (Min.) (18)114 x 23/4 (18)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)114 x 23/4 (24)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 HU21a6X (18)'1/a x 23/a (18)1/4, _13f4 A8) 01"48 X 11/z 515 , 2 920 ' 15 t 2 920 " HU216-2 (Min.) HUC216-2 (Min.) (20)1/4 x 23/4 (20)114 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/4 x 23/4 (26)1/4 x 13/a (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU7 (Min.) (Not available) 1 (12)1/4 x 23/a 1 (12)1/4 x 13/4 (4) 0.148 x 11/2 545 1 2,980 1 760 2,980 HU7 (Max.) (Not available) (16)114 x 23/4 I (16) 1/4 x 13/4 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 HU11 (Min.) (Not available) (22) 1/4 x 23/4 (22) 1/4 x 13/a (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 2?/4 (30)1/a x 13/4 (10) 0.148 x 11/2 1,445 3,735 1,445 3,735 • 38 STAGGER JOINTS - TYP. RAISED HEEL ROOF TRU55E5 e/SKI PLAN UPLIFT/SHEAR ANC EACH TRUSS - SEE PLAN mn rir_�Laaaaaaa��l:a� aaa�a�aaaaa�aaaa■aaaaaau B%SKI f' NOTE: ADD'L FRAMING NOT SHOWN FOR-GLARITY RAISED HEEL TRUSS BEARING/'A SCALE:. NTS SKI ;IBBON BOARD- SEE CHEDULE FOR SPACING t A5TENING TO TRU551�5 r -MASONRY WALL - SEE PLAN ; i ROOF SHEATHING- SEE PLAN RAISED HEEL ROOF TRUSSES -SEE PLAN SOFFIT/FASCIA- 5EE ARCH. =` W N O RIBBON BOARD- < < 3 P SEE SCHEDULE - U z LL FOR SPACING d ow w w FASTENING. TO w N U:2 Q Q TRUSSES Lu - o _ Z o M WALL SHEATHING -SEE PLAN _ CL Z Q 3 MIN. 15/32' CDX PLYWOOD OR 1/16' OSB WITH ad GUN NAILS U (0.131' X 2 1/2') ® 6' O.G. TO UPLIFT/SHEAR GYP. CEILING- RIBBON BOARDS ANCHOR EACH SEE PLAN < TRUSS- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS MASONRY WALL - BOTTOM CHORD SEE PLAN _ MOM: RAISED HEEL TRU55 BEAB SCALEMHTSTS SKI veavon no. i.w i uue.ie RIBBON 5GHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH (2) 12d GUN (0.131' X 37 (vasd=l2a MPH) 2X4 SPF"2 24' TO EACH TRUSS, (4) EXP. B, NAILS AT JOINTS ENCLOSED vult=lb0 MPH (2) 12d GUN (0.131' X 37 (VasEXP. MPH) 2Y4 SPF"2 I6' TO EACH TRUSS, (4) EXP. G, NAILS AT JOINTS ENCLOSED !. SKJ 11 ALPIlt-NE AN UOV COWANY, la-nuary:10j,20201 car"p, e-n' te ., r.'Co . n , tr I a , ct, o . r. s o' America, r-,i.ca,. nc­ '34 z AvciiIV6 Gj NW: Wifiter*. F"L338' .O.earjq* Ithas come to my attention "thatsome questions Were raised poncerht, g 5,/8,1' diameter` h6les'.'l il-led-f 'ftith&t. 6Ms',(wide Face) of sys42 gable end trusses to for es6 ga �ar t1i df6d'S' Ilf"'th, bleends, eoverconfipaqussupport; 6, &.,,.cen p,-p 'tlto,,-vvtoe-- w We' Eke no."dt. --f ;4''Q ' w thous damaging, y-* connector. ,'Plate`s,..o""rvertical; we : then A no repo 'is reqq�red The on.,y-s,f 2ett - o -floor 1ids,hd'nd'additional I*oad:, :,,,;.; Ify-6ith 64rfy'(questions;p ease give mea,,.call, Sincerely; .16.750 Forum.lbriVe, FL3zkj':- (409963)422'8685 pl ':.97,9 0 Tins flat h"bests ekYtoNcaW sigmd end,SeOed Ong a DOW S ' 8. F"rftd copies witho :lt an drt ne€ sJWvWm nvstba. veri ed Wng the Odglno ei"aut version. '�xtteaww.�� ^{ COA #0 278 44 "',....... 03/10/2021 No. 7080 =; STATE IdIMMIL ALPINE AN ILW ZOMPANY Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone:(800)755-6001 www.alpineitw.com 11 Cw;bmec Carpenter Ountractors of America Job Number N334501 Joa Descripti_v_n: 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E Address:. Job Erx insert Criteria: Design Code:: FBG 7th Ed. 2020 Res IntelliVlEW Version: 20.02.00A JRef #: 1 X3L89750075 Wind Standard: ASCE 7-16 Wind Speed (mph)_' 160 Design Loading (psf): :37.00 Building Type. Closed This package contains general notes pages, 33'truss drawing(s) and 4 detail(s),. Item DrawingNl�trfber 1 069.21.1302.22266 Al 3 069,21.1302.22015 A2 5 069 21,1302.22267 A4 7 069.21.1302.21406 A6 9 069.21.1302,22327 A8 11 069.21.1302.21436 A10 13 069.21.1302.22124 All 15 069.21.1302.23499 Al4G 17 069.211302.21516 A16 19T 069.21.1302.22625 C1GE. 21 069,21.1302.23047 D2 •23 069.21.130223000 V8 25 069.21.1302.21766 EJ7 27 069.21.130222311 EJ3 29 069,21.1302,21609 CJ3 31 069.21.1302.22577 CJ1A 33 069.21.1302.22843 HJ3 35 GBLLETIN0118 37 VALTN160118 ftei .' praiaring'Numit�r Truss 2 069.21.1302.22812 A1A 4 069.21.1302.21421 A3 6 069.21.130221515 A5 8 069.21.1302.21827 A7 1.0 069.21.1302.22218 A9 12 06921.1302.21875; Al2 14 069.21.1302.2178.1 A13 16 069.21.1302-22421 A15 18 069.21.1302.23311 61 GE 20 069.211302.23155 D1 ° 22 06921.130222468 D3G 24 06921.1302.22405 V4 26 069.21.1302.23405 EJ7A 28 069.21.1302.21983 CJ5 30 069,21.1302.22407 CJ1 32 069.21.1302.21890 HJ7 34 A16015ENC160118 36 VAL180160118 Flprida Certificate of Product Approval #FL1999 Printed 3/10/2021 1:54:46'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 131, B2, B7 and/or 1310 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or 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 [CC Evaluation Service report ESR-1118, available on-line at www. icc-es. oro. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.ora. 2. ICC: International Code Council; www.iccsafe.oro. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.orq. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN: 249671 / COMN Ply: 1 FROM: RWM Qty: 11 6'1"7 6' 1 "7 Job Number: N334501 ,7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E Truss Label: Al W11"15 19'10" 26'8"1 10"8 T 6191 + 6191 =5X5 E �,I 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 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24 wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. ,Wind loading based on both gable and hip roof types. 39'8" 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 9'10" 29'8" Cust:R8975 JRef:1X31-89750075 T10 / D rwNo: 069.21.1302.22266 SSB / YK 03/10/2021 33'6"9 39'8" 6'108 1 6'17 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.222 K 999 360 VERT(CL): 0.385 K 999 240 HORZ(LL): 0.081 J - - HORZ(TL): 0.140 J Creep Factor: 2.0 Max TC CSI: 0.617 Max BC CSI: 0.882 Max Web CSI: 0.457 VIEW Ver: 20.02.00A.1020.20 Y ® 0 Q. 708 I i A r ® ° m ®� �tr 03/10/2021 10, 1' 39,81, ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1711 A /- /961 /309 /444 H 1711 /- /- /961 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B. & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1490 - 3155 E - F 1130 - 2029 C - D 1366 - 2875 F - G 1366 - 2875 D - E 1130 - 2029 G - H 1490 - 3155 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2759 -1207 K - J 2278 - 858 L - K 2278 - 879 J- H 2759 -1186 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 541 -134 K - F 530 - 745 D - K 530 - 745 F - J 541 -134 E - K 1362 - 605 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to • drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingq�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 bracin4of trusses. A seal on this drawing or cover pa e listing this drawing indicates acceptance of professional en ineenng 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/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or AL NE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249704 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T25 / FROM: ALS Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22812 Truss Label: A1A SSB / WHK 03/10/2021 7'11"2 12' 17'1"12 19'10" 23'8" 31'8"14 398" 7'11"2 4'014 5'1"12 2'8"4 3'10" 8'014 7'11"2 —6X6 F 39'8" 1_i__ 8'1"1 3'9"3 i 2'1"12 3' 6'8" 8'0"11 T11"5 1' i' 8'11 �11'10"4T 14' 17'T 23'8" 31'8"11 r 39'8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T1 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W6,W9,W11 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Plating Notes All plates are 2X4 except as noted. (1) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positionina Tolerance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. + Bottom Chord section between vertcials may be removed. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Cade: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE. HS 0 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.386 0 999 360 VERT(CL): 0.669 0 706 240 HORZ(LL): 0.168 K - - HORZ(TL): 0.314 K Creep Factor: 2.0 Max TC CSI: 0.791 Max BC CSI: 0.896 Max Web CSI: 0.765 Ver: 20.02.00A.1020.20 yl qpw--•=rfgfa �fr .91 Nil W w 03/10/2021 t2 m b ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 A /- /961 /309 /444 1 1556 A A /961 /309 1- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 1 Brg Width = 8.0 Min Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C -- 1410 - 2745 F - G 1410 - 2068 C - D 2144 -4245 G - H 1218 -2103 D - E 1499 - 2794 H - 1 1423 - 2777 E - F 1658 - 2771 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2371 -1107 L - K 2402 -1107 Q - M 3738 -1614 K - 1 2406 -1106 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - S 814 -1523 M - F 2007 -1008 C - Q 1476 - 551 M - L 1864 - 604 S - Q 2850 -1327 F - L 492 - 506 Q - D 1271 - 562 L - G 452 - 368 D - M 825 -1539 L - H 475 - 688 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! `*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have 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 1310 as applicable. Apply plates 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 BuildinTComponents 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 bracingctof trusses. A seal on this drawing or cover page listing this drawing indicates acceptance of profess'LLonal engmeering responsibilittyy 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. _._.. a ALPINE AN RW COWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249705 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T9 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22015 Truss Label: A2 �SSB / WHK 03/10/2021 P b m 617 617 "7 12'6"15 I 19' + 20'$" 27'r'1 6'5"8 6'5"1 1'8' 6'5"1 —_5X5=5X5 E F 39'8" 1' i 10' 9.10" 10' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; 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. 9'10" 29'8" 33'6"9 + 39'8" 6'5"8 6'17 10, 1' 39'8" � i -i Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.172 L 999 360 Loc R+ / R- 1 Rh / Rw / U / RL VERT(CL): 0.321 L 999 240 B 1556 /- /- /963 /310 /427 HORZ(LL): 0.066 K - - 1 1556 A /- /963 /310 /- HORZ(TL): 0.123 K - Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Max TC CSI: 0.480 1 Brg Width = 8.0 Min Req = 1.8 Max BC CSI: 0.747 Bearings B & I are a rigid surface. Max Web CSI: 0.625 Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 B - C 1642 - 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 m.- �.j ..111E Wind dt` - ®`. t4,e: Wind loads based on MWFRS with additional C&C � 1°�'�°0®4®Q member design. e %N esa*���� "Wind loading based on both gable and hip roof types. o VL4. _2 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1262 L - K 2030 - 937 M - L 2030 - 957 K - 1 2444 -1241 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 508 -119 L - F 548 - 356 D - L 521 - 683 L - G 521 - 683 E - L 548 - 356 G - K 508 -119 at e4a A ®o �J tis 3 e CO A ILL 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) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations -shown for of lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face, o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. Alpine, a division of ITW Build inl Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANR COMVAW truss in conformance with ANSI/TPI PI 1, or for handling, shipping,, installation and bracin4q of trusses. A seal on this drawingor cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en ineenng responsibilittyy solely -for the design shown. The suitabiliy 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: 249706 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T22 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALIMEBB ELEV.C,E DrwNo: 069.21.1302.21421 Truss Label: A3 SSB / WHK 03/10/2021 6'17 12'0"15 18'0"1 21'7"15 277"! 6'1"7 5'11"9 5'11"2 3'7"14 611"2 1' i 10' 1 10' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCp!: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N; 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" 9110" 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): Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.171 L 999. 360 VERT(CL): 0.319 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.124 K Creep Factor: 2.0 Max TC CSI: 0.408 Max BC CSI: 0.748 Max Web CSI: 0.485 Ve r: 20.02.00A.1020.20 ,Erfi *qua®a�on4� �trir 0.701 .0 AO �v rg 06 YH Ma4m��. COA # ed5-�'0NAL 03/10/2021 33'6"9 39'8" 5'11"9 "{ 6'17 10, 1' 39'8"+ ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1556 /- /- /965 /312 /407 1 1556 /- /- /965 /312 /- 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 1608 - 2796 F - G 1252 -1794 C - D 1497 - 2523 G - H 1498 - 2523 D - E 1252 -1794 H - 1 1609 - 2796 E -F 1245 -1635 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2439 -1329 L - K 2064 -1027 M - L 2064 -1048 K - 1 2439 -1308 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 495 -106 L - F 523 - 300 D - L 497 - 674 L - G 497 - 674 E - L 523 - 300 G - K 495 -106 `"WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in -fabricating, 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 properly attached structural sheathing and bottom chord shall have a properly attached-ri4id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face, oltruss and position as shown above and on the Join Details,' unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingg Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN mvmr.+vn�r truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin4q of trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely for the design shown. The suitabili9y, and use of this drawing for any s0ructure 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: 249707/ HIPS Ply: 1 Job Number: N334501 Cust: R8975 JRef:1X3L89750075 Te / FROM: RWM Qly: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22267 Truss Label: A4 SSB / WHK 03/10/2021 7'10"14 17' 22'8" T1014 9' 1 "2 68" P b co 10. 10' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 It 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"x2ff%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 P_f: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 31'9"2 39'8" 9'V2 T1014 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.149 J 999 360 VERT(CL): 0.279 J 999 240 HORZ(LL): 0.060 1 - - HORZ(TL): 0.112 1 Creep Factor: 2.0 Max TC CSI: 0.760 Max BC CSI: 0.755 Max Web CSI: 0.989 03/10/2021 EW Ver: 20.02.00A.1020.20 io m 8" 10' 1 39' '8"+ ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1552 /- /- /965 1318 /386 G 1552 A A /965 /318 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 G Brg Width = 8.0 Min Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1673 - 2755 E - F 1699 - 2561 C - D 1698 - 2561 F - G 1674 - 2755 D - E 1352 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1373 J - 1 1695 - 842 K - J 1695 - 863 1 - G 2393 -1352 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 498 -448 E - I 770 -435 K - D 770 - 435 I - F 498 - 448 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to • drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$gComponents 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 page listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the BuildingUesigner per ANSUTPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or AL NE AN —COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 s SEQN: 2497081 HIPS Ply: 1 Job Number: N334501 TDrwNo: st: R 8975 JRef:1X3L89750075 T24 ! FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,R101 / 1828/CALIMEBB ELEV.C,E 069.21.1302.21515 el: AS B / WHK 03/10/2021 16'0" 1 237'15 33'6"9 39'8" 6'1"7 9'10"10 77'14 91101,10 6'17 6X6 6X6 D E 1' 10, T 10, 9.10" 19,10" 39'8" 9'10" 29'8" 10, 1' 39'8"+ Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA _ Ce: NA VERT(LL): 0.156 J 999 360 Loc R+ ! R- / Rh / Rw / U / RL B 1556 /- /- /964 /713 /366 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.292 J 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 1556 /- /- /964 /713 /- Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft HORZ(TL): 0.119 I - - Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.799 G 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: 0.745 Bearings B & G are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.485 Bearings B & G require a seat plate.Members Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE o r Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. C - D 1665 - 2513 F - G 1841 - 2852 D - E 1456 -1829 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2505 -1555 J - 1 1780 - 984 K - J 1780 -1005 I - G 2505 -1535 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 511 - 469 E - 1 617 - 249 K - D 617 - 248 1 - F 512 - 469 j • 4 o.708 I ` 0 • - o SAT 0 • s !r ®�OOaalaam®` 03/10/2021 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety -Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have 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 bracinn installed per BCSI sections B3, B7 or B10. as applicable. Apply Oates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. 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-bracin4 of trusses. A seal on this drawingor cover pa e listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabiliy and use of This drawing for any structure is the responsibility of the Buildings esigner per ANSI/TPI 1 Sec.2. , • For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ;_ AWC: awc.or AL NE AN RW COWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249709 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X31-89750075 T7 ! FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 ! 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21406 Truss Label: A6 SSB ! WHK 03/10/2021 7'10"14 15' 24'8" 31'9"2 3.9'8" 7' 10" 14 7'1 "2 9'8" 7-1-2 7' 10" 14 p6 T3 =6X6 E 12 6 F7,- 05X5 z5F5 o C LO r` W W1 B A G � H �88„ 4X6(A2) =5X5 =5X5 =5X5 =4X6(A2) � 39'8" 10' 9.10" 9'10" 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in ]cc L/deft U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 360 Loc R+ ! R- / Rh / Rw / U ! RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 /- /- /962 /328 /346 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- /- /962 /328 A EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.115 1 Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 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: 0.913 5.0 G Br Width = 8.0 Min Re 9 q = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h 2014 TPI Std: Max BC CSI: 0.760 Bearings B & G are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474 Bearings B & G require a seat plate.Members Loc. from endwall: not in 9.00 ft FT/RT:20(0)!10(0) not listed have forces less than 375# GCpi: 0.18 Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1807 -2729 E - F 1827 -2537 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.0E; C - D 1826 - 2538 F - G 1807 - 2729 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 1 - F 394 - 358 ygtiafwtraprei<ritrrv;, ` LJ � ` • 4 s a A ca.708 ffi r � . . - a COA `b$AL��� 4�c� 03/10/2021 `*WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition Component Safety Information, by of BCSI (Building TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have ropey attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. A LPI N E Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not_be responsible for any deviation from this drawing, any failure truss in ANSI/TPI 1, for to build the ANMCOWV conformance with or 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 responsibilityt� 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: 249710 ! HIPS Ply: 1 Job Number: N334501 Cust: R 8975 Aef:1X31-89750075 T23 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21827 ISSB Truss Label: A7 / WHK 03/10/2021 6'17 14'0"1 19'10" 257'15 33'6"9 39'8" 6'17 T10"10 5'9"15 5'9"15 7'10"10 6'1"7 e5X5 1112X4 =5X5 D E F T2 12 6 W T4 \5G �C5 W3 rn i� B A H � 4X6(A2) =5X5 =5X8 -5X5=4X6(A2) � 39'8" 10' 9'10" 9.10" 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defi/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.176 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.329 E 999 240 B 1556 /- /- /958 1715 /325 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /958 /715 /- Des Ld: 37.00 C Kzt: NA Mean Height: 15.00 ft HORZ(TL): 0.121 J ea Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.743 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: 0.748 Bearings B & H are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.434 Bearings B & H require a seat plate.Members Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1975 -2822 E - F 1780 -2112 C - D 1821 - 2515 F - G 1621 - 2515 Top chord: 2x4 SP #2 N; T2,T4 2x4 SP #1; D - E 1780 -2112 G - H 1975 -2822 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2470 -1666 K - J 1912 -1210 member design. L - K 1912 -1231 J - H 2470 -1645 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 439 - 395 F - J 556 -182 L - D 556 -182 J - G 439 - 395 E - K 440 -281 ��9tsrsrrisraaurarrjo��Y .......... \GE O• s e 4 N� g/yp q i i 4• Y AtO i m � s o py� r ° S :Y 1 0 e m o' av , ����011*9mon�t co � +t 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition Component Safety Information, by r of BCSI (Building TPI and SBCA) safety practices prior to performing these functions. Installers shall provide bracing BCSI. Unless noted otherwise, top have temporary per chord shall properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicable. Apply to each face truss the Join Details, Refer plates of and position as shown above and on unless noted otherwise. drawings 160A-Z far standard plate positions. Refer to job's General Notes page for additional information. to ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSIl� PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. or cover pa a 675Q Forum Drive and use of this 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: 249711 / HIPS Ply: 1 Job Number: N334501 Cust: R8975 JRef:1X3L89750075 T6 / FROM: RWM Qty: 1 7A51320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22327 Truss Label: As SSB / WHK 03/10/2021 6'9"4 13' 19,101, 26'8" 32'10"12 398" 6'9"4 6'2"12 6'10" 6'10" 6'2"12 6'9"4 5X5 1112X4 s 5X5 D E F 12 6 � �2X4 W C �/,2X4 r� o G uO io W3 B 1 A H 33 4X6(A2) = 5X5 = 5X8 =5X5 = 4X6(A2) � 39'8" 10' 9'10" 9'10" 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240 B 1556 A /- /953 /716 /305 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /953 /716 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.121 J - - Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: 4.2 psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 H Br Width = 8.0 Min Re 1.8 g q Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.754 Bearings B & H are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687 Bearings B & H require a seat plate. Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. 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 01A45i►tf'=s6sa3f8ttsd`Ft3� D - K 425 -401 J - G 381 - 339 dgy,e+ E - K 585 - 391 4 $ ���p rWk y� WLY14P•®i i• COA`�A�.\A°y71 ` "tot, 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall id have a properly attached ti ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections as applicabgle. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. B3, B7 -or B10, Defer to drawings 160A-Z for standard plate positions. -Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure truss in ANSI/) PI -this to build the MMCOWANY conformance with 1, or for handling, shipping,, installation and bracingof trusses. A seal on drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engjneering responsibiliti solelyor the design shown. The suitabil!fy and use of this drawing for any structure is the responsibility the Building -Designer ANSI/TPI 1 Sec.2. Suite 305 of per For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249712 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRefAX31-89750075 T21 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302,22218 Truss Label: A9 SSB / WHK 03/10/2021 63"4 12'0"1 19,10" 27'715 33412 39'8" 6'3"4 5'8"12 7'9"15 7'9"15 5.8"12 6,35 :5X5 1112X4 EZ 5X5 D E F 12 6 �2C4 W I G N 7�2X4 `o W3 r io B A H =4X6(A2) -5X5 =5X8 -5X5=4X6(A2) 39'8" 10' 9'10" 9.10" 10, 10' 19'10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240 B 1556 /- /- /947 /717 /284 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - - H 1556 A /- /947 /717 /- Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft HORZ(TL): 0.124 J Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: psf B Brg Width = 8.0 Min Req = 1.8 5.2 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.748 H Br Width = 8.0 Min Re = 1.8 g q — Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.753 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.999 Members not listed have forces less than 375# Loc. from endwall: not in 9.o0 It FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2102 -2791 E - F 2189 -2492 C - D 1987 - 2524 F - G 1987 - 2524 Top chord: 2x4 SP #2 N; D - E 2189 -2492 G - H 2103 -2791 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2434 -1769 K - J 2065 -1444 member design. L - K 2065 -1465 J - H 2434 -1748 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) _ Webs Tens.Comp. Webs Tens. Comp. L - D 498 -118 K - F 539 - 531 D - K 539 - 531 F - J 498 -118 �It41ttlII8l+trBlryly! E - K 685 -462 °lp�,y �, �Qaaaamroeea® •'N fb a a a m q �,*® 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. Unless per noted otherwise, top chord shall have �roper)Y attached structural sheathing and bottom chord shall have a properly attachetl rigid ceilin Locations shown for lateral restraint of webs shall have bracinn installed per BCSI sections B3, B7 or B10, App�y as applicable. of Oates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Defer to ALPINE Alpine, a division of ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the ANMCOMPANY truss in ANSI/TPI 1, for handling, installation conformance with or shipping,. and bracingc1 of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The 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 Orlando FL, 32821 SEQN: 249713 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T5 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,Rl01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21436 Truss Label: A10 SSB / WHK 03/10/2021 5'9"4 11' 19' 28'8" 33'10"12 39'8" 5'9"4 5'2"12 8' 9'8" 5'2"12 5'9'4 55 _55 �5X5 DET3 F .11 12 6 � z-� W �2X4 C4 � o (a) (a) G N n W3 h io B A H � 4X6(A2) =5X5 =5X8 =5X5=4X6(A2) i � 39'8" 10' 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240 B 1556 /- /- /940 [718 /264 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 /718 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.127 J - Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.934 5.0 H Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2194 - 2804 E - F 2386 - 2693 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.13E; C - D 2057 - 2533 F - G 2066 - 2539 D - E 2502 -2773 G - H 2184 -2797 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - L 2448 -1855 K - J 2163 -1578 be equally spaced. Attach with (2) 8d Box or Gun 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 member. Attach with 0.128x3" gun nails @ 6" oc. E - K 789 -534 ytttet�nrt irr+rrrrfir, Wind Wind loads based MWFRS �•%•w•*•••® ''rr on with additional C&C e member design.'®'1j °•4!'% Wind loading based on both gable and hip roof types. tia4••°• �• kA-1 •° yF` 0. 7Q _� '� • s e p b o • kT 0 ,0% •[ P �( r COA ruats¢aat1�1�' 03/10/2021 —WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care.in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide bracing of BCSI (Building temporary per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rived ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310, Apply to face, as applicable. plates each of truss and position as shown above and on the Joint Details, unless noted otherwise. drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Defer to ALPINE Alpine, a division of ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the MN COMVr truss in ANSI/TPI 1, for handling, installation conformance with or shipping,, and bracing of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engmeering responsibilittyy 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: 249714 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JR&AX31-89750075 T4 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RIO1 / 1828/CALIMEBB ELEV.C,E DrwNo: 069.21.1302.21875 �SSB Truss Label: Al2 / WHK 03/10/2021 9' 17' 22'8" 30'8" 39'8" 91 g 5 8 8' 9' �6C6 T2 =5XD5 =4E4 T3 =6F6 T 12 6 W o (a) (a) .n W5 A 1 B G I� � H 4X6(A2) = 6X6 = 6X6 =6X6=4X6(A2) 39'8" �1' 10' 9'10" 9'10" 10, 10' 19110.. 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 Udef! U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 /- /- /921 f720 /223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- 1921 /720 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.150 1 - - Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Br Width = 8.0 Min Re 9 q = 1.8 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 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 a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B- C-- 2250 -2705 E - F 2239 -2478 C - D 2238 - 2478 F - G 2250 - 2704 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2906 -3233 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - K 2330 -1856 J - 1 3176 - 2629 be equally spaced. Attach with (2) 8d Box or Gun K- J 3174 -2647 I - G 2329 -1835 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may -be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs C - K 718 -428 E - 1 944 -834 for (2) CLR'S where shown. Scab reinforcement to be K - D 940 -832 I - F 718 430 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. �li6rPtPP I ipftailap¢7r Wind rrr4. Wind loads based on MWFRS with additional C&C . ffixm°•m..�® °rp� r$ member design.sNa��°��, �,°°•✓�� �+ % Mind loading based on both gable and hip roof types. ► Q�° ° M g o.7Q8 1 } a r • � r o p � 0 ° CO�#i�a� �lPPEiiiii9 1 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 handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI r and'SBCA) safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI s ctions B3, B7 or B10, as applicable. Apply to each face. of truss and position as shown above and on the Join Details, unless note otherwise. Refer to Oates drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawipg, any, failure to build the ANMCOWANY truss in ANSI g PI 1, for handling, conformance with or 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 suitabiligy and use of this drawing for any structure is the responsibility of the Building -Designer per ANSUTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 249715 / SPEC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T2 ! FROM: RWM Oty: 1 7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22124 Truss Label: A11 SSB / WHK 03/10/2021 5'7"4 5'7"4 1018" 11'3"15 16'0"1 23'715 5'0"12 �15 4'8"2 77'14 29'7"15 39V' 6' 10'0"1 =5X5 p E5 =4F4 =5X5 �5H5 39'8" 1' _ 10' 9'10" 10' I 19,10" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE, 18SS Lumber Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on bath gable and hip roof types 9'10" 29'8" Defl/CSI Criteria PP Deflection in Icc L/defl U# VERT(LL): 0.229 L 999 360 VERT(CL): 0.427 L 999 240 HORZ(LL): 0.076 K - - HORZ(TL): 0.142 K Creep Factor: 2.0 Max TC CSI: 0.820 Max BC CSI: 0.802 Max Web CSI: 0.811 03/10/2021 Ver: 20.02.00A.1020.20 10, 1 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /932 /716 /257 1 1556 /- /- /930 f718 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2225 - 2806 F - G 2509 - 2878 C - D 2062 - 2521 G - H 2O44 - 2305 D - E 1917 - 2214 H - 1 2093 - 2649 E - F 1976 - 2258 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2452 -1880 L - K 2805 - 2204 M - L 2814 - 2230 K - 1 2266 -1674 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 1699 -1345 G - K 774 - 669 M - E 760 - 872 K - H 693 - 431 M - F 856 - 742 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, 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 �roperir attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Pefer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, adivision-of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build -the ANMCOWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawingg or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilityi+ 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: 2497161 COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T20 / FROM: RWM Qty: 1 , A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302,21781 Truss Label: A13 SSB / WHK 03/10/2021 5'7"4 10'8" 13'3"1 217'15 317'15 39'8" 57"4 i 5'0"12 + 2'7"15 8,4" '+ 10, �8'0"1„1 =5X5 D 20'8" 10'8" 10'8„ Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wiind.Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 4.50 ft - GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T3 2x4 SP #1; T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #2 N; B1 2x4 SP #1; Webs: 2x4 SP #3; W7 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2ff%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. 5'4" T10" 16' 23'10" 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)/l 0(0) Plate Type(s): WAVE. HS 5'8" Tl0" 31'8" Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.043 M 999 360 VERT(CL): 0.080 M 999 240 HORZ(LL): 0.017 J - - HORZ(TL): 0.028 J Creep Factor: 2.0 Max TC CSI: 0.957 Max BC CSI: 0.647 Max Web CSI: 0.546 VIEW Ver: 20.02.00A.1020.20 TT 13'4" 1 8' 1' 39'8"+ ' ♦ Maximum Reactions (Ibs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 840 !- /- /551 /397 /257 N* 315 /- /- /159 /140 /- H 585 /- /- /436 /242 /- 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, N, & 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 959 -1265 E - F 645 - 628 C - D 755 - 932 F - G 648 - 471 D - E 808 - 911 G - H 324 - 611 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 1088 - 733 K - J 924 - 213 M - L 931 - 620 J - H 455 -107 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - M 396 - 367 L - F 903 - 565 D - M 619 -454 F - K 1390 -1254 M - E 442 - 299 K - G 854 -1043 E - L 449 - 564 **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) fsafety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly jid ceiling Locations shown for permanent lateral-respaint of webs shall have bracin installed per BCSI sections B3, B7 or B10, Sle. AppTy plates to -each face off truss and position as shown above and on the Joinl Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. ivision of ITW Buildingg Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the iformance with ANSI PI 1, or for handling, shipping,. installation. and bracingof trusses. A seal on this drawingor cover page Drawing indicates acceptance of professional engineering responsibilit solelyor the design shown. The suitabiliy and use of This any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ALPINE ANR COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249734 / HIPS Ply: 2 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T12 / FROM: JRH Qty: 1 7A5/320 ,182EC,E ,02H ,Rl01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23499 Truss Label: A14G SSB / WHK 03/10/2021 2 Complete Trusses Required 7' 17' 22'8" 32'8" 39'8" 7' 10, 5'8" 10, T 12 =6CT2 DT3 6 =8X8 =8ET48 =6X6 F T 6 o T Lo n B So G A H 18,8„ 4X6(A1) =8X8 =8X8 =8X8=4X6(A1) 1 39'8" 1' i 10' 9'10" + 10, 1' 10' 19,10" 29'8" 39,8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA_ Ce: NA VERT(LL): 0.295 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.555 J 850 240 B 3135 /- /- /- /1427 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 3136 1 A /- /- /1428 /- Des Ld: 37.00 EXP: C Kzt: NA 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 gCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.676 5.0 G Br Width = 8.0 Min Re 1.8 9 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 Nail Schedule:0.128"x3" nails B - K 2752 -1257 J - 1 4769 - 2187 Top Chord: 1 Row @12.00" o.c. K - J 4768 - 2187 1 - G 2753 -1258 Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Maximum Web Forces Per Ply (Ibs) Use equal spacing between rows and stagger nails Webs Tens.Comp. Webs Tens. Comp. in each row to avoid splitting. C - K 1287 -417 E - 1 727 -1297 Loading K- D 727 -1298 1 - F 1287 -417 #1 hip supports 7-0-0 jacks with no webs.lalstti3t►tlitgp+�r Wind 61 �f',ff✓s Wind loads and reactions based on MWFRS. y.+�®t"•i� Wind loading based on both gable and hip roof types. •, '', � a 4 o.7,08 I 0 M � a a Old• SZ 0 '•%A, 1 @'4 ®a r•anauori®4 COA api�t�ta11:►� 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 a SBCA) for safety practices prior to performing these functions. Installers shall provide bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections temporary have a properly B3, 67 or B10, as applicable. Apply plates to each face, of truss and position as shown above and on the Jomt9Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin/$Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the A—COMPAW truss in conformance with ANSIPI1, for handling, installationbracingof trusses. A this drawing or shipping,and seal on or cover pa!Me 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibili((�� solely -for the design shown. The suitability and use of this drawing for any u str cture 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 SEON: 249717/ COMN Ply: 1 Job Number: N334501 Cust: R8975 JRef. 1X3L19 / 89750075 T FROM: RWM city: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22421 Truss Label: A15 SSB / WHK 03/10/2021 5'7"4 108" 15'3"15 5'74 50"12 4'7"15 5X5 D T ,2 6 n�2X4 =5XE4 C Eo A =3X6(A1) = 5X8 - 5X5 21' �1 I 8 8' 8' 16' 23'3"15 8' 31'8"1 32'8" 39'8" 8'42 f 11I'15 7' H0510=SX10(SRH) T T3 F T4 G (a) o T I Cl) MI =4X6 =4X4L -5X5=3X6(A1) --� 5' 13'8" 5' 5' 5'8" 8' 11� 21' 26' 31'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udef! U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.038 0 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.072 0 999 240 B 745 /- /- 1497 /341 /276 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 K - - M 1429 A /- /726 1654 A EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.031 K L 629 /- A /238 /218 /- Mean Height: 15.00 it NCBCLL: 10.00 TCDL: psf Building Code: Creep Factor: 2.0 1 534 A A /399 /245 /- Soffit: 0.00 5.0 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.701 Wind reactions based on MWFRS Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.635 B Brg Width = 8.0 Min Req = 1.5 M " Spacing: 24.0 C&C Dist a: 3.97 ft Re Fac: Yes Max Web CSI: 0.703 P Brg Width = 8.0 Min Req = 2.0 L Brg Width = 8.0 Min Req = 1.5 Loc. from endwall: Any FT/RT:20(0)/10(0) I Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): Bearings B, M, L, & I are a rigid surface. Wind Duration: 1.60 WAVE, HS VIEW Ver: 20.02.00A.1020.20 Bearings B, M, L, & I require a seat plate. Lumber Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; T3,T4 2x4 SP #1; Maximum Top Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Webs: 2x4 SP #3; B - C 1109 -1100 E - F 800 -732 Bracing C - D 1003 -901 G - H 766 -618 (a) 1X4 #3SRB or better continuous lateral restraint to D - E 835 - 674 H - 1 595 - 577 be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied Maximum Bot Chord Forces Per Ply (Ibs) and attached at both ends to a suitable support by Chords Tens.Comp. Chords Tens. Comp. erection contractor. (a) or scab reinforcement may be used in lieu of CLR B - O 936 - 827 M - L 464 - 410 restraint. substitute (1) scab for (1) CLR and (2) scabs O - N 570 -442 L - K 530 - 367 for (2) CLR'S where shown. Scab reinforcement to be N - M 598 -426 K - I 451 326 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. gt8tis10Rt6igppgtharrr Maximum Web Forces Per Ply (Ibs) Wind �`0 �iyr` r �, t °rr, Webs Tens.Comp. Webs Tens. Comp. Wind loads based on MWFRS with additional C&C npcp®°�•ae "ao- +✓r� '., `� C - 0 502 -291 M - F 909 -732%�®g• O - D 469 -387 L - G 947 member design. -Wind loading based on both gable and hip roof types. •® S `e®� „ �` ; �'N -898 E - M 1635 -1574 • M s w 0. 7,08 1 COA m • ®Q 03/10/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachetl ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracm installed per BCSI sections B3, B7 or B10 as applicable. -App�y Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincgL Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI lTPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pare 675o Forum Drive listing this drawing indicates acceptance of professional en meenng responsibility solely for the design shown. The suitability and use of4 is drawing for any structure is the responsibility of the Building -Designer per ANSI/T I 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249718 / FROM: RWM SPEC Ply: 1 Qty: 1 57{ 5'7"4 12 6 C 1) Job Number: N334501 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E Truss Label: A16 N'8" 17'3"15 23'6" 50"12 + 6'7"15 + 671 — 19'3"15 =5XD5 �(2Yy j Cust:R8975 JRefAX31_89750075 T18 /I DrwNo: 069.21.1302.21516 SSB / WHK 03/10/2021 29'8"1 1 32'8" 39'8" 2'11"1 7' =5X5 =8X8 -8X8 ;5X10(: �E F G H I J K Y X W V ' 1U T S' 'R Q P O =5X5 =5X5 =4X6 II12X4(••4 =-5X5 =42 21' 5' 13'8" 1' 8' 8' 1'3"15 5' 3, i r + 8' 11'� 17' 15 26' 29639'8" 381 i 7111 r1' � 31 8 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.037 Y 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.069 Y 999 240 B 774 /_ A /508 /355 /317 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.016 0 - - U 1323 /- /- /633 /586 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.030 0 - R 711 /- /- /257 /237 /- NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: psf Building Code: Creep Factor: 2.0 M 531 A /- /381 /247 A Soffit: 0.00 .2 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.948 Wind reactions based on MWFRS Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.636 B Brg Width = 8.0 Min Req = 1.5 U Brg Width = 8.0 Min Req = 1.8 Spacing: 24.0 " C&C Dist a: 3.97 ft Re Fac: Yes P Max Web CSI: 0.584 R Brg Width = 8.0 Min Req = 1.5 Loc. from endwall: Any FT/RT:20(0)/10(0) M Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): Bearings B, U. R, & M are a rigid surface. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Bearings B, U, R, & M require a seat plate. Lumber Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; Maximum Top Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Webs: 2x4 SP #3; B - C 1118 -1151 F - G 823 -776 Plating Notes C - D 1027 -960 G - H 834 -791 All plates are 2X4 except as noted. D - E 791 -722 K - L 681 - 548E - F 823 -777 L - M 628 - 571 (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning Maximum Bot Chord Forces Per PI Ibs requirements. Chords Tens.Comp. Chords Tens. Comp. Wind B-Y 978 -830 T-S 585 -491 Wind loads based on MWFRS with additional C&C Y - X 627 -411 S - R 584 -491 member design. X - W 462 -350 R - Q 424 -356 Wind loading based on both gable and hip roof types. W - V 462 -350 Q - P 424 -355 }t®yf4ftitlplf/®16/� V - U 462 -350 P - 0 424 -356 U - T 589 -490 O - M 445 - 354 � ,� a+'��j. °'• +,, Syr Maximum Web Forces Per Ply (Ibs) ®Qa •; -5. Q 0 e Webs Tens.Comp. Webs Tens. Comp. i p� o. 08 I C - Y 445 - 257 U -AB 611 - 605 Y- D i-p ® 453 -285 AB- H 504 -522 _g r e . E - Z 1516 -1447 R -AE 930 - 847 ; + Z - U 1536 -1466 AE- K 910 - 826 a S AT 0 �®aibaa asy0 \a; sy�. a�aa�ttla�eas+ 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r 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 rigid ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310. as appllcabQe. App�y plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANR COWANV truss in conformance with -ANSI 1, or -for handling, shipping,_ installation. and bracing of trusses. A seal on this drawing or cover page 6750 Fon,m Drive listing this drawing indicates acceptance of professional encLlneenng responslbilitt�� solely -for the design shown. The suitabilif and use of this drawing for any structure is the responsibility of the Building -Designer per ANSVTPl 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: 249739 / GABL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T3 / FROM: HMT Qty: 1 7A5/320 ,l82EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23311 Truss Label: B1GE SSB / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 198" 10,8" 4,8" 2' (TYP) =4F4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 22.33 BC: From 20 plf at 0.00 to 20 plf at 21.33 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. 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 Sid: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE 21'4" 10'8" Defl/CSI Criteria ♦ Maximum Reactions (lbs), or"=PLF PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.005 R 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.011 R 999 240 B* 125 /- /- /39 /48 /11 HORZ(LL): 0.004 L - - Wind reactions based on MWFRS HORZ(TL): 0.006 R B Brg Width = 256 Min Req = - Creep Factor: 2.0 Bearing B is a rigid surface. Max TC CSI: 0.323 Members not listed have forces less than 375# Max BC CSI: 0.197 Max Web CSI: 0.091 EW Ver: 20.02.00A.1020.20 Ao B � die P a® i ® 0. e � a • m° a • $¢ � r o • 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 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 �roper)v attached structural sheathing and bottom chord shall have a properly attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and -position as shown above -and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildincc��Components Group Inc. shall not. be responsible for -any deviation from this drawing, any failure to -build the p —MWAW truss in conformance -with ANSI/TPI .1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover pa e _ - - 675o Forum Drive listing this drawing indicates acceptance of professional en sneering 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/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: 249737 / GABL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T1 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22625 Truss Label: C1GE SSB / WHK 03/10/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 7' 14' T 5 2'---� (TYP) 4X4 D 12 C E 6 o v� � tM 1 B F 33 A G �— 1 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 15.00 BC: From 20 plf at 0.00 to 20 plf at 14.00 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. 14' 14' 14' Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or*=PLF Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA __ VERT(LL): 0.007 J 999 360 Loc R+ / R- / Rh / Rw / U / RL B* 129 /_ /_ /40 /50 /12 Lu: NA Cs: NA VERT(CL): 0.014 J 999 240 Snow Duration: NA HORZ(LL): -0.004 H - - Wind reactions based on MWFRS HORZ(TL): 0.009 H B Brg Width = 168 Min Req = - Building Code: Creep Factor: 2.0 Bearing B is a rigid surface. FBC 7th Ed. 2020 Res. Max TC CSI: 0.392 Members not listed have forces less than 375# TPI Std: 2014 Rep Fac: No Max BC CSI: 0.242 Max Web CSI: 0.142 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. C - D 376 -199 D - E 377 -199 FT/RT:20(0)/10(0) Plate Type(s) 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 0 1'Pr' ggatABAe Yid �'�✓ eo ' s �. AT a , COAT ff 'TONAL fl"OwnI 1 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, 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 propery attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin,$Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the *Nnwcornvu+r truss in conformance with ANSI 4PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 675o Fon,m Drive listing this drawing indicates acceptance of professional en ineering responsibility solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSIITP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249721 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRefAX3L89750075 T13 / FROM: JRH Qty: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CAL(/4EBB ELEV.C,E Du No: 069.21.1302.23155 Truss Label: D1 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 " 5' 5' =4X4 C 10, 5' 12 6 M O N cV B D T 4'3 A E -8�8�� F 2X4(A1) 1112X4=2X4(A1) 10, 5' 5' 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 BCDL: 4.psf Building Code: 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 It FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 rAiAv❑ 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. 11 5' 10, 1 Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.007 F 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.013 F 999 240 B 434 /- /- /286 /202 /134 HORZ(LL): 0.003 F - - D 434 /- /- /286 /202 A 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 I q c u �ff8 'T 0 COA ONAL #fit lillq�"''p 1 3/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricatingg 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 proper)v attached structural sheathing and bottom chord shall have a properly id ceiling Locations shown -for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, e. AppTy plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. vision of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the Iformance with ANSI/ PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page hawing indicates acceptance of professional enptneenng responsibilit solely for the design shown. The suitabiliCy and use of this any structure is the responsibility of the Building -Designer per ANSI/TA 1 Sec.2. ormation see these web sites: Alpine: alpineilw.com: TPI: tpinst.ora: SBCA: sbcindustrv.com: ICC iccsafe.oro, AWC• nwr. nrn ALPINE AN RW COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249722/ COMN Ply: 1 Jab Number: N334501 Cust: R8975 JRef:1X3L89750075 T14 / FROM: JRH city: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23047 Truss Label: D2 KD / WHK 03/10/2021 5' 5' =4X4 C 10, 5' 12 4 N (h B D Eg 8 F 2X4(A1) 1112X4 =— 2X4(A 1) Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 10, 5' 5' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf'. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 5' 10, Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.007 F 999 360 VERT(CL): 0.013 F 999 240 HORZ(LL): 0.003 F - - HORZ(TL): 0.006 F Creep Factor: 2.0 Max TC CSI: 0.345 Max BC CSI: 0.257 Max Web CSI: 0.081 VIEW Ver: 20.02.00A.1020.20 `- +spin f� �} o.7,08 I � M • e y f �+q 5 � ���A�n�1 a5t••`��,�. �1 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- /- /286 /202 /134 D 434 /- /- /286 /202 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 522 -494 C - D 521 -494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 - 293 F - D 396 - 293 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANm COMPANY truss in conformance with ANSI Q PI 1, or for handling, shipping,installation and bracinq of trusses. A seal on this drawing or cover pa a listing this drawing -indicates acceptance of professional engineering responsibilittyy solely -for 6750 Forum Drive or the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite Fos 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:249735/ HIPS Ply: 1 Job Number: N334501 Cust:R8975 lReflX31-897.1007.1 T17 / FROM: JRH Qly: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22468 Truss Label: D3G KO / WHK 03/10/2021 11 M O 4"3 3' T 10, 3' 4' 3' =4X6 --4X6 12 C D 6 u7 B E A F �8'8" H G 2X4(A1) 1112X4 1112X4=2X4(A1) 10, 1 3'1 "12 3'8"8 3T'12 1' "12 3' 1 610"4 10, 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): 0.022 H 999 360 Loc R+ / R- / Rh / Rw / U / RL B 625 /- /- /- /316 /- BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.044 H 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.008 C - - E 625 /- /- /- /316 /- Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ItHORZ(TL): 0.016 C - Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Soffit: 0.00 5.2 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.288 E Br Width = 8.0 Min Re 9 q = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.365 Bearings B & E are a rigid surface._ Spacing: 24.0 " P 9� C&C Dist a: 3.00 ft Re Fac: Varies b Ld Case P Y Max Web CSI: 0.059 Bearings B & E require a seat plate. Loc. from endwall: Any FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE B - C 467 - 962 D - E 467 - 962 Lumber C - D 389 - 842 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 3.00 TC: From 28 plf at 3.00 to 28 plf at 7.00 TC: From 56 plf at 7.00 to 56 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 plf at 6.97 to 20 pif 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. V" 1� rr b ,ffiaoasaoaeF o. 70 'AF .°° tt�D Coo` 0N,AIL -ftsomall"' 03/10/2021 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) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingq�Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,. Installation and bracinqq� of trusses. A seal on this drawing or cover pa a 6750 Forum Drive.__ listing this drawing indicates acceptance of professional engineering responsibilittyy solely for the design shown. The suitability and use Nis drawing for any structure is the responsibility of the Building -Designer per ANSI1TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249723 / VAL Ply: 1 Job Number: N334501 Cust: R 8975 JRefAX31_89750075 T33 FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302,23000 Truss Label: V8 KD / WHK 03/10/2021 3'11 "8 311 "8 12 6 ----4X4(Dl) 4X4 B 7'11" 7-11 " 7'11" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAvr 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. as applic drawings Alpine, a truss in c IisCmg thi drawing 1 • For more M 7'11" 3' 11 "8 4(D1)C Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.028 999 360 VERT(CL): 0.051 999 240 HORZ(LL): -0.010 - - HORZ(TL): 0.019 Creep Factor: 2.0 Max TC CSI: 0.321 Max BC CSI: 0.374 Max Web CSI: 0.000 'a �®osam D D 'T' ♦Maximum Reactions (Ibs), or*=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL D* 75 /- A /35 /26 /8 Wind reactions based on MWFRS D Brg Width = 95.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 506 - 366 B - C 503 - 366 Ver: 20.02.00A.1020.20 I Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - C 330 - 393 • yr: tR s oy Z, I V% a T' 0 o l o••*A•Y 11ptl 9•®� y���• COA��I�4n(V+`'' r 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) fr safety practices prior to performing these functions. Installers shall provide temporary. r BCSI. Unless noted o herwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly 4id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, 11e. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. ivision of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the iformance with ANSI/ PI 1, or for handling, shipping,, installation and bracinccl1 of trusses. A seal on this drawing or cover pa e drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabiliffy and use of this any structure is the responsibility of the Building Designer per ANSI/TFI 1 Sec.2. formation see these web sites: Alpine: alpineilw.com: TPI: tpinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.cra: AWC: awc_orn ALPINE AN" COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 2497241 VAL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1XK89750075 T16 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22405 Truss Label: V4 �KD / WHK 03/10/2021 1'11"8 3-11" 1'11"8 + 1'11"8 12 6 =4X4 B A4X4(D1)=4X4(D1) C 10'6"3 D 3-11" 3'11" 3'11" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (lbs), or'=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.004 999 360 Loc R+ / R- ! Rh / Rw / U / RL D' 75 /- /- /32 /18 /6 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.007 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.001 - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft HORZ(TL): 0.003 - - D Brg Width = 47.0 Min Req = - NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Bearing A is a rigid surface. Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.070 Members not listed have forces less than 375# Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.098 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 "uumer 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. 07--H. - •�ipFp� $ Qe 0.708 q i e � pp e' C ff IT 0 a $ r • D COA` '�ataeroyoassss 1 3/10/2021 ""WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary _ bracing per BCSI. Unless noted otherwise, top chord.shall_have proper)v attached structural sheathing and bottom chord shall have a properly attach6o ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. App�y plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildincc��Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracinQgof trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawin indicates acceptance of professional en 1ineenng responsibilit solely -for the design shown. The suitability, and use of this drawing for any sfructure is the responsibility of the Building Designer per ANSINI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineilw.com; TPI: tpinst.org; SBCA: sbcindustrv.com: ICC: iccsafe.oro: AWC: awc.oro Orlando FL, 32821 SEQN: 249725 / EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef1X3L89750075 FROM: RWM Qty: 8 , A5/320 ,182EC,E ,02H ,RIO1 / 1828/CALIAEBB ELEV.C,E DrwNo: 069.21.1302.21766 Truss Label: EJ7 �SSB / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12711 12 6 ch _o u� M (h V B A $,8„ D 1, I 7 7' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.015 D HORZ(TL): 0.028 D Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.507 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 a s mo 4. 70$ ip i • �s ap•as•a"�•�••p�p 1� COA #$. ���►1, 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- A /249 /108 /208 D 125 /- A /73 A /- C 174 /- A /128 /169 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req'= - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# —WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, 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 BCSL Unless noted otherwise, top chord shall have proper)V attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicabWe. Apply plates to each face of truss and position as shown above and on the Join gDetails, unless noted otherwise. Refer to ALPINE 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 ANMCOMPA. truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enc�,eering responsibilitty� solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building Designer, per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249726 EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 FROM: LPM Qty: 6 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23405 Truss Label: EJ7A �JB / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: _..10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph _ Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 7' 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.016 C HORZ(TL): 0.030 C Creep Factor: 2.0 Max TC CSI: 0.738 Max BC CSI: 0.513 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 �` �••©p•Oq•i••e ij�pr����i vs � f9 i 4+ P• 1s� COA$ NAB-��"4 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 270 /- 1- 1179 171 /186 C 126 /- /- /76 /- /- B 177 /- /- 1132 /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# 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handling shipping, installing:and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI anc7-SBCA) r safety practices pnor to 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 bracin installed per BCSI sections B3,-B7 or B10, as applicable. Apply plates to each face, of truss and position as shown above and on the Join, Details, unless noted otherwise. Refer to • drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracinclof trusses. A seal on this drawing, or cover pa e listing this drawin 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. •1 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or ALPINE AN OM' COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 2497271 EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T28 / FROM: JRH Qty: 3 ,7A,, 2, ,182EC,E ,02H ,R,01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22311 Truss Label: EJ3 SSB / WHK 03/10/2021 C 4"3 T . / Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in loc Udef! U# VERT(LL): NA VERT CL : NA ( ) ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 188 /- /- /157 /- /100 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.001 D - - D 52 /- /- /28 /_ Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft HORZ(TL): 0.002 D C 65 /- /- /45 /66 /- NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CS: 0.248 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.112 D Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Loc. from endwall: Any FT/RT:20(0)/10(0) Bearing B is a rigid surface. Bearing B requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 LUIIIUCI 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. H. q�jf< ��t �eslmpeg9p g`� yy7� a ca 708 1 i O®® 4� or4V /"4J�.¢ ',_�gtllJga� YVXI�/�� COAfi SC 7S$ tVA 4; j �mLZzSe69it'd"6R� 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety 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 ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Applgy Vates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the a mcorunlry truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracinccl1of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilit / solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Buildings esigner per ANSVTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249728 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JR&AX3L89750075 T35 FROM: LPM Qty: 4 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21983 Truss Label: CJ5 KD / YK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " L 11'2"5 12 6 Cl) T cV c�7 Cl) B A 8'8" D 1, } 4'11"4 4' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 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): Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.549 Max BC CSI: 0.257 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 "r 1 N�00NAL COA �ye 03/10/2021 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- /200 /88 /152 D 89 /- /- /51 /- /- C 118 /- A /85 /116 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Reg = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# '"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! '"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Pefer to ALPINE 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 A" wCoWAW truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawingg indicates acceptance of professional engineering responsibilityy solely -for the design shown. The suitability and use of this Suite 305 drawing for any sir'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249729 / JACK Ply: 1 Job Number: N334501 Cust: R 5975 JRef:1X3L89750075 T34 / FROM: LPM Qty; 4 7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21609 Truss Label: CJ3 8SB / WHK 03/10/2021 4"3 T 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 Des Ld:: 37.00 Mean Height: 15.00 ft 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 SIP #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. C 211"4 i 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA__ _ Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 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 Ve r: 20.02. 00A. 1020.20 g. ,Fdt°r P,,fiyy�T6<r,. b* 0.7,08 1 � r ON p M s 7 �rb•4®�@®oa��awa•®sg®tom 03/10/2021 10'2"5 rn c� CV 81811 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 A A 1156 /71 /99 D 50 /- /- /27 A /- C 63 /- /- /44 /64 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "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 propeg 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 BCSI sections B3, B7 or 1310, as applicable. App�y plates to each face of truss and position as shown above and on the Joini lDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincQLComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the MMCC-A 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 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilit� solely -for the design shown. The suitability and use of this Suite For drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2.305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.orgSBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249730 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRefAX31-89750075 T32 / FROM: LPM Qty: 4 7A5/320 ,182EC,E ,02H ,Rl01 / 1828/CALIAEBB ELEV.C,E DrwNo: 069.21.1302.22407 Truss Label: CJ1 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 " 12 6 [::�7- C 43 T Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft — Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 1, 11114 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): CV) i Defl/CSI Criteria PP Deflection in ]cc 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 EW Ver: 20.02.00A.1020.20 ♦ � g$±f-� �4 6l� s O O 9 o.708 I O 0 • 0 � 9'2"5 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 /76 145 D 11 /-2 /- /14 /10 A C - /-15 /- 129 /33 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# 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS sses require extreme care in fabricating handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nponent Safety Information, by TPI anr7'SBCA) r safety practices rior to performing these functions. Installers shall provide temporary sing er BCSI. Unless noted otherwise, top chord shall have properyy attached structural sheathing and bottom chord shall have a properly ched rig4id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10; 3pplicab5le. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Pefer to ✓wings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. re, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the sin conformance with ANSI 1, or for handling, shipping,. installation and bracincL of trusses. A seal on this drawing or cover page rig this drawing indicates acceptance ;of professional engineering responsibili(t��r solely -for the design shown. The suitabilifY and use of this Nmg for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. more information see these web sites: Alpine: alpine!tw.com; TPI: tpinst.or ; SBCA: sbcindustry.com; ICC: iccsafe.org• AWC: awc.org ALPINE ANMCOWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249731 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef1X3L89750075 T27 / FROM: LPM Qty: 4 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22577 Truss Label: CJ1A 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 " T i 12 6 � C rr 1 r ®IrB 4 Bj AAll A I Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.183 TPI Std: 2014 Max BC CSI: 0.022 Rep Fac: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): M VIEW Ver: 20.02.00A.1020.20 .yr® W1 (a 1 �ggSAd40m!•a EMN ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 /76 ME D 11 /-2 !- /14 /10 A C - /-15 /- /29 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# $>, A 0 COA' non 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint o webs shall have bracin installed per BCSI sections 83, $7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,. Installation and bracing of trusses. A seal on this drawingor cover page listing this drawing indicates acceptance of professional engineering responsibilit�yy solelyior the design shown. The suitabiliy and use of lhis drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites:- Alpine: alpineitw.com; TPI: tpinst.org• SBCA: sbcindustry.com• ]CC: iccsafe.org; AWC: awc.org ALPINE ANT COWANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249732 / HIP_ Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T26 / FROM: HMT Qty: 2 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21890 Truss Label: HJ7 KD / WHK 03/10/2021 T 4"3 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 " 5'3"5 5'3"5 9'10"1 4'6"11 7 12'2"3 12 C4 v m in M v B q 8'8" FE 2X4(A1) =4X4 TY Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II 9 ry� 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 2400f-2.OE; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. (3) 16d common (0.162"x3.5") nails at top chord (3) 16d common (0. 1 62"x3.5") nails at bottom chord 9'2"2 9'2"2 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 10 ' 910'1 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.040 F 999 360 VERT(CL): -0.076 F 999 240 HORZ(LL): 0.010 C - - HORZ(TL): 0.018 C Creep Factor: 2.0 Max TC CSI: 0.546 Max BC CSI: 0.416 Max Web CSI: 0.260 Ver: 20.02.00A.1020.20 ® • f"y��fr a¢�flA�DDDv �fFt a O. 7,08 1 #D D ® D y D 0 COAL NAB» a+,' 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 326 /- /- /- /154 /- E 364 /- /0 A /84 /0 D 214 /- /- /- /177 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 -358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care -in 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)Y attached structural sheathing and bottom chord shall have a properly attached ri4!d ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, — as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinggComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the - ANI COWAN truss in conformance with ANSI 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 encLmeering responsibilit�yr solely -for the design shown. The suitabilioy and use of This drawing for any s9ructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alDineitw.com: TPI: toinst.ora: SBCA, sbcindusW.com: ICC: iccsafe_orm AWC• nwaorn Orlando FL, 32821 SEQN: 249733 / HIP_ Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T29 / FROM: JRH Qty: 2 , A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22843 Truss Label: HJ3 SSB / WHK 03/10/2021 T 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 " 1'5" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 0.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SIP #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. a •I For more 10 C 4'2"3 4'2"3 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/4 Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.120 TPI Std: 2014 Max BC CSI: 0.074 Rep Fac: No Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): Ve r: 20.02.00A.1020.20 T10'2"6 �r N 81811 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 84 /- /- /- /45 /- D 28 /- /- /7 /- A C 64 A /- A /48 A Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# P sIk sus awoma® Q ��aa m' sw s a• a X a � s s � 0 r as°•6amu asP°ad ,� COAL QQ� iL Y iflefdS1' ", 1 3/10/2021 **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) fsafety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless have r noted otherwise, top chord shall proper)v attached structural sheathing and bottom chord shall have a properly aaid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310, 51e. App�y plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE ivision of ITW Buildingq�Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the iformance with ANSIITPI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover page drawing indicates acceptance of professional engineering responsibility solelyor the design shown. The suitability and use of This is the Building -Designer ANMCOMPANY 675o Forum Drive Suite Fos any structure responsibility of the per ANSIITPI 1 Sec.2. formation see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 Gable Stud Reinf orcement Detail ASCE 7-161 • 160 mph Wind Speed, 15' Mean Height, - Enclosed, Exposure C, Kzt = 1,00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or: 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or: 120 moh Wind Soeed. 15, Menn HPlnh+. P-+inlly FnrinaPrl Fv e n v,+ = inn � 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace Ill (2) 2x6 'L' Brace Group A Group B Group A Group B Group A Group B Group A oup B Group A Group B p [ SI #1 / #2 ' - i #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 2, 6' Ill 14' 0' 14' 0' H F Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' V 9' (' 12' 0' 2' 6' 14' 0' 14' 0' Q Standard Q�1 4' 0' 6' e' 6' 1' 7' 0' 8' 2' 9' 4' 9' 8' 12' 4' 2' 9' 14' 0' 14' 0' -� S P #2 3' 10, G' 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 Stud 3' 9 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11, 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P F #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' U, I i F Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, 13, 9' 14' 0' 14' 0' 14' 0' Q �l Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10' 5' 10, 10, 12' 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14, 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' 0) r D f L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10' 10' 11' 10' 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0'. 14' 0' 14' 0' 14' 0' �f S P F #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' U LJ Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O I� I Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' r-I D 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' 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 2x6 DF-L #2 or better diagonal r Vertical length shown bracer single 8, In table above, or double cut j (as shown) at L / \iR upper end, Connect diagonal at midpoint of vertical web. Refer to chart k -WARNING!" REO AND F0.LDW ALL MITES IN THIS BRAVING "DO'CRTANTww FURNISH THIS DRAWING TO ALL CRITRACTDRS RCLUDING TTt- INSrALLERsg; Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref "+4 follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo su practices prior to performing these functions. Installers shall provide temporary bra, pe B Unless noted otherwise, top chord shall have properly attached structural sheathing nail bo I shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint f shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to en of truss and position as shown above and on the Joint Details, unless noted otherwise. PI Refer to drawings 160A-Z for standard plate positions. Alpine, a dWislon of ITV Building Components Group Inc shall not be responsible for any deviati this drawing, any failure to bu0d the truss In conformance with ANSI/TPI 1, or for handling, ship{ AN ITW COMPANY Installation & bracing of trusses. A seal on this drawing or cover page Usti g this drawing, Indicates acceptance of professional \ 1514\ Eanh\ City\ Expressway engineering responsibility solely for the design shown. The sultnbBlty arW use of this drawing \\Suite\242 for any structure Is the responsYNllty of the Building Designer per ANSI/TPI I Sect. \\Earth\ City,\ MO\63045 For more information see this Job's general notes page and these web sites, ALPINE. wv.alpineltw.comi TPI, www.tpinst.orgl SBCAb www,sbcindustry.orgi ICG rww,lccsafe,org Bracing Group Species and Grades: Group At S ruce-Pine-Fir Hen -Fir #1 / #2 IStandarl 1 #2 1 Stud #3 Stud 1 #3 IStandordi DouclLas Fir -Larch Southern Pinewww #3 #3 Stud Stud Standard Standard Group B: Hem -Fir #I & Btr #1 Dou Ins Flr-Larch Southern Plnewww #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board), wwFor 1x4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values mn be used with these rndes. 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) nulls. )K For (1) 'L' brace: space nails at 2' o.c. In 18' end zones and 4' o.c, between zones. )K)KFor (2) 'L' braces: space nails at 3' o.c. In 18' end zones and 6' o,c, between zones. 'L' bracing must be a minimum of 807 of web member length. Gable Vertical Plate Sizes \ Vertical Len th No S Llce Less than 4' 0' 2X3 Greater thnn 4' 0', but less than 11' 6' 3X4 Greater than 11' 6' 4X4 r Refer to common truss design for peak, splice, and heel plates, #; Refer to the Building Designer for conditions a le~ th. not addressed by this detail, REF ASCE7-16-GAB16015 DATE 01/26/2018 DRWG A16015ENC160118 11 AX. TOT, LD, 60 PSF MAX, SPACING 24,0' •T Reinfoi Memk Gn Tr Gable Detail Fir I Pt -in VPrtirnl� Truss Plate Sizes ppropriate Alpine gable detall for e sizes for vertical studs, Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a to that covers the total area of lapped plates to span the web, 2*2X4 *-2 vrovlde 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) Nnlls at 4' o.c, plus (4) nails In the top and bottom chords. Toenalled Nnilsi 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 V81 S11530ENC100118, S12030ENC100118,,S14030ENC 30 100118; S18030ENC100118, S20030ENC100118, S20030E 01 to (��QP L1n0 a See appropriate Alpine gable detail for maxll e�I2� 'der 'T' Relnforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End -nail To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. eb Length Increase w/ °T° Brace Example- ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 30% = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 2x6 20 ..vARNUQ-n READ AND FDLLDW ALL NaTES w THIS DRAWM g ; . ¢dfC) REF LET -IN VERT "DIPMUNTww FURNISH IRIS MAWIM TO ALL CMTRACTDRS nuCUMM THE MSTAUERsc • Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref n�, p follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) fo s tyr DATE 01/02/2018 practices prior to ,performing these functions. Installers shall provide temporary brndng P. BCSL • Unless noted otherwise, top chord shall have properly attached structural sheathing and bo n cho¢I A"!" n DRWG GBLLETIN0118 shall have n properly attached rigid calling. Locations shown for permanent lateral restraint f sw Pi4 ® f5.. shall have bracing Installed per SCSI sections B3, B7 or, B10, as applicable. Apply plates to end w 1",i•_ of truss and position as shown above and an the Joint Details, unless noted otherwise. + a PI Refer to drawings 160A-Z for standard plate positions. 0 a� Alpine, a division of ITV' Building Components Group Inc shall not be responsible for any devlatlo r this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship QQy� �•aeeawse. `L MAX, TOT, LD, 60 PSF AN ITW COMPANY Installation & bracing of trusses. i A seat on thus drawing or cover page 11si4 g this drawing, indicates acceptance of professional , wr /10/2021 \\514\Earth\City\Expressway englneertng responsi3O.lty solely for the design shown. The s,rtabxlty and use of this drawing moo, } ' DUR, FAC, ANY \\Suite\242 for ony structure 15 the resporusi0.lty of the Building Designer per ANSI/TPI 1 Secw \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites MAX, SPACING 24,0' ALPDIE, www.nlpineltw.comi TPI, www.tpinst.orgi SBCA, ■ww.sbcindustryzrgl ICC, w■■.tccsafeorg 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. Unless specified otherwise on engineer's sealed design, for vertical Bot Chord 2x4 SP #2N or SPF #1/#2 or better. valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, 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 )" Attach each valley to every supporting truss with) Lateral Restraint applied at mid -length of web is permitted with diagonal 535# connection or with (1) Simpson H2,5A or bracing as shown in DRWG BRCLBANC1014. equivalent connector for ASCE 7-16 180 mph. 30' Mean Height, Part. Enc. Top chord of truss beneath valley set must be braced with) Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 properly attached, rated sheathing applied prior to valley truss Or installation, ASCE 7-16 160 mph. 30' Mean Height, Part, Enc, Or Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00 Purlins at 24' o.c, or as otherwise specified on engineer's sealed design Bottom chord may be square or pitched cut Or as shown, By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, www Note that the purlin spacing for bracing the top chord of the truss shall be permitted in lieu of fabricating from beneath the valley is measured along the slope of the top chord, separate 2x4 members, ++ Larger spans may be built as long as the vertical height does All plates shown are Alpine Wave Plates. not exceed 14'-0', 2X4 4X4 3X4 12 Valle 12 Max, Spacing 2X4 X4 Pitched Cut Square Cut Stubbed Valley Optional Hip 8-0-0 max —�� Bottom Chord Bottom Chord End Detail Joint Detail Valley 4X4 Valley ** / 12 o m n T u e � 12 Max, t 2 ' o, X3 dUd. t 1X3 6-0-0 a 4 1X3 (Max Spacing) 2X4 e�� \fig 1X3 5X4/SPL 1X3 SQ0L 0111111" tl Td //i 3 • 20-0-0 (++)mmon Trusses Partial Framing ovaowaw `'_�__. �®m•�°°•. f ^r,at 24' O.C. Plan Supporting trusses at 24' o,c, maximum spacing,' � •W mVARNDIGIv READ AND FIIIJJIV ALL NUTES W THIS DRUIWIWH �• LL 30 30 40PSF REF VALLEY DETAIL ■WIWMTANT" Fl1RlUSH THIS DRAWING TQ ALL CWTRACTIB(S INCLUDIW THE INSTALLERS. ­ a Trusses require extreme care in fabricating, handling, shipping, Installing and bracing. Refer TC DL 20 15 7 PSF DATE 01/26/2018 follow the latest edition of SCSI (Building Component Safety Infornation, by TPI and SBCA) for f ; practices prior to performing these functions. Installers shall provide temporary bracing per Unless noted otherwise, top chord shall have properly attached structural sheathing and bolt chow GF A°T,' - t`0 e shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint o w s a"F iPii 4.F o BC DL 10 10 10 PSF DRWG VAL180160118 shall have bracing Installed per BCSI sections B3, H7 or B30, as applicable. Apply plates to each�n of truss and position as shown above and on the Joint Details, unless noted otherwise. + �d BC LL 0 0 0 PSF PI Refer to drawings f IT for standard pints positions �8a n �� � Alpine, n division of ITV Building Components Group Inc shall not be responsible for any deviation n ♦®ap pow this drawing, any £allure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, troo�p*aa x� T❑T. LD, 60 55 57PSF AN ITW COMPANY Installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional 11 514\ Earth\ City\ Expressway engineering responsibility solely for the design shorn. The suitability and use of this drawing DUR.FAC.1.25✓1,33 1.15 1,15 II Suite\242 for any structr is the responsibility of the Building Designer per ANSI/TPI I Sect /10/2021 \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites, SPACING 24.0' ALPINE, uralpinettw.comi TPI, www.tpinskorgi SBCA, www.sbclndustryargl ICC, •wwlccsafearg Valley Detail - ASCE 7-161 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better. Bat Chord 2x4 SP #2N or SPF #1/#2 or better, Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, )K)KAttach each valley to every supporting truss withl (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 I., — 8-0-0 Max 4X4 20-0-0 (++) Supporting trusses at 24' o.c, maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 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'. Pitched Cut Bottom Chord Valley Valle Spacing Square Cut Bottom Chord oe-nailed Valley 12 10 Max, S!��o9 villiffinioni L W H. 400�40w4 gi �< 2X4 4X4 Stubbed Valley ❑Ptional Hip End Detail Joint Detail m on Tr usses Partial Framing xt 24' O.C. Plan ..VAWNGIo READ AND FULLaW ALL NOTES ON TNIS DRAWM s 0 R. !V0 4 LL 30 30 40PSF REF VALLEY DETAIL "WGItTANT■■ FMaSN nUS DRAVDIG TD ALL CM4TMTMS DCLUDING TIE INSTALURJ a Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Re — ® nod a TC DL 20 15 7 PSF DATE 01/26/2018 follow the latest edition of BCSI uRding Component Safety Information, by TPI and SBCA) fe i • practices prior to performing these functions. Installers shall provide temporary bracing BCSLw Unless noted otherwise, top chord shall hove properly attached structural sheathing and b on chd �'�^ BC DL 10 10 10 PSF DRWG VALTN160118 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrain of b • 3 shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to ed rh ebw F A �I of truss and position as shown above and on the Joint Details, unless noted otherrlse. er pbb:/ BC ILL 0 0 0 PSF Refer 4a drawings 160A-Z for standard plate positions. a� �3�. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatl ig®® TOT, LDS 6� 55 57PSF this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship ewwrr ewl+i t AN ITW COMPANY Installation 4 bracing of trusses. A seal on this drawbg or cover page Ustlrg this drawing, Indicates acceptance or professbnnl t \\514%Earth\City\Expressway engineering responslAtty solely for the design shown. The sWtoMlty and use of this drawYg l \i'© /10/2021 11 Suite%242 far any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2 1WHIMI DUR.FAC, 1.25/1.33 1.15 1,15 \\Earth\ City,\ MO\63045 For more Information see this Job's general notes page and these web sites SPACING 24,0' ALPINO rvatpineltw.com) TPh N w".tpinst.orgi SBCAi www.sbclndustry.org) ICO wwccsafearg r ' It VALLEY FRAMING & BRACING DETAIL R IBC t/2 Ot Lumber Size and Grade Minumum Requirements of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat II, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 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 GEMS'' TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE 1 2 +CRIPPLE ripples 4'-0" for 30 psf (TL)'and 20 psf (TD) Max. ce the crippes for each row starting from the valleys or sleepers working inward to the ridge board so that cripple locations are gored between rows. lTyp) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (ww) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails Collar beam to rafter 416d toe -nails E:16d (0.162"x3.5") COMMON NAILS eHARllnlam READ NO F111nV ALL NQIES ON TNIS DRAVDU S �UrrAWWI ROOM D= MAVDIG TB ALL COMPACTORS DICI.IIDDIG nc DSTAU-M^-"' �. - t_ TC LL 20 30 40 54 REF VALLEY FRAMING Trusses require extrene core In fabricating, handling, shipping, Instal am bracing. - Refj .�arr fell.. tha latest oAtlon of BCSI ding conporent Safety Lforwattannny TPI am SRW f--*tls TC DL 10 20 7 7 DATE 10/01/14 practices prior to perfarnft these Iurctbns. Installers shall provide temporary bracing pey BCSI. 6 • _ Maness noted otherwise, top chord shop have property attached structural sheathing non botaan chats ww shall have a property attached rigid ceiling. Locations shown for . STATE OF • BC DL 0 0 0 0 DRWG VACNV1801015 d jl O F� rt shall have and position ion as pint lateral restroht.yF •� • 04 .1 I I lull\VII per BCSI sections B3, 17 or a10, as applicable. nipple plates to coca f • 4 - LC L��j0_ of truss am drawings 1 O -Z aha.n andar and on the Joint Details, unless notes otherwise. •e �P .' . BC LL 0 0 0 0 Refer to drcrr4ps 1Gb1-Z for standard plate posfttmns. •• • �� Alpine a Wlsicn of ITV bAding components Group Inc shall not be responslnle for any devht nr�j' ••e.O' `1 ••••• �� ���� /N iTWCIOMAIWY this drawing, any falure to Wtd the truss In conformance with ANSUTPI 1, or For handitl ng, r' ` TOT. LD.30 50 47 61 Installation t bradetueAsan Vw arcovr page listing this drawing• k.Icates acceptance of proFessival �,ONAL •r`, solely for the shown The nsbohlhty am use of this drawbp 13369 Lakelmnl Dnve 4. '�°"`13"ti' — Dew""' p"' A_Id 1 � rt/ DUR. FAC. 1.25/1.15 Earth City. MO 63045 For mare Information see this Job's general notes poge am these web sites. � � v[ ALPM ...ntpiett.co,v TPIu .—Apinstorgi SBGY ....sbdndustryorg, Ica w...lxsafeorp SPACING SEE ABOVE