The URL can be used to link to this page

Home My WebLink AboutTrussz0•-Q" 39'-8" Total Truss Quantity = 72 A 0 P, NOTE. DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE. BACK CHARGES WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN 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. PREFERACKF R 0 COIUEC 10M PLUMB TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING A4LO 0 1 -r) 'O.r p D SHINGLE OOF ATTENTION! Labeled End Mark REFER TO BCSI -HS :'- �t 0 General Notes 1) �at N 1wM dtwd op d pwU*at p*d ww 9rw to bo hate tlro top dvJ�p, 2) N r,. to 914 at 66 uiem dltnIs 3) nAN bum wxkq i 24' O.C. nim dlreceiu 4) Pr T. Plot BC9-01 mm�tmdatlm perrta X-imcfq staid be placed al a madam apacing lfi' O.C. awn Un epm, to a npeabd at a nmimm of 10' bete= each X-bmce Orocytaa Bn etracbee. Rom rder to 8051-81 for airy odgjwW bmckq tlraa ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL = 7 PSF BCLL • PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 NAND SPD/TYPE= 160 ENCLOSED BLDG EXPOSURE = C USAGE=RESIDENTIAL CAT 11 WIND IMPORTANCE FACTOR = 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 Tres member design & connector plates are dcciymed for ASCL 7-I6 and maximum forces trona both components and claddings and main wind force misting rystco_ • These trusses have been revi—d to carry an additional 10S psf noa<oncurrent bottom chord live load. FLOOR LOADING SCHEDUL TCLL PSF TCDL PSF BCDL = PSF TOTAL a PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND UPLIFTS ARE MOWN ON ENG]NEERING WALL KEY DESCRIPTION Mr. DATE nm M¢ rut uvss ttsa rs .rut anus LOAD/ DESCRIPTION INr. DATE ® era ¢trues rut sane CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE M N. W. WINTER HAVEN FLEIRIDA 33880 PHONE' (800) 959-8806 FAX' C863) 294-2488 BUILDER D.R. HORTON STATERIDE PROJECTCREEKSME MODEL 1828/CALL/4EBB CCA PROJ/MODEL/ALT 7A5/ 182EC.E/ 02 ALT DESC OTC SM VRhh*1tjW COV LANAI LOT 27 BLOCK DESIGNER PAGE RFS 1 3 330 17 6,=334450IR 1CALE 4 "=1' ENGINEERING PACKAGE Builder: LD"O.RTON / STATEWIDE Project: 7A5/320 CREEKS IDE Model/Building: 182EC,E Lot Alt: 02 H Lot: L 27._ Address: ................................................... .......................................... ........................... JobNumber: N334501 Revision Date: Block: M m Unit: New Load #: ER161 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALPINE March 13,20.19 AN [TWCMIPAW Mr. Bob: Michaelis Carpenter 'C- dn'trafcto*ts df-America„ A n*'d- -390P Avenue - 3... N ' orfhweat Wiht6r Ha[Veh,TL 33.880-6201 Re: AlternatiW InsW116tions. for a single ply carried truss with a width Jess t . h.an the hanggr width, .and: wbod.bl6&in'g..tp- achieve full design load'vollue-for face-.rn untod,hangerattachment n'.-a-on . epy 1 .supporting girder.. (Reference detail il WMM2).... Dear Bob,: :F&'a single ply carried truss with a width le'ss; than Ahe hanger. Width you can.ih a n stall.. . prefabricated jack.. soblruss: (k) for wooO.filler blockiogi: The, chord: si�_,es-,,--6'ord,gfqOes, and A pinEi.--'c nnbctor.pW6(s) to 0 .6 be-th e. same : a!§ the single: 01 1 y . carried truss. The prefabricated .jO'ck:s�&ab* trU§§- ("`):will have -a.. minimum le�n'gth,pf 46? and w4l.have . . a .. minimum pit6h.pf-5A 2., The single ply. carried.','trqsg Ion of I shall have..af rea .0 3,500# or - less. Attach DrefabrJcatedJa6K:'scab:truss- with: two. (2) rows bf 0. 1 28"X3.07*Gan Nails at'2' O-C. pee row, - stagg fibiUlrb I'b6lbWI. Please' ,ref6rt6the Simpson Strong Tie Catalog GC _ ., 201`9-:. page 216.',. Fig'q_r.e':-3 for more information:.. Figure For-asirIgIle'pl'y'', iMe"r'that requires wood to,adh 6ve.IfUll design load Value forface-mounted Fora R 9 �i - - . . - hangers -attach one wood, block to the back face of, the single: ply girder with the, same site and dfade..as'thd bottom.- W otd.. Ofthe. single -ply girder.. the.--Wodd: block length to. be such thatthe wood e pane points h 0 blod.king- -extends to each a�dj6d * nt' 'I "* ihts:(W&bs-.afid bottom c .6rd intersections):. ns),;. Mach wood block l("�)..'with'tWo*..'.'*2*)' row'' 0 .1 2W x3ff'd n N''i r e rows. U. Nails is per'row,. 3.0" applied W the 6760'F*orum Drive Suite 905, Orlando; FL. 32821 8.2.1 =(OQO vwmalpineitm,com ALPINE r-=--'-^'=r--,''-'---''—'--' _ _... ...... ... __-__--___-_-'___-_---_'_ ___-_.... ....... ......... '-__'-____--___-----'_----_-'-_-�'- The of �� ated'a�§o6ht��sfmrxm�mdOUdr��oc�' 'brvxood �� fd| design koad'vedkuefor ' mpst be approveO by the. ' edm�-aAd end distances, and '_of all rfai| 'Must be sufficient to of if\c$n.be.ofany. further ifyophavmanyqplease7give nea cal ' ' A. 'Chief Engineer, te till Oflandoi FL � 875U'Pbh�o\Ohv� CNabd6`1702821- -8790-(863)4-22-8685 � ALPINE' ANWCOM-PANY April 2Q:2019' .pn V Mr. Bob MIChaielis Carpehter'Contractors of Atnerid;Et, Inc. 390.0 Avenu Q; Northwest Wintet Hav6n, FL 33880-6201 Dea.r. Bob,. R6' Stronobadk bridgih4.6h tbbf tru§set. I understand -there is -soine concern over our *feddYnmendafi6ns f6r.'strongba& bridging on roof trusses, tfroriabick bridging-@:.rpqpjr.eMpnt of ANSI-�TPI 2P14 nor it lrement:of*the fpr roof trusses is not. requ... -Building Component -Safety Info"maion- (13GSI), 8u, MY roof Aru§ges is Information , t str.ongback. bridging, * -rerOmmendoo by. -Carpenter C0htfabt4 gf._& 6rica: -Stradk bridging s .thy. -_folIqwijg two. functiob.s;, One, bridging aligns the bottom 'chords after they: are. set ---so.. they are uniform. along the ceiling line and h Os.%Vith�1 ceiling serviceability - "';�bilitY. Two; bridging reduPes e6lativd deflection of adjAbeht.-tr'Ussds,, 'Strongba ' ck: bOdging'.do6s: hotipr6Vent or reiduc6-oversill individual deflection, especially a6y m6f trusses, deflect'in' ' re. than 1W inch. .......... ... .. Mq_ Strongo4ck- bridgingd not serve* as ternp'brary.. 6 r 06hnaneiht: bracing � and is not in roof. trusses oes ..q g intended to .distribute. or share design loads, -between trusses. Consequent]' no design load' have- y, been accounted for'With this. detail and cohtinUbLis s'tr6hgbackbHdgihd thdUld'hdt b6:Attac'hed between Coennion and :girder trusses-.. The. use :of strongback bridging shaill. not. with other, design ...g considerations as specified . bk- (M En irioer.'Of Record or the Building: Designer. Th& outer ends of ttropg`!*:iack bridging shall baaftached.to awpll-oranothor:secure end. restraint' or ap.sppcified:by the Engineer of R6&ofdbrAh& BUi1din4.D6sJjh&r-. Str6nigb'ack- bridging'shall. be fa. minimum :of 2X6 horhihai l0rnib6r. ofiented'With the depth vertical:. Attach g th W1 (3) 18d pqMMon nails (0J62"x3*.*5-) nails at. each intersecting mernb&. extending the bridging`-i gb a minimum of two trusses.. The-jocatqp stron a6k Bridging overlap by At of. fhe: strongbac :... maybe be: specified . :py,,theTru§s Mahuf�ad.tut.6r, Efigi6e&r of R66ord,. or Building Desidnor.-Please refer -to BCS! "StrongI . backing'sProvii igns" ortp..A1pin6 MOk-IORT014 detail for more information. The. graphic ,§hoWh (Figure-1) is� for .gerliierld JllostrAtive* purpose only. 6760 Forum Drive:8u*ite3O5,Qri5ndo,.FL32821'-(80Q)521' 790:.-(863)422-8685 vrvM--.Wpin&itvV.jcom w ALPINE�Amfftvenmmkv 04,A.Sl -lot Figure.j. If Lcan bd of any further assistance' or if you have .any questions, please ease give. me a call. Wflliaiii,H.,Knck- KE. qhief'.E,ng'peqr Alpine an lTW -:.Cqmpany Engineering'Depattmefit -Orlando ; FL 32821� No. 7086.1 :STATE.. &ORIOV NAVE 6180 - Forum Drive SW - te.-366, Orlando; FL 32821' -i (800). 521-9.790 - (8153)-422=9685 www-, awpirfeir1i KFA STRON G-3ACK41kI1)GI*NG RECOMMENDATION.S BUTT.STRONGBACK 5 -All scab -on blocks shOLLL be: -a.. rvdnImum.,21x4 'stress TOGETHER @t7A0ed :lumber,'BRIDGING so.-A(L. strongback bridging .and bracing shall ,be :a. �x luipildeoi-.1 Minimum 6 -' ...st e- -re5s Ni-The -p.prp.ose� of sirondbock :brld6ihg .1s: to. AT SCABlad;BOX/GUN develop '(oiaxl sharing bitwee6 indkild tr,' ysses, W -0� Zx6. 'Call . X3.0,$ IWA ROWS'Af :b,�, rail In eOL e .. 'r?s.�ittinb In -On e In, the ;SCAB: NOTE, :IN LIEU.-13F- SPLICING. AS SHUVN l S-tifPniisr ''the.'floor -i e .:of, systeft -2x6, LAP`$TR0N5BACK--9RIDGING MEMBERS FOR: AT * LV4ST ONE -TRUST:,SPACING strongbock brldglnM Po'k1,-tIohdd- As. i-shibwfi in * 't, STRONGBACK 'BRIDGING SPLICE DETAIL cle alts, 'is recommended at 101 =01'.o.c. (m L ox -ND.TEj Details :1. and .2::ar.'.e 'the :pre ferred dttwthrieht mothods om-The terms 'bridwrib.' 6nd:'br-acihg-1:are- some -times ATTACH STRONGWK 70 .Wt . .... mls,�akenky: �used Anterchonge�abty.- "Brqc�Ih6'� 1�;- X3) 10.1-*COMMON :(0.l48?k3') 'OR Impq�.-Unt: structural eeijulremeht bf dny floor ' ..NAILS -(0*104 :BOX/GUN or roof' -system. Refer t.o. thee= Truss. Design 2Wx3-0'),. NAILS Zrq*Ing (TDD) f&- *the:' brcktInb ft.quV`&r.qents -fbr*l edch indIVIcIOM .-truss component. 'Bridging;' particU(aMy, `stron&q. 'k.';brIdg!t?g1 'Is 6, r 'immLhdo truss ecc. -tJoh. for a system to help control viloro.-tiot). In: cLoIdI.-tiob.to aiding.. In distribution of point Wads b.e i- -6 adjacent -truss, -strongboLc -to: r k bridging serves educe .. I . STRONGBA,(k 9.kI-bG1-NQ- ATT'Ab-'HME'NT ALTERNATIVES AN OWWWY 4eVMs,M063043 9r bounces. or resiqual vibr.9jton resulting: from t mpyIng pqn.. U.oqdsj:such as footsteps. They e Performance of vAt 'floor -.systems -ore. enhanced by. the. kt�ba'Alat(b.0 of -s+r dn'96.atk. bridging and therefore Is, strongly recommended by Apine, For additional (nfdj^Maltloh reoqfolh.g. -s7trohgba5* I?Holglng, refei.- -k§. BCS I GuILdIng Component Safety InformcLilon). No, M.61. STATE, F ,& . I .LL: PSF F DL.. r PSF I DL PSF- I ,..YLI). PSF 1� V-74 OR Pop# Dom El It Elo si! D A V.... s,,3. s.- n Hi Xt. JA. • ".... � ` .. . ,�^ • ••4r.y,'..r,r:aia,..,.m � -AIN, _ .. .. ,Fn.. „�_�. .. _ . M�.' ' .o, ., ..ui.:.Re n i... - 0, ---o" —::a., .pliq ;A .0 sr js, V-4 b -aom: -I vaulPH".11 AWN .,• t3NV s Wid. VaGNPI 1.'. �U`019 -;RPN*1 dll-v 3.1 hil-a I -:JLY W, Ja V.01.1. ti,.08 La A liv 44 ly..:M 260.0 T-) 301AD MCWMS ,S_2-$ShktL Rotft4 No"n 0.0 NV 1. UN-3 NODEHI Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member, This design Is valid onlyy 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 detall, (B) = Damaged area, 12' max length of damaged sectibn (L) = Minimum malting distance on each side- of damaged urea (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and specles as damaged member. Applyy one scab per face, Minimum side member lengths) = (2)(L) + (B) Scab member length (S) must be within the broken panel, j Nall Into 2x4 members using two (2) rows at 4' o,c„ rows sta gere4 Nall Into 2x6 members using three (3) rows at 4e oz., rows s�aggered. Nail using 10d box or gun palls (0,1281x3', min) Into each side members, The maximum permitted lumber, grade for -use with this detail Is limited to Visual grade 01 and MSR grade 1650f. This repair detail may be used for broken connector plate at mid -panel splices. This repair detall may not be used for damaged chord or web sections occurring within the connector plate area. Broken chord mmy.not support any tie -In loads, Nail Spacing Detail 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 18' 975# 1055# 1295# 1415# Web or Chord 2x4 24 975# 1 1055# 1495# 1745# Web or CY1ord 2x6 1465# 15B5# 2245# 2620# Web or Chord 2x4 30' 1910# 19600 2315# 2555# Web or Chord 2x6 2230# 23650 3125# 3575# Web or Chord 2x4 36' 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# .4295# 4745# Web or Chord 2x4 r 42 2975# 3045# 3505# 3835# Web or Chord 2x6 43954 4500# 5225# 5725# Web or Chord 2x4 '483 . 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 6660# L ' Nlnhun L Hlttonee e L S Hhheun H �`�\ Dlsiance L i i L DItinn NXtw ee H L L sWWONSAN READ Ala rMVIV ALL NnTM oN THIS ]RAVINal REF MEMBER REPAIR aW rRTAHTWW fUUSH flat WAV= Ta ALL CWTRACTORS INCLIMING 7W INSTALLERS, Trusses require ertrene care In fabrleatno, he►dlho, WPpkio InstallIn and brodnp. Refer to and DATE 10/01/14 Iolbr tM losers rdHlan of ]CSI �u6d4q Corporrnt Sofrty In(crnotlon, by TPI and S]CA) for safrty pproroetkes prier io perfornlr,0 }hies functlonr. Irotallers shah provkM ;bnporory hraeNp per. 7CSL Unlns not.d otherrlte, iov chord shall have preprrly attacMd structural sMavwlo and bottom el¢rd t DRWG REPCHRD1014 ,. shalt have a proprrly at cFkd Id cei�hyy, Loentlons shorn for prrnanent lateral Nstrvhor rr i n �� th►Il have braehp hr}alled per ]CSI nNfar+s ]3, ]7 or 770, os appOeablp Apply places So each face Q I I I IJ)� � of iruas and pposltkn os shorn obove ¢nd on iFu Jolni He}¢it, unlless notedd oiherrlse, ��— Refer to drarYlpt 1teA-7 Ier standord plate peal}Ions, Alpha, a dUlaian o1 ITV IWEhp Conpanrntr Moue Snc, shah nai be re�ponslhlr For orry deviation /ran AN "W COMPANY }Ws drar4,p, any foturr to bNld i!x cross br con/arnencr rkh ANSI/TPI 1, or for 1+ond1�0. �+IPPhO, hstollatlon t.• adlp of iruttee. A sral'en tNs drorYq ar cover poppre Ilathp chit druhy Y,deatt ¢ra LU nn of proPesrlonal .nphrrr4�o a Is solely for the 4r1pn shorn. Ter seer er Nett usr of iNs drast+0 133BV Lakefront Odve for any s�[t+rr k in¢ rnpaRe>bAfty of iFx AAcMp Designer per ANSI/TPI I seal, ' EadhCity. M003015 for men InforAMICA are thlr Joh`r peneral notes my aA:d these Web sliest SACI FA 24,0' MAX ALPINE rrr,tl ntltr,eanl TPI- we,tplrrtcrpl SICM rrrebeNdustry orpe ICG rrr,lectafe,erg ►• 4 S RIVdA BOARD (2xi) PurnqiL.T1 �d .. V P";t 4; u JALLEY RAFTER SEAM,AVERY 7WRA RAFTERS L�d by:cihers) Purfln-24-6. (Wfmtq hi sh6athing. applloidj C80 K _;- BRA -IN01 4 109 eith t Ili with a -mTrdw a e . jjfij:rjo� ;, eld&Wkafter, .10 *16^) common (9,0'afffiicia seii!inj liba fropekkumber'Qf- nails are s e i In , h4r , " h ; fioaid j &drsWjNgappljesto1valiazW:thG:f66tldsiaheri .Wd§;C0'ndltI0 SInatatLb(ing ni6ll V.0�'IfijUkaej rafter Jfs(eapemae.not' used,. istAn r An. Iqyi0e#usS'10'P'1';hdr.d ' d'Utdr -max[mum O'dif height; 3.0-toet AO& tibted,40owsc 2-40 ..Or AW"Xfrau�q 'cfXSd7-1d 1-0 r4h; 9nclQtff4,"w D, W'-1.0 T722S: UNDER VALLEY -r-RA-miNG VALL6 RAFTEP-OR RIDGE Psft:!Qlanc!20 pof(.TD) Mofx. mvst 'ft§ f"thei-v4loysibr-sloopers. matcrliiiite (ocotiops are. ctor66646n R's q u 'ImMentlt[nfes 4 16a'tcP_1 Oe diredtIV 3. Cilpole:td.ftf6i '416dWenallt . (4) a 164-fatsmalls c.h 4. b1bWht. .5 -16d ltoenalfs Mft&ta.two 2x6 sleepers. 4 2 Od toe4alfi S. -51dep6i td-tw1i, 4*1:6dtd&r%fls 3 260 td&.'nAUs..ea.ch slaeper.Ayug .6. ::RWile:bahrd..ii:x-roof bldck 4 16d toe-119US •RF-00D.F.0P. Fl-!i -7, --Rldje-8i3.2hH ED-triMes- 4.14?d.WiPy 14.115 S. 4ruffifive M91- 3;15.4tda-mi)s. Trizio.'6 164kf4ie 4'16dtocwiVWI$ ..q. .10. Tru3s'td;0IPPk4:. 4'16dftVrtiOli -.1.1 'Truss to em-Uhla. ..ARE USED)13. :4611ar beam to 4 16duenalls. NOSE -.UaO.1,62M4.3Yj COMMON NAILS dio-0"l 't1q%fl6a.1&fIft V' gdg-� 6 f q d Ogg.- Wi I h, -WA 1m: niuo mg- va=1 cK, 108*1 ;A.d'-3b 46 54 Rtr Nittv PW Mum • ccirr -%L=VV'0, t48%1�01;4YIP04 W-.�a W-03A. Ga.. thr teltalt idiikw:'Qv9t:1I.- ft C&vwqn-,. ;.I . . -y IPA:i%nd, SSW, for-, We, r, jif" •. _qj to worov, bxpq per. TC DL- it ZO 7 7 D. AT9 !O/P.111'4 1'wP'.dv;Ld' va "tki0 w, m I ba�v ...c k" th6 "TAM O• F L1, 0. .0 0 0 .0 0. 0 DRWG V,�9VV-1801015 -n �K fw Lhdi-d OLixtm ;NiI� C.. of c-odwtr er-10. P,d shu. -at. rc#mR. VCW*hwKivKh'A,(dVTPI Lor F*r' RP Or1liTrWW 'TbT iDj-�Q 5b 4.7 Fit. lik, -for ` Ow. 2=1 > Olt AB20vc mil w W 4,;� "b. �Wtj 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. 0 0 Actual Joist. Model Size - No ,(in.) IUS2.56/16 21hx16 MIU2.56/16 U314 HU316/HUC316 MIU2 56/18 2'/zx18 21h x 20 I MIU2.56/20 29/16 x 91/4 to 26 3x91h 'MIUdIL/9 HU210-2 /HUC210.2. MIU3.12/11 3x117a H U212-2/ fl UC21 Z--'2--- HU3.25/12 / HUC3,25/12 HU3.25/1"6/ HUG125/16 3% gluiam .'HUCO210-2-SDS HGUS3.25/10 • - 25/s 16 2 Min. (14) 0.148 x 3 - 110 1,660 1,805 1,805 1,425 1,55511,555 Max. (16)0.148x3 - 70 1,805 1,805 1,805 ',555 1,555 1 1,555 • - 29ti6 157% 21h - (24) 0.162 x 31h (2) 0.148, x 11h 230 3,455 3,920 4,045 2,970 3,370 3,480 • ✓ 29A6 101h 2 - (16) 0.162 x 31/z" (6) 0.148 x 11h" 970 1,945 2,205 2,375 1,675 1,895 12,045 • ✓ 29As 14% 21/z - (20) 0.162 x 31h (8) 0.148 x 11h 1,515 2,975 3,360 3,610 2,565 2,89513,110 IBC, �• t2.46 177fy 21h -- _ (26):0162 x 3%z {2),0 48 x 11 z' ` 230. ° 3745 4;045 4 045; °3 220" 3.481 3,480'', LA ✓ e'29h6 - 141%a °3?I ,814x12 `6' Z0 3,36013 610 2565 2,895`' • - 12% 197/ifi 21h - (28) 0.162 x 31h (2) 0.148 x 11h 230 4,030 4,060 3,465 3,495 13,495 • ✓ 29/16 197%s; 2'/ , ,-- (28) 0162 x 31h (2) 0,148 x 11/z ° 23,0g Kt 0 6 4,060° 3,465 3495 3,495' 29A " wide joists use the same hangers as 21h" wide joists and have the same bads. 311a 9J6 21/z' °= ° 16 0.162x3?h`-. '�2 0.148x1'Iz`.i-230" 2305-;2,615 2;820 1(9802,2452,425' +. ✓ ; 3ila` - 813/is ; 21%2 Max. (18) 0162'X 3'h; w (10).0148 x'3 . r. 5 2,680 3,0201 3 250 '2 305 2;605 j 2,800 IBC, • - 1 31/e 1 111/a 21/z - (20) 0.162 x 31/z (2) 0.148 x 11/z 230 2,880 3,135 1 3,135 1 2,475 2,695 2,695 FL, +'" ✓ 131/s 1 1-09A6 21h M92:1- (22)OJ627(-3'r'""(70)0.148x3'- 3,695 -3,180j3,425: LA •- 3''14 13'M "L%z Max, ; 126):0.162 x 31/z (12) 0:148 x 3 .; ,� ., 7 5 3,$70 4,365 4,695, 3 330; 3,735 4,640; - 13?ja 9 :'f , 3 -" -(12} 1/4 x 21/z":SDS (6)'/4" x 21h" SDS, 2 45 ES15 4; 15 4ra1 FL • , .3?l4 85/a " 4 ,.- (46)0.162 x 31/' (16) 9:62x 31Iz . 4,095. 9,100 9,100. 9,10;0 7,825 7,825) 7,825" IBC, •I i ' 3'/a 1 0-A 4 ` - '(56)0.16,2 x, 31h" 0) '0.162 x 31h `: 5,040. 9,400 9,4001 0,400 8,085 i 8;085° 8,085 FL • - 31/4 18 to 30 41V. '- (16)'la" x 21/z" SDS. (12) x 21/z" SDS 5,555 6,720 4 840 5,,' 65 • - 35/a 51/s 3 - (14) 0.162 x 31h (6) 0.162 x 31h 1,320 2,785 3,155 3,405 2,395 2,715 2,930 • - 135/a 4346 4 - (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 4,360 4,885 5,230 3,750 4,200 4,500 "• = 3W 61�'ifi' 2 ; .'- (6) 0.162 X' 3N: , , (6):0.162.x 31h .1;3 110 1,595 7;8;15,1 1960 1l3651 1,555 1',680' 1-1 13%1 91/z 2 1 - 1 (10) 0.148 x 3 - 70 1,185 1,345 1,455 1,020 11,160 11,250 • - 39/16 8t3A6 21h - (16) 0.162 x 31/2 (2) 0.148 x 1 Yz 210 2,305 2,615 2,820 1,980 2,245 2,425 • ✓ 39/% 83/8 2 - (14) 0.162 x 3'/z (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 • - 39A6 8'SA6 2 - (8) 0.162 x 31/z (8) 0.162 x 31/z 2,990 2,125 2,420 2,615 1,820 2,070 2,240 • - j 35/a 9 3 - (30) 0.162 x 31h (10) 0.162 x 31/z 3,565 5,635 6,380 6,445 4,845 5,486 5,545 • ✓ 139N 8% 21/z - (36) 0.162 x 31h (12) 0.162 x 31h 3,235 7,460 7,460 7,460 6,415 6,415 6,415 • - 39A6 9 3 - (12)1/4" x 21/z" SDS (6)1/4" x 21/z" SDS 2,265 4,500 A.:500 ',500 3,240 3,240 13,240 • • - 35/e 9''A6 4 , - (46) 0.162 x 31/z (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 7,825 17,825 17,825 IBC, FL, • - 3M. 8 to 30 41/z - (16)1/4" x 21/z" SDS 1 (12)1/4" x 21/z" SDS 5.555 6.720 6,720 6,720 4,840 4,840 4,840 LA • - 35/a 91/4 to 30 1 41h - (24)1/4" x 21h" SDS 1 (16)1/4" x 2'/z" SDS 7,260 9,450 9,450 9,450 6,8051 6,805 6,805 47n 1 CSC1 -17A'C 4 77fiii-2nn= i 44rz5 46' See footnotes on p.150. THA/THAC Adjustable Truss Hangers This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the. . straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. See Corrosion Information, pp.13-15. Installation: Use all specified fasteners; see General Notes. The.following installation methods may be. used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within 1/4" from the edge of the top -flange members. For the THA29; iiaiis-used-fIIr-joistst'tucI *nent-mast be driven at an angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at "an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 35/a" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 1 a/4' for THAC422 for 422.2 426-2 THAC422 Face nails Top nails per table per table 13/4' typical 29? for THA422-2 and THA426-2 THA418 . Double 42 - Use full table value Single 4x2-- Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of heade ® i Double -Shear Double NailingDome Double Shear Shear Side View; Nailing Side View Nailing Do not Q (Available on Top View bend tab some models) See nailer table hw , 2;fs THA29 2 face nails (total) 4 top nails (tot4 Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation ryNwa' , i ,nca Top Flange Installation er to tnote 5 p.187 8& THA/THAC Adjustable Truss Hangers (cont.) F] These products are available with additional corrosion protection. For more information, see p.15. 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 1'h' min. top flange are based on a single 2x carrying member; all other top -flange installation bads are based on a minimum 2-ply 2x carrying member. For 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° nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Coist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: NO dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 18 z r z a 2 0 U W c� z Cc U z 0 N m O U U SimpsonStrong ... Construction Connectors LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers 2G��IEERF� This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, bra combination of these features. b The double -shear hanger series, ranging from tl ,e light -capacity, LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing that distributes the load through 1vvo points on each joist nail for greai:er strength. This allows for fewer nails; faster installation and the use of all common nails for the same' connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, • while providing .greater.load, capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX® "coating. -See Corrosion "Information, pp.13-15. Installation: • Use all specked fasteners; see General Notes. • Nails. must be driven at an angle through the joist or truss into the header to achieve the table loads. fMoTd6956ed166welded or, riaileFdffi icaons. —` 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 �t Double -Shear Nailing Side View .: R 8r�9, ,; Do not bend tab Dome Double -Shear C Nailing Side View (Available on some models) 1'for 1'tifi' for 4xrV 's m% �yv B LUS28. LVA H H US210-2 PM �MUS28 r- e' nr 0" e- a•, a` HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple -member fastening by Designer) 19 Simpson Strong-Tie0l Wood Construction Connectors . Face -Mount Joist Hangers (cont.) Motlel No. Mm." Heel Height -Ga: Dimensions (in.) Fasteners, '- H • • ' B Carrying Carried Mem6eY. <` :Member Single 2x Sizes 0S24 LUS26 " 25%a _ '41/4•' 18 1 lis 3'/e 1=3/4 (4)-0148 x 3 1 774a14 , .;,1'?/a ' {4)^;0148 x.3,<, (4) 0.148,,x 3 ; MUS26 4111AG 18 1 a/te 53A6 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 4-Ar 16 15/s 53/8 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 HGUS2& " a 4946 =. 12 Al 31e x'�l20 '(8) 0.162 x 3Yz'' IUS28 :_. 4:M6 18"" 1% 1, _ 0% • t =1?la a .- (6) 0148`X3''` "} ;'(4) 0148-3 : ` MUS28 65/6 18 1 GAr 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 31h HGUS28 69AB 12 15/8 71/8 5 (36) 0.162 x 31/2 (12) 0.162 x 31/2 LUS210 " -' 41/4 19 1 Via; "7 r ° 1?/a (8)`0148'X3-' . (4) 0.148 x 3;. ' HUS210_ 831a` 16 1"5/s 9°�`3". ,(30)0.162x31 �10)0.162x31/2' HGUS21.., Ziaha:�12 r 15la '"91/e `5. 146)0.162x3Yz "{16).0.162x3'Iz 1. See table below for allowable loads. 'ingle 2zSizes R 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 B with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. LUS26 1,165 865 1 990 1,070 1 1,355 1 1,165 935 1,070 1,150 1 1,475 865 1 635 725 1 785 1,000 IBC, FL, MUS26: 93 1,295 •..1,480; : •„1,560 '' (op1l ;' 930' • ' 1405 ...: `1;56D 1,5C _ ;1560` - "810 = h, ,965 f,090 -:1'180. .35 ;< LA HUS26 1,320 2,735 3,095 3,235 3,235 1,32C 2,960 3,280 37280 3,280 1,150 2,350 2,660 2.780 2,78C HGUS2fi -r 4;340 ,4;856 5170°' S390" 7a "'.4,690 '=_5,220 .'5,390"• <5390� ; 780., ,3;225 3,61 �,3j876,, "3,985`' IBC, FL LUS28 1,165 1,100 1,260 1,350 1,725 1,165 1,195 1,360 1,465 1,730 865 810 925 1,000 1,270 MUS28'°- 1,32L1 1,730.' 1,975 2,125 < _ 2 25,5': --.1,326 1;875'° .r2,1$ . ,,;2 255 `'°2 25o iF950 „ 1; 70. •1,455, 1;575 =1,955•'! IBC, FL, LA HUS28 760 4,095 4,095 4,095 4,095 1,760 4,095 4,095 4,095 1 4,095 1,480 3,520 3,520 3,520 1 3,520 HGUS28 `-1,6 C 7 27$= ,7275` "7,275 - , 7,275 1, �' ;. t 2r�' , "€7, 7r `,�7275 , "'T275.., s'32u ,e3.b7t1� 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, Hll5210 ?,6 `5 5;45C3 5, 5=' . ;5,83ti_,; .<<83 63�' ; ;' S v95 ' '.•f5,, z0.. _, ,$33 ,.319 , >2;220 • , 2,330_1 2,455 f'f535 . 2,82 '', LA HGUS210 2,090 9:100 9,100 9,100 9,1CC 2,090 9,100 9,100 9100 9100 1 5'`5 6,340 6,730 6,730 6,733 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 451 and/or sloped to a maximum of 45° • For skew only, maximum allowable download is 0.85 of the table load . • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load Acute 'side specify angle Top View HHUS Hanger Skewed Right (joist must be bevel cut) All joist nails installed on the outside angle (non -acute side). CU z �Z a 0 0 O w H U' Z O Z CD co 0 N 0 N U C) 94, L U S/M U S/H U S/H H U S/H G U S ' These products are available with For stainless Many of these products are approved for installation additional corrosion protection. steel fasteners, t with Strong -Drive° SD Connector screws. For more information, see p.15. see p. 21. See pp. 335-337 for more information. 4 SS` $5. Mm. .Dimensions ('tn j Fasteners (n } DFtSF Allowable Loads . SPF/HF Allowable Loads Model ; Code Heel; Ga. No Carrying Carried Uplift Floor: Snow Roof .Wind Uplrtt' Flood Snow dRoof Wind Ref Height; ; W H. B a Memher - Memtior P .. .11601--l1001` f1151 '11251 71601. t1601 (100I' °a1i15I (1251 (160) Double 2x Sizes HHUS26-2 4-A6 14 35/,6 5% 3 (14) 0.162 x 31/z (6) 0.162 x 31h 1,320 2,830 3,190 13,415 4,250 11,135 12,435 12,745 12,935 13,655 HGUS26-2 46/i6 12 35/i6 57A6 4 (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 4,340 4,850 15,170 15,575 11,855 13,730 14,170 14,445 14,795 FL, LA '1lUUaLO G-_'PrvID%18.,:_ IG __',J716, l716- N, {JO,f^V:IOG T.J%2,, (IL)V.IOLF J%2 J,5J.7 !a`fOV>. 1'i0U ;�/YOU !','fOV L, I,OU.+.O'FJ O�/IJ O,'FIJ O, Y;IJ LUS210-2 634. 18 31A 9 2 (8) D.162 x 31/z (6} 0.162 x 31/z 1,445 1,830 2,075 2,245 2,830 1:245 1,575 1,785 1,930 2,435 HHUS210-2 8% 14 35/16 87/6 3 (30) 0.162 x 31/z (10) 0.162 x 31h 3:550 5,705 6,435 6,485 6:485 3,335 4,905 5,340 51060 5,190 HGUS210-2 81A. 1 12 35/i6 93AG 4 (46) 0.162 x 31/z (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes MUMIx!A-3 "as:; ;4"Y16`' ; IL; 4"vi18 3&- 4,:; [ZUJU.10CX3,/2 {t1)U IbGK 312 Gz,'.Ca:1„ 4�4U; 4i53U 3�3 N„ 3,�1.3. ,i1 rt133 93,l3U .4'11U' 4,4�3� 4;f'J3.,, IBC, FL, HGUS283"`=. 81346:;=y12 4?shg 7?Ia;, 4-:."{36}0.162x3Yza;r(12}0:162x31h 3,235 7460 7460 7;460 7,460 27$0;°6,415: fi,475 6,415, 6,`415' LA HHUS210-3 8% 14 4"A6 87/6 3 (30) 0.162 x 3'/z (10) 0.162 x 3'h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 81IA6 12 415h6 91/4 4 (46) 0.162 x 31/z (16) 0.162 x 31h 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 HGUS212 3 ` 10W, ' 12- 41ie 103/a t; 4` ' (56) 0.162 x 3'/z -{20)°OAU x A �;ti 9.0' 5' � ", ;9;i,4- '04 ',900" r 7 i � 7 "B 78 7 7 , g IRC . EL, LA Quadruple 2x Sizes t1.liU`uGb-4••,,;(,O.h ,'IG "b (6 3/16 "?-.?1_ „(LUI;UJbLXs/2 ,_tlJ`U.IbG;XJ%2:.L,133.4,34U'. 4iSJU°�JIIU„0,0l0 ,Ii000.3/s5U,4�1(U :4&'40 y,1�3 IBC;, FL, HGUS28-4 71/4 12 66/6 I 73/i6 1 4 (36) 0.162 x 31/2(12) 0.162 x 31h 3,235 7,460 7,460 1 7,460 1 7,460 1 2,780 1 6,415 1 6,415 1 6,415 1 6,415 LA HHUS210-4 83/6 14 61/e 1 87/e 1 3 1 (30) 0.162 x 3'h 1 (10) 0.162 x 31/z 13,405 15,630 6,375 16,485 16,485 12,930 14,840 15,48515,575 15,575 FL 4x Sizes 2 ,,35A IBC, FL, LA IBC, FL LUS48 43A 1 18 1 39AG 63/4 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 910 11,130 11,280 1,385 1,745 JIBC, FL, HUS48 6'/8 14 39/16 7 2 (6) 0.162 x 3'/z (6) 0.162 x 31/z 1,320 1,580 1,790 1,930 2,415 `I J35 1,360 1,540 1,660 2,075 LA HHUS48 61/z 14 35/6 1 71/6 3 (22) 0.162 x 3'/z (8) 0.162 x 31/z 1,760 4,265 4,810 5,155 5,980 1,5115 3,670 4,135 4,435 5,145 HGUS48 67/,. 12 3M. 7'ti6 1 4 1 (36) 0.162 x 31/2 (12) 0.162 x 3'h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 HGUS412 107/16 12 1 35/e 1107A61 4 1 (56) 0.162 x 31h (20) 0.162 x 31h 15,695 1 9:045 1 9,045 19,045 1 9,045 1 4:900 171/80 1 71780 1 7,780 17,780 HGUS414 11346 1 12 1 35/e 127A6 4 1 (66) 0.162 x 31h (22) 0.162 x 31h 1 5,695 10,125 10,125 10,125 10,125 4,900 18,190 18,190 18,190 18,190 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 loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVIPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie, 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header and 0.162" x 31h' in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are risted diameter by length. See pp. 21-22 for fastener information. 19 Simpson Strong -Tie® Wood Construction Connectors Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/e". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1/z" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 1/V per ASTM D1761 and D7147). See technical bulletin T C-HANGERGAP at strongtie.com for more information. Material: 16 gauge fn Finish: Galvanized L +0. Installation: v • 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 HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity co Options - IL • HTU may be skewed up to 671/z°. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table Many of these products are approved for installation with Strong -Drive`!' SD Connector screws. See pp. 335-337 for more information. HTU26 gap between'end-c truss and carrying member HTU Installation for Standard Allowable Loads (for 1/2" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) I hn1., I Dimensions -(in.) ] fasteners in.')., I .DFISPAliourable Loatla 2x Sizes Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) rn.u�a lnnax;l, �oiz a rs . a'11s �s 7x =teul-u.lnz�x,aaz_ {4U) u.VR$ x a ra c 1,oaa z,y�ru : 1,6/V� ,. 4;0ria _14;Wu . 1,s o , . c,osu: z,0oo :_ft). a s,�+cu, IBC, HTU28 (Min.) 37/a 15/e I 71Ar 31/z (26) 0.162 x 31/z 1 (14) 0.148 x 11/z 1,235 1 3,820 13,895 3,895 3,895 1,060 2,865 2,920 12,920 12,920 FL, HTU28 (Max.) 71/4 15/e 711A6 31/z (26) 0.162 x 31/z 1 (26) 0.148 x 11/z 2,020 1 3,820 1 4,317 4,655 5,435 1,735 3,285 3,710 1 4,005 14,675 1 LA Double 2x Sizes HTU28-2 (Min.) 37/a 3-Ys 71A6 31/z (26) 0.162 x 31/z 1 (14) 0.148 x 3 11,530 13,820 4,310 4,310 4,310 1,315 12,865 13,235 13,235 13,235 1 IFL,. HTU28-2 (Max.) 71/4 MAe 71/ie 31/z (26) 0.162 x 31h (26) 0.148 x 3 3,485 13,820 4,315 4,655 5:825 12,995 13,285 •3,778 ,305 10. LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Upfift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/8" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Ties Connector Selector° software • includes the evaluation of cross -grain tension in its hanger allowable bads. Foy 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 1 IV nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 96- HTU — ..... ._-...__.._........ ... _._.._..._.......... ---...__..__.._...._..—_...... _.................... ....................................... ---------......._.._._._...---............................_.-----_.......----- ......_—.._ Face -Mount Truss Hanger (cont.) i# 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 Carrvina Member HTU26 (Min.) 37/e 1 (2) 2x4 (10) 0.162 x 3'/z (14) 0.148 x 1'/z 925 1 1,470 1 1,6613 1 1,790 1 1,87.; 1 795 1 1,265 1 1,430 1 1,540 1,615 HTU26 (Max.) 51/z (2) 2x4 (10) 0.162 x 31/z (20) 0.148 x 11/2 240 1,470 1,660 1,790 2,22C 1065 1,265 1,430 1,540 1,910 IBC 41TI I�Rt /AAw1 1V�d`��IN,.'71A' /Rn-1AA'.1,naFL, LA + , 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the afternative 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. 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between %" and 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 SelectorO software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h' nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 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 25/16" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/ie" at 100% of the table load. Specify as an W version and specify flange to conceal. . • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen(I 2 screws (Model TTN2-25134H) for concrete and 114" x 21/4` Titen 2 screws (Model TTN2-25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or aVP sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-2523411) and for concrete (1/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/15"-diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the 3/1e"-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool Kits are available. They include a Y116" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/16" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2' and minimum end distance of 37/a" is required as shown; in Figure 1 for full uplift load. • V1='here no uplift load is required, a minimum end distance Of 1 ?h" is 0 m fled. Codes: See p.12 for Code Reference Key Chart • Concealed flanges HUC410 P.N7 ye rnin HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 0 0 0 .2 0 w I L Simpson Strong -Tie" Wood Construction Connectors HU/HUC/HSUR/L . . . . . ............ ... . ......... . . . .. . . .................. . . . . . . ................... . . ........... .................... . . . . . . ................. . . . . . ............... ............ . ... . . ..... . ............ . ..... ............................. ............. Medium -Duty Face -Mount Hangers (cont.) J* These products are available with additional corrosion protection. For more information, see p. 15. HU26 HU26X (4) 114 x 2 3/4 1 (4) 114 x 13/4 (2) 0.148 x 11/2 335 1,000 335 1,545 _HU2 8X Q 114 X 2 O� xj:1 ,�7 00 HU24.2 HUC24-2 (4) 1/4 x 2 3/4 (4) %4 x 13/4 (2) 0.148 X 3 380 1,000 380 1,545 (Min..)` °"-VWUC-wy' 1�4 .14 SR (4) 6.1 ' " 1� 48x 760 - 0 0 '4 {12)) 1,�i x 1 'K V HU26-3 (Min.) HUC26-3 (Min.) (8) 1/4 x 2 3/4 (8) IA x 13/, (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUG26-3 (Max.) (12) 1/4 x 2 3/4 (12) 114 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU282 --HUG28 inj, 0) IJ4 x 2 -,Y4X- 1 la C2 ;500 HLJ210 HU21 OX (8) 1/4 x 2 3/4 (8) 1/4 x 1 �A (4) 0.148 x 1 1h 545 2,000 760 2,415 �"H6210' (Mi -,2 h.,) 'HUC21 x 6i 6. Q0 -HU210-2 2 -,"'10 5,085 HU210-3 (Min.) HUC210-3 (Min.) (14) 1/4 x 2 3/4 (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) 1/4 x 2 3/4 (18) 1/4 x 11/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 U 24 HU212� 60, x 23/4 7 0 0 5 HU212-2 (Min.) HUG212-2 (Min.) (16) 1/4 x 2 3/4 (16) 1/4 X 13/4 (6) 0.148 x 3 1,135 1 4,000 1 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (2 2) 1/4 x 2 3/4 (2 2) 114 x 1 3/� (10) 0.148 x 3 1,350 1 5,085 1 1,350 5,085 HU214 HU214X (12) 1/4 x 2 3/4 1 (12) 1/4 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 HU214-2, {Min.) 3 Y.,P.148 x 3 5 500 1"51 ,� " i U2 _44 ' " lk�i47'24!Vlax.)l A R (24)1 4� 14 4 3 n Y x 2,015"" HU214-3 (Min.) HU0214-3 (Min.) (18) 1/4 x 2 3/4 (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.) (2 4) 1/4 x 2 3/4 (24) 1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 H -16 (18) 114)2� 3/,,,, 8,1/4� 13/4k'O. Q x 1 148 x tt� i�� '21 20 HU216-2 (Min.) HUC216-2 (Min.) (2 0) 1/4 x 2 3/4 (2 0) 114 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (2 6) 1/4 x 2 3/4 (26) 1/4 x 1 Y4 (1.2) 0.148 x 3 2,015 1 5,085 2,015 5,085 HU7 (Min.) (Not available) (12) 114 x 2 3/4 1 (12) 1/4 x 13/4 (4) 0.148 x 1112 545 2,980 760 2,980 HU7 (Max.) (Not available) (16) 1/4 x 2 3/4 (16) 1/4 x 13/4 (8) 0.148 x I 1h 1,085 3,485 1,085 3,485 H (Min) N available} /4 8 1, 3;2 Or" 3 HU9 {Max) (Not av'iiIabla):, 4 f24) 1� 2�4 (10) 01, �!4_ 4 3,735 * ,3 735 HU11 (Min.) (Not available) (2 2) 1/4 x 2 3/4 (2 2) 1/4 x 13/4 (6) 0.148 x 11/2 1,135 1 3,230 1,135 3,230 HU11 (Max.) (Not available) (3 0) 1/4 x 2 -3/4 (30) 1/4 X 13/4 (10) 0.148 x 1 1/� 1,445 3,735 1,445 3,735 �16 4' (Min i JNQ`t evaiiible), _(2 114 X 2 3/4 2 8) (8) 6. t - x 1 e 1A 515: S,465 6 _:,, �, 4 G 111111111111cl-a STAGGER JOINTS - TYP.T 1 RAISED HEEL ROOF TRUSSES B/SKIS SEE PLAN aaa�l;aaaaaaaa��a�iaaa�a� �a�llaaaaa�aaa�a�i aaa�a�aaaaa�aaa�aaaaara UPLIFT/SHEAR ANC _ EACH TRU55 - SEE PLAN B/SKI -4' NOTE: ADVL FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRU55 BEARING A SCALE. MS SKI ROOF SHEATHING- SEE F SOFFIT/FASCIA- SEE ARCH. RA15ED HEEL ROOF TRU55ES -SEE PLAN RIBBON BOARD - SEE SCHEDULE FOR SPACING 4 JBBON BOARD- SEE FASTENING TO C1 w N CHEDULE FOR SPACING t TRUSSES ASTENING TO TRUSSES WALL SHEATHING -SEE PLAN -- MIN. 15/32' COX PLYWOOD OR i 1/16' 05B WITH 8d GUN NAILS MA50NRY WALL- (0.131' X 2 IR') 9 6' O.G. TO UPLIFT/SHEAR GYP. CEILING- SEE PLAN I' RIBBON BOARDS ANCHOR EACH SEE PLAN < TRUSS- SEE PLAN SCHEDULE ( DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRU55 MASONRY WALL - BOTTOM CHORD SEE PLAN ` RAISED HEEL TRUSS BEARING B 1 I SCALE. NTS SKI RIBBON SCHEDULE; DESIGN CRITERIA R1556N MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vu11=165 MPH (2) 12d GUN (0.131' X 3') (Vasd= MPH) 2X4 8PFr2 24' TO EACH TRUSS, (4) . EXP. ENCLOSEED NAILS AT JOINTS VuIL=180 MPH (2) 12d GUN (0.131' X 3') (VasXP. MPH) 2X4 5PF02 l6' TO EACH TRUSS, (4) E EXP. C, ENCLOSED I NAILS AT JOINTS i - 1 N Q �Uz� z Q_e o�aQ CL ¢ x WLL �d. zoF7 w Z (L 3 U Leo er: m SK.1 INE AlfifTwCOMPANN January ll,,Q,, 2,020" :catont6t.c"d. attcit's- of America, Inc:.P. Sqbb.Awnl Avenue Winter l Haven; Dear Matt: lfba8come my attention.-ihatsome questions were raised concern i g 5/$" diameter holes tilled i fii't'h6,..c'h6r"ds;f.-Wid:6.faced ,of- S,4,,,'2ga e,-endirus S.0's to. allow for threaded to& if§ed,. f6.r;"tie:.d.o"w'-ns. Ifthes6:"gable,ends ,,are�over"continuous 0.46,f -,Pdlly-sffodthed -;kfd .the holes are. drilled ab6it'th&,ceni Iirre-- p,f fate nodo§, ft;,4'°O"C,^ ' �Mthobt iinaging��'AiiY�.tbhii"6-ct6iplat6g.j'.0 rverti wos-thAn no�rep-41rIlsrequired: The imsg only s-ifgoru 2- feet O4`fld' -lb ds,'.,.' .n dibonal a, and'add load,,,. If you have any -questions; 'Please give me-,al.callr ,Sincerely; 6750'F&ufp Drive, Suite806(�*d FL 32821 , - (8QQ) �?I.-;9 7QO --(863) 422=8685 Thsdo=xmt MsbmlinOtKt'aNc*.*4WE9d Alpine, anITWCompany td See9d USIN a Ckg i SIOUft9 P111bd 6750 Forum Drive, Suite 305 gWes d w angind si 9 nwd bo ALPINE Orlando, FL 32821 Vef'Meduifg'�eodglti>�8�e aoricvwslon. Phone:(800)755-6001 � y.,wnwuar,k, ANITWCOMPANY www.alpineitw.com t� Pt' COrA #0 278 y+��,..�....,,.•'if 03/0512GJt21 ry No 70861 STATE OF Customer Carpenter Contractors of America lJob Number. N334501' LJob Description: 7A5/320 ,182EC,E ,02H ,RIOI / 1828/CALI/4EBB ELEV.C,E Address: Design Coder FBC 7th Ed. 2020 Res IntelliV/EW Version: 20.02.00A JRefM 1X3G89750071 Wind Standard: ASCE 7-16Wind Speed (mph);: 160 Design Loading (pst): 37.00 Building T e Closed This package contains general notes pages, 33truss drawing(s) and 4 detail(s):. 1 1 41#10- 064.21.1307.55788 Al 3 064.21.1307.55226 A2 5 064.21.1307.55756 A4 7 064.21.1307.54'178 A6 9 064.21.1307.55787 A8 11 064.21,1307.53881 A10 13 064.21.1307.55193 All 15 064.21.1307.57929 A14G 17 064.21.1307.54179 A16 19 064.21.1307.56334 ClGE 21 064.21.1307.57068 D2 23 064.21.1307.56912 V8 25 064.21.1307.54693 EJ7 27 06421..1307.55757 EJ3 29 064.21.1307.54615 CJ3 31 064.21.1307.56318 CJ 1 A 33 064.21.1307.56757 HJ3 35 GBLLETIN0118 37 VALTN'160118 2 064.21.1307.56663 AlA 4 064.21.1307.54084 A3 6 064.21.1307.54037 A5 8 064.21.1307.54834 A7 10 064.21.1307.55507 A9 12 064.21.1307.55053 Al2 14 064.21.1307,54912 A13 16 064.21.1307.55850 A15 18 064.21.1307 57615 ' B1 GE 20 064.21.1307.57350 D1 22 064.21.1307'.56146 D3G 24 064.21.1307.56037 V4 26 064,21.1307.57787 E,J7A 28 064.21.130T55115 CJ5 30 064,21.1307.56006 CJ1 32 064.2 .1307.54193 HJ7 34 A16015ENC160118 36 VAL180160118 Florida Certificate of Product Approval #FL1999 Printed 3/5/2021 1:1.2:14 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, indicatesacceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.org. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Mformation provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at,the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1 Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.orq. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com. Page 3 of 3 SEQN: 249671 / COMN Ply: 1 Job Number. N334501 Cust: R 8975 JRef:1X3G89750071 T10 FROM: RWM Qty: 11 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307.55788 Truss Label: Al SSB / YK 03/05/2021 6'1"7 12'11"15 19'10" 26'8"1 33'6"9 39'8" 6'1"7 '�" 6'10"8 -}- 6'10"1 6'10"16'1"7 i 5X5 E 39'8" 10' 19,101, 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.222 K 999 360 Loc R+ ! R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 K 999 240 B 1711 /_ /_ /961 /309 /444 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 J - - H 1711 /- /- /961 /309 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft ()� HORZ TL 0.140 J Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 TCDL: 4.2 psf H Br Width = 8.0 Min Re 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.617 g q = P Bearings B & H are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Sid: 2014 Max BC CSI: 0.882 Re Fac: Yes Max Web CSI: 0.457 Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft P Members not listed have forces less than 375# Loc. from endwall: not in 9.o0 ft FTIRT: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 B - C 1490 - 3155 E - F 1130 - 2029 Lumber C - D 1366 -2875 F - G 1366 -2875 Top chord: 2x4 SP #2 N; D - E 1130 -2029 G - H 1490 -3155 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - L 2759 -1207 K - J 2278 - 858 be equally spaced. Attach with (2) 8d Box or Gun L - K 2278 -879 J - H 2759 -1186 nails(0.113"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 541 -134 K - F 530 -745 for (2) CLR'S where shown. Scab reinforcement to be D - K 530 -745 F - J 541 -134 same size, species, grade, and 80% length of web E - K 1362 - 605 member. Attach with 0.128x3" gun nails @ 6" oc. �atqutr{tnJyp��'frl' Loading Truss passed check for 20 psf additional bottom chord a' s �` "•.,'�f Ile live load in areas with 42"-high x 24"-wide clearance. �Sa�Y •i�� {j� S .� �i �� + '1i' • Wind ® ' Wind loads based on MWFRS with additional C&C = a Q, 708 'i member design. Wind loading based on both gable and hip roof types. ; SAT 0 ' COA �QNAL 104 03/05/2021 **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 anct'SBCA) foP 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 1310, 1.4611141 as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the ANR COMPANY truss in conformance with ANSI/) PI 1, or for handling, shipping,, installapon.and bracin4of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili((�� solely -for the design shown. The suitability and use of this Suite 305 drawing for any sgructure 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: 249704 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef1X3G89750071 T25 ! FROM: ALS Qty: 1 7A51320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307.56663 Truss Label: AlA SSB / WHK 03/05/2021 M 0 T iV 1aa T11"2 12' 17'1"12 19'10' 23'8" T11"2 4'0"14 '1' S'1"12 3'10" =6X6 F 39,8" 31'8"14 39'8" 6014 T1 V2 �1' I 8'11 + 39"3 + 2,1l 3'7'11"5 8'11 11'10"4 14' I 17' 23'8" 31'8"l1 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 D 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) 1 X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun riails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Plating Notes All plates are 2X4 except as noted. (1) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. + Bottom Chord section between vertcials may be removed. 7W Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA tw Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): COA Defl/CSI Criteria PP Deflection in loc Udefl U# 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 EW Ver: 20.02.00A.1020.20 r, e• • .. s4 • 03/05/2021 I 48.8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 P /- /961 /309 /444 1 1556 /- /- /961 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 1 Brg Width = 8.0 Min Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1410 - 2745 F - G 1410 - 2068 C - D 2144 - 4245 G - H 1218 - 2103 D - E 1499 - 2794 H - 1 1423 - 2777 E - F 1658 - 2771 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2371 -1107 L - K 2402 -1107 Q - M 3738 -1614 K - 1 2406 -1106 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - S 814 -1523 M - F 20D7 -1008 C - Q 1476 - 551 M - L 1864 - 604 S - Q 2850 -1327 F - L 492 - 506 Q - D 1271 - 562 L - G 452 - 368 D - M 825 -1539 L - H 475 - 688 **WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face of truss and position as shown above and on the Join i 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 BuildincL Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the ANf COW - truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation, and bracing of trusses. A seal on this drawmq or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en meenng responsibili(� solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249705 / HIPS I Ply: 1 Job Number: N334501 Gust: R 8975 JRef:1X3G89750071 T9 / IIjFROM: RWM City: 1 ,7A5/320 ,182EC,E ,02H ,RIO1 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307.55226 Truss Label: A2 SSB / WHK 03/05/2021 61"7 12'6"15 19' 20' 27'1"1 33'6"g 39'8" 6'1"7 ( 8 R.,I 19g4 K,1 6'5"8 �- 6'1„7 �1 10 10' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) Sol Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. :5X5=5X5 E F 39'8" 9'10" 19,10" )w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w 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.. Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.172 L 999 360 VERT(CL): 0.321 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.123 K Creep Factor: 2.0 Max TC CSI: 0.480 Max BC CSI: 0.747 Max Web CSI: 0.625 Ver: 20.02.00A.1020.20 0�iGE S • i � Q. Iy 1 08 • • • s AT o .. •......i•1• COA i6�QNL`�p 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /963 /310 /427 1 1556 P /- /963 /310 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 Brg Width = 8.0 Min. Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1542 - 2800 F - G 1182 -1779 C - D 1425 - 2521 G - H 1425 - 2521 D - E 1182 -1779 H - 1 1542 - 2800 E - F 1159 -1559 . Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1262 L - K 2030 - 937 M - L 2030 - 957 K - I 2444 -1241 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 508 -119 L - F 548 - 356 D - L 521 - 683 L - G 521 - 683 E - L 548 - 356 G - K 508 -119 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracm 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 f Details, 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 Buildinq Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANn COMPANY truss in conformance with ANSI[TPI 1, or for handling, shipping,. installation. and bracingof trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engqsneering responsibilityV solelyor the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineilw.com; TPI: 1 inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 249706 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750071 T22 / FROM: RWM Oty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307.54084 Truss Label: A3 SSB / WHK 03/05/2021 7 12'0'15 18'0"1 21'7"15 277'1 6'175'112 3'7"14 5'1V2 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 D Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 5�5X5 =5X5 E F 39'8" 9" 0" 9'10" 19'10" 29'8" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl 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 Ver: 20.02.00A.1020.20 , vioxk coa 1 NA VA 03/05/2021 33'6"9 39'8" 5.119 6'17 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, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord. shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. oT truss and position as shown above and on the Join Details, unless noted otherwise. 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 ANR COMGANY truss in conformance with ANSI Q PI 1, or for handling, shipping,. Installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en Ineering responslbili�y solely -for the design shown. The suitablliry and use of this Suite For 305 drawing for any structure is the responsibility of the Building�esigner per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or Orlando FL, 32821 SEQN: 249707 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750071 TS / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,RIO1 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307.55756 Truss Label: A4 SSB / WHK 03/05/2021 7'1014 17' 22'8" 31'9"2 39'8" 7'414 -} 9'1"2 -t- 5'8" -} 9'1"2 ') 7'10"14 �5X5 =5X5 D E 39'8" 1' 10' 9'10" 9'10" 10, 1' i 10' + 19,101, 29'8" 39'8" Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.149 J 999 360 VERT(CL): 0.279 J 999 240 HORZ(LL): 0.0601 - - HORZ(TL): 0.112 1 Creep Factor: 2.0 Max TC CSI: 0.760 Max BC CSI: 0.755 Max Web CSI: 0.989 Ver: 20.02.00A.1020.20 9 � S AQT `4 COA W8`.s/0NA F 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1552 /- /- /965 /318 /386 G 1552 /- /- /965 /318 P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 G Brg Width = 8.0 Min Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1673 - 2755 E - F 1699 - 2561 C - D 1698 - 2561 F - G 1674 - 2755 D - E 1352 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1373 J - 1 1695 - 842 K - J 1695 - 863 I - G 2393 -1352 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 498 - 448 E - 1 770 - 435 K - D 770 - 435 I - F 498 - 448 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 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 riqid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Detarls, 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 respponsible for any deviation from this drawing, any, failure to build the nNnwcoManwr truss in conformance with ANSI 1, or for handling, shipping, • installation. and bracin of trusses: A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilityy solely -for the design shown. The suitability and use of% is Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249708/ HIPS Ply: 1 Job Number: N334501 Cust: R8975 JRef:1X3G89750071 T24 / FROM: RWM City: 1 7A5/320 ,182EC,E ,02H ,RIO1 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307.54037 Truss Label: A5 SSB / WHK 03/05/2021 16'0" 1 237' 15 33'6"9 39'8" 6'1"7 91101,10 77.14 9'10"10 6'1"7 6X6 = 6X6 D E T2 t 12 T4 6 1-1 cl' Z5X5 ;T 05X5 F m C Eo W W1 B G A H 3 a �98" = 4X6(A2) = 5X5 =5X5 = 5X5 =4X6(A2) 39'8" 1' i 10' 9'10" 9'10" 10, 1' 10' 19,10" 29'8" 39'8" r Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA VERT(LL): 0.156 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.292 J 999 240 B 1556 /- /- /964 /713 /366 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 1556 /- /- /964 7713 /- EXP: C Kzt: NA HORZ TL : 0.119 1 - - Wind reactions based on MWFRS Des Ld: 37.00 ( ) Mean Height: 15.00 ft Building Code: CreepFactor: 2.0 B Brg Width = 8.0 Min Req = 1.8 NCBCLL: 00 TCDL: 4.2 psf G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.799 g q = 0. P Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.745 Bearings B & G are a rigid surface. Bearings B & li require a seat plate. Re Fac: Yes Max Web CSI: 0.485 Spacing: 24.0 " C&C Dist a: 3.97 ft P 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 1841 -2852 E - F 1665 -2513 C - D 1665 - 2513 F - G 1841 - 2852 Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; D - E 1456 -1829 Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - K 2505 -1555 J - 1 1780 - 984 member design. K - J 1780 -1005 I - G 2505 -1535 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-K 511 -469 E-I 617 -249 K - D 617 - 248 I - F 512 - 469 '�ilf tf {f 1 { {0!lJthry Jr • ®. 708 1 S i 2 pT / COAX �A 03/05/2021 "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 Installers temporary Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. shall provide BCSI.. Unless top have structural sheathing and bottom chord shall have a bracing per noted otherwise, chord shall properly attached 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 applicable. Apply, plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be respponsible for any deviation from this drawing, any. failure to build the pNTNCOMVANV installation. bracing trusses. A seal on this drawing or cover truss in conformance with ANSI 1, or for handling, shipping,, and of page 6750 Forum Drive listing this drawing indicates acceptance of professional enccLLineering responsibilitv solely -for the design shown. The suitability and use of this Suite 305 -Designer drawing for any structure is the responsibility of the Building perANSIlrPI 1 Sec.2. For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249709 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750071 T7 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307.54178 Truss Label: A6 SSB / WHK 03/05/2021 7'10"14 15' 24'8" 31'9"2 39'8" 7'10"14 + 7'1"2 9,8. 7-1"2 71014 :6X6 =6X6 D T3 E 12 M 6 C 5 5X5 F O r th W 00 W1 B G A =4X6(A2) ==5X5 =5X5 =5X5 =4X6(A2) 39'8" 10' 9'10.. 10, i 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 /- /- /962 /328 /346 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- A /962 /328 /- EXP: C Kzt: NA HORZ TL : 0.115 1 - - Wind reactions based on MWFRS Des Ld: 37.00 ( ) Mean Height: 15.00 ft Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 NCBCLL: 10.00 g P TCDL: 4.2 psf Soffit: 0.00 BCDL: S.psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 G Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G are i rigid surface. Bearings B & li require a seat plate. Re Fac: Yes Max Web CSI: 0.474 Spacing: 24.0 " C&C Dist a: 3.97 ft p Members not listed haveforces less than 375# Loc. from endwatl: 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.10201.20 B - C 1807 -2729 E - F 1827 -2537 Lumber C - D 1826 -2538 F - G 1807 -2729 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1539 -1910 Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - K 2363 -1483 J - 1 1847 -1110 member design. K - J 1847 -1131 I - G 2363 -1462 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 394 - 358 E - I 628 - 300 K - D 628 - 300 I - F 394 - 358 �y�1{4ttt11tiUNltaprrri 50 FE 0. 7Q8 1 © O,NAL ti COA '01 �trtl9�r�t�� 03/OS/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary have brac'mg per BCSI.. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall a properly attach6d rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, Apply to each face truss and as shown above and on the Joint Details, unless noted otherwise. Refer to as applicable. plates .oT position drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildinq Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN M COMPANY bracing trusses; A seal on this drawing or cover truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation. and of pale 6750 Forum Drive listing this drawing indicates engq�ineering responsibility solely for the design shown. The suitability and use of this acceptance of professional Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249710 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750071 T23 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307.54834 Truss Label: A7 SSB / WHK 03/05/2021 333 4'00110 5'915 7t0 6987 I- +19,10" +255 i 5'91066'1177 o5X5 III2X4 =5X5 D E F T2 12 T4 6 � W 0 C 5 5X5 G W3 ti B H t A :47 =4X6(A2) =-5X5 =5X8 =5X5 =4X6(A2) 39'8" 10' 9'10° 9'10" 10, 11 + + + 10' 19,10" 29'8" 39'8" Loading Criteria (pso 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 Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.176 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.329 E 999 240 B 1556 !- A /958 /715 /325 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 A A /958 /715 A EXP: C Kzt: NA TL : 0.121 J - - Wind reactions based on MWFRS Des Ld: 37.00 HORZ ( ) Mean Height: 15.00 ft B Br Width = 8.0 Min Re 1.8 NCBCLL: 10.00 Building Code: Creep Factor: 2.0 9 q = TCDL: 4.2 sf Soffit: 0.00 p FBC 7th Ed. 2020 Res. Max TC CSI: 0.743 H Brg Width = 8.0 Min Req = 1.8 BCDL: 5.0 psf Bearings B & H are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.748 Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.434 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 B - C 1975 - 2822 E - F 1780 - 2112 Lumber C - D 1821 -2515 F - G 1821 -2515 Top chord: 2x4 SP #2 N; T2,T4 2x4 SP #1; D - E 1780 -2112 G - H 1975 -2822 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2470 -1666 K - J 1912 -1210 member design. L - K 1912 -1231 J - H 2470 -1645 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 439 - 395 F - J 556 -182 L - D 556 -182 J - G 439 - 395 E - K 440 - 281 �pttltiHPltlN�iup, H, 1� `� ••••9., ��F gs s • ° 01 a ,,,� Z SAT ® •% . tc .......... COA (, E o, ,PONAL �rbp{pgrWl�p� 03/05/2021 "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, handl!n shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Installers temporary Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. shall provide have structural sheathing and bottom chord shall have a bracing per BCSI. Unless noted otherwise, top chord shall ropey attached properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Applgy plates to each face. of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any.failure to build the A -COMPANY bracingof trusses. A this drawing or cover truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and seal on page 6750 Forum Drive indicates engineering responsibility solelyor the design shown. The suitabili y and use of this listing this drawing acceptance of professional Suite 305 drawing for any shcture 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: 249711 / HIPS Ply: 1 Job Number: N334501 ust: 8975 JRef:1X3G89750071 T6 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E FDfWN' O: 064.21.1307.55787 Truss Label: A8 SB / WHK 03/05/2021 i 6'9"4 13' 19,10" 268 32'1012 39'8" t 6 94 i 6'2"12 6'10" 6'10" 6'2"12 6'9"4 5X5 1112X4 5X5 D E F 12 6 � �2X4 p2X4 C 0 G un W3 ZW CO B H A I8'8" 4X6(A2) __5X5 = 5X8 =5X5 = 4X6(A2) 39'8" 10' 91101. 9110.1 10, �1' + 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240 B 1556 A /- /953 f716 /305 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /953 f716 A EXP: C Kzt: NA HORZ TL 0.121 J Des Ld: 37.00 ( ): Wind reactions based on MWFRS Mean Height: 15.00 it Building Code: CreepFactor: 2.0 NCBCLL: 00 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf FBC 7th Ed2020 Res. Max TC CSI: 0543 Soffit: 0 . 00 BCDL: 5.0 sf . . . P H Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.754 Bearings B & H are a rigid surface. Bearings B li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687 t listed have forces less than 375# Members not Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.1 a Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 B - C 2014 -2780 E - F 1973 -2289 Lumber 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 dltttrt111u/gri1r D - K 425 -401 J - G 381 - 339 �• ►1��`4 �.,. E-K 585 -391 r rr•r• ��4 � ••rH i • i 2 • r ' Y 4 00 COA t(t r,�� S NA ��4, 03/05/2021 **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, an in shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fogy safety practices to performing these functions. Installers shall provide temporary Prior 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, AppTy to each face. oT truss and as shown above and on the Join Details, unless noted otherwise. Refer to as applicable. plates position drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the RNO COWAW truss in conformance with ANSIff PI 1, or for handling, shipping,, installation, and bracingof trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engp�ineering responsibility solelyor the design shown. The suitability Building -Designer ANSIfTPI 1 Sec.2. and use of this Suite 305 drawing for any structure is the responsibility of the per Orlando FL, 32821 For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org SEQN: 249712 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750071 T21 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307.55507 Truss Label: A9 SS13 ! WHK 03/05/2021 6'3"4 12'0"1 19,101, 27'7"15 33'4"12 39'8" 6'3"4 5'8"12 T9"15 7'9"15 5'8"12 6'3"5 o 5X5 III 2X4 = 5X5 D E F 12 T 6 k2C4 I 2G M 'v N W3 Z ZD B H A I t a's *8'8" = 4X6(A2) = 5X5 = 5X8 -5X5=4X6(A2) 39'8" �1' + 10' 9'10" 9'10" 10, 10' 19,10" 29'8" +1'� 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240 B 1556 /- /- /947 /717 1284 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - - H 1556 /- /- /947 /717 /- EXP: C Kzt: NA 0.124 J - - Des Ld. 37.00 Wind reactions based on MWFRS Mean Height: 15.00 ItHORZ(TL): NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.748 Soffit: 0.00 BCDL: 5.0 psf H Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0,753 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.999 Members not listed have forces less than 375# :20(0) 1 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) all: Maximum Top Chord Forces Per Ply (Ibs) Gend Plate 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 tattttentut E - K 685 -462 H • y�ff i • •i i O. %Q8 1 _ a J� 0 J• t �4 css••...,,.....�G,\,, COA tl' �NAIL fts"Wt 03/05/2021 **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 proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to 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 drawing, any, failure ANSI 1, for handling, bracin trusses. A seal on this drawing to build the ANMCOWA. or cover truss in conformance with or shipping,, installation. and of page 6750 Forum Drive listing this drawing indicates acceptance of professional entcLimeering responsibilit�yy solely -for the design shown. The suitability and use of This Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2497131 HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750071 T5 / FROM: RWM Qty: 1 7A51320 ,182EC,E ,02H ,RI01 ! 1828/CAL1/4EBB ELEV.C,E DrwNo: 064.21.1307.53881 Truss Label: A10 SSB / WHK 03/05/2021 5'9 19' 28'8" 33'10"12 39'8" 5'94 5'2"12 8' 9'8" 5'2"12 5'9"4 ,5X5 =5X5 T3 =5F5 D E 12 T 6 � �2X4 W T �2X4 G C (a) (a) 0 v� W3 g H =4X6(A2) = 5X5 = 5X8 = 5X5 = 4X6(A2) 39'8" j 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): 0.213 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 7718 /264 o Risk Category: II BCDL: 10.00 Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 !- /- /940 7718 /- EXP: C Kzt: NA HORZ TL : 0.127 J Des Ld: 37.00 ( ) Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Br Width = 8.0 Min Re 1.8 9 q = TCDL: 4.2 psf Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.934 H Brg Width = 8.0 Min Req = 1.8 BCDL: 5.0 psf 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 B - C 2194 - 2804 E - F 2386 - 2693 Lumber C - D 2057 -2533 F - G 2066 -2539 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 2502 -2773 G - H 2184 -2797 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - L 2448 -1855 K - J 2163 -1578 be equally spaced. Attach with (2) 8d Box or Gun L - K 2147 -1575 J - H 2440 -1822 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by Maximum Web Forces Per Ply (Ibs) erection contractor. Webs Tens.Comp. Webs Tens. Comp. (a) or scab reinforcement may be used in lieu of CLR 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 6" E - K 789 -534 member. Attach with 0.128x3" gun nails @ oc.ytiiltrlf«ttt/�,,�� H /wry Wind �1 `�,f%�� Qg'` ��►a..+o• Wind loads based on MWFRS with additional C&C �`` •.•�"• •••.�/t1�� member design. +�`+��E "� ••�!.' Wind loading based on both gable and hip roof types.Sk 0.7108 1 • Z SAT O N A COAf7 Aylq��`` 03/05/2021 "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 bracin per BCSI., Unless noted otherwise, to chord shall have ppro erly attached structural sheathing and bottom chord. shall have a properly attached ri id ceiling Locations shown for ermanent lateral restrainpt of webs shall have bracin installed per BCSI sections B3, B7 or B10, the Joinf9Details, unless noted otherwise. Refer to as applicable. Apply plates to each face o�truss and position as shown above and on drawing s 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 ANf69CowV . truss in conformance with ANSIrI PI 1, or for handling, shipping,. mstallation.and bracin of trusses; A seal on this drawing The or cover page 6750 Forum Drive and use of this listing this drawing indicates acceptance of professional enMcLneenng responsiblli��y solely or the design shown. suitability Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or Orlando FL, 32821 SEQN: 249714 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750071 T4 / FROM: RWM Qty: 1 7A51320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DnvNo: 064.21.1307.55053 Truss Label: Al2 SSB / WHK 03/05/2021 9' 17' 22'8" 30'8" 39'8" 91 8' 5'8" 8' 9 �6C6 =5XD5 =4E4 =6F6 T2 T3 ,2 6 T T W "o (a) (a) � W5 fh rn I B G A H 1 4X6(A2) =6X6 =6X6 =6X6 =4X6(A2) 39'8" 1' 10' 9'10" 91101, 10, 1' i' T 10' + 19,10. +" 29'8" 39,8„ Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 360 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 1223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- /921 /720 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.150 1 - Wind reactions based on MWFRS Mean Height: 15.00 ft Building Code: CreepFactor: 2.0 B Brg Width = 8.0 Min Req = 1.8 NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 G Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.834 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Re Fac: Yes Max Web CSI: 0.306 Spacing: 24.0 " C&C Dist a: 3.97 ft P 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 B - C 2250 -2705 E - F 2239 -2478 Lumber C - D 2238 - 2478 F - G 2250 - 2704 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2906 -3233 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - K 2330 -1856 J - 1 3176 - 2629 be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 -2647 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 - I 944 -834 for (2) CLR'S where shown. Scab reinforcement to be K - D 940 - 832 1 - F 718 -430 same size, species, grade, and 80% length of web member. Attach with 0.1284" gun nails @ 6" oc. s�1►1tlTttitartrnr,�� Wind Wind loads based on MWFRS with additional C&C�� q•'�ti° •� ��:� member design. yt�. Wind loading based on both gable and hip roof types.° ; 'p 0. 7,08 1 • s i = SAT 0 g 4, r COA�or�a�L 03/05/2021 "`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 BCSL Unless top have structural sheathing and bottom chord shall have a per noted otherwise, chord shall properly attached properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face. of truss and position as shown above and on the Join tt Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to jabs General Notes page for additional information. ALPINE Alpine, a division of ITW Build in Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANf COMPANY truss in ANSI/TPI 1, for handling, installation. and bracingof trusses. A seal on this drawing or cover conformance with or shipping,, page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solelyor the design shown. The suitability and use of This Suite 305 drawing for any sgructure 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; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2497151 SPEC Ply: 1 Job Number. N334501 Cust: R 8975 JRef*.1X3G89750071 T2 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307.55193 Truss Label: All SSB / WHK 03/05/2021 5'7"4 5'7"4 1' 10, 10, 10,8" 11'3'15 16'0"1 23'715 5'0"12 7.15 4'8"2 7714 1'7"15 I 39'8" 10'0"1 5X5 15X5 =4X4 =5X5 =5X5 D F F G H 9'10.. 19,10" 39'8" 9'10" 29'8" 10' 39'8" Loading Criteria (psq 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 Udell U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.229 L 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /932 /716 /257 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.427 L 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.076 K - - 1 1556 /- /- /930 1718 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.142 K - - Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 TCDL: 4.2 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.820 1 Br Width = 8.0 Min Re = 1.8 g q' Load Duration: 1.25 BCDL: 5.0 sf P MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.802 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.811 Members not listed have forces less than 375# Loc. from endwall: not in 4.50 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. VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE 18SS Lumber B - C 2225 -2806 F - G 2509 -2878 C - D 2062 - 2521 G - H 2O44 - 2305 Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.OE; D - E 1917 -2214 H - 1 2093 -2649 Bot chord: 2x4 SP #1; E - F 1976 -2258 Webs: 2x4 SP #3; Wind Maximum Bot Chord Forces Per Ply (Ibs) Wind loads based on MWFRS with additional C&C Chords Tens.Comp. Chords Tens. Comp. member design. B - M 2452 -1880 L - K 2805 - 2204 Wind loading based on both gable and hip roof types. 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 '00111rttttlk41111,14,�i M - F 856 -742 tiyA�NO i too '~• r • p _ � r o. / j 00 1 S • v i S 'T 0 • '• �. w�, QNAL COA �kgnit"160, (3/05/2021 **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)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 bracinginstalled per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face of truss and position as shown above and on the JointDetails, 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 BuildincL Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANSI/TPI 1, for handling, bracingp trusses: A seal on this drawing or cover ANR COMPAN truss in conformance with or shipping,. installation and of page listing this drawing indicates acceptance of professional engineering responsibili((�� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer ANSI/TP1 1 Sec.2. 6750 Forum Drive Suite 305 per For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 249716 / COMN Ply: 1 Job Number. N334501 Cust: R8975 JRef.1X3G89750071 T20 / FROM: RWM city: 1 , A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307.54912 Truss Label: A13 SSB / WHK 03/05/2021 5'7"4 57'4 T ,2 6 � 2X4 EO in T A B � 3X6(A1) 61 10'8" 10'8" 10+ 13'3" r5 50"12 2'7"1 — 5X5 D =5X5 E =3X8 =5X5 20'8" 16' 217'15 8,4" T3 =HOF10 7-10" 23' 10" 6VU 31'7"15 39'8" 10' 8'0"1 T4 —6G T T� H v 11�8 8 =5X5=3X6(A1) 13'4" 31'6" 39'8" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or'=PLF 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): 0.043 M 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.080 M 999 240 B 840 /- /- /551 /397 /257 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 J - - N' 315 /- /- /159 1140 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ TL 0.028 J ( ) H 585 /- /- /436 /242NCBC/- : 1 00 Mean Height: 15.00 It: BuildingCode: Creep Factor. 2.0 P Wind reactions based on MWFRS Soffit: 0.00 Soffit . TCDL: 4.2 psf BCDL: 5.0 sf P FBC 7th Ed. 2020 Res. Max TC CSI: 0.957 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.647 N Brg Width = 68.0 Min Req = - _ 8.0 I1 5 Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.546 Bearings B, N, & H are a rigid surface. Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) Bearings B, N, & H require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #2 N; T3 2x4 SP #1; B - C 959 -1265 E - F 645 -628 T4 2x4 SP 2400f-2.OE; C - D 755 -932 F - G 648 -471 Bot chord: 2x4 SP #2 N; 131 2x4 SP #1; D - E 808 -911 G - H 324 -611 Webs: 2x4 SP #3; W7 2x4 SP #2 N; Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SRB or better continuous lateral restraint to Chords Tens.Comp. Chords Tens. Comp. be equally spaced. Attach with (2) 8d Box or Gun B - M 1088 -733 K - J 924 -213 nails(0.113"x2.5",min.). Restraint material to be supplied M - L 931 -620 J - H 455 -107 and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR Maximum Web Forces Per Ply (Ibs) restraint. substitute (1) scab for (1) CLR and (2) scabs Webs Tens.Comp. Webs Tens. Comp. for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of webyy�autrrrtrt11�4irj member. Attach with 0.128x3" gun nails @ 6" oc. ,N [�� H. rk, l D - M 6 9 -454 F - K 190 -1254 M - E 442 -299 K - G 854 -1043 "5.�� Wind �il��v`•`r', yj� r�4f `• E-L 449 -564 Wind loads based on MWFRS with additional C&C 1 member design. Wind loading based on both gable and hip roof types. $ ' s fiW1. XA4.81 03/05/2021 **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) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)V attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join 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 BuildinctComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANMCWPAN truss in conformance with ANSI 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 en meenng responsibili%�y solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSIfrP1 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: 249734 / HIPS Ply: 2 Job Number: N334501 Cust: R 8975 JRef:1X3G89750071 T12 / FROM: JRH Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 ! 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307.57929 Truss Label: A14G SSB / WHK 03/05/2021 2 Complete Trusses Required 7' 17' 22'8" 32'8" 39'8" 7' 10, S'8" 10' 7' =6X6 =8X8 =8X8 12 C T2 D T3 E T4 =6X6 F T 6� 0S;Z: T U) B N/ G 1 A H 1 , 8-8" 4X6(A1) -8X8 =8X1 8 =8X8 =4X6(A1) 39'8" 1' 10' 9'10" 9.10" 10, 1' 10' 19'10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc 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 !- /- /- /1428 A EXP: C Kzt: NA Des Ld: 37.00 ( ) HORZ TL : 0.121 1 - - Wind reactions based on MWFRS Mean Height: 10.51 ft NCBCLL: 0.00 Building Code: Creep Factor: 2.0 B Br Width = 8.0 Min Re = 1.8 9 q TCDL: 4.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.676 Soffit: 0.00 BCDL: 5.0 psf G Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.507 Bearings B & G are a rigid surface. ing Bearings B li require a seat plate. Re Fac: No Max Web CSI: 0.760 Spacing: 24.0 " C&C Dist a: 3.97 ft p Members not listed have forces less than 375# t Loc. from endwall: NA FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1424 -3094 E - F 1534 -3602 C - D 1533 - 3601 F - G 1425 - 3094 Top chord: 2x4 SP #2 N; T2,T4 2x6 SP SS; D - E 2128 -4831 T3 2x6 SP #2 N; Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Nailnote B - K 2752 -1257 J - I 4769 - 2187 Nail Schedule:0.128"x3" nails K - J 4768 - 2187 I - G 2753 -1258 Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Maximum Web Forces Per PI Ibs y (Ibs) Use equal spacing between rows and stagger nails Webs Tens.Comp. Webs Tens. Comp. in each row to avoid splitting. C - K 1287 -417 E - I 727 -1297 Loading K - D 727 -1298 I - F 1287 -417 #1 hip supports 7-0-0 jacks with no webs. �aN►OtuHtllp!►k+h��j� Wind Wind loads and reactions based on MWFRS. CJE'•. •' `:� Wind loading based on both gable and hip roof types.�i 1`;'• V� ' o.708 i s • • s 1 O COA:�fo�,DUN. ►N .. v w` ftwmnout� 03/05/2021 '•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 an SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing BCSI. Unless top have and bottom chord shall have a per noted otherwise, chord shall proper)Y attached structural sheathing properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracm installed per BCSI sections 63, 137 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW BuildinggComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the pNnW[OMPANY truss in conformance with ANSI 1, or for handling, shipping,, Installation and bracing of trusses; A seal on this drawm or cover page 6750 Forum Drive listing this drawin indicates acceptance of professional enqsneering responsibility solely -for the design shown. The suitability and use of this Suite 305 drawing for is the of the Buildinguesigner ANSI/TPI 1 Sec.2. any structure responsibility per For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ;SBCA: sbc ndusl .coin; ICC: iccsafe.or ; AWC: awc.or Orlando FL, 32821 SEQN: 249717 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:lX3G89750071 T19 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307.55850 Truss Label: A15 SSB / WHK 03/05/2021 5'7"4 10'8" 15'3"15 23'3"15 31'8"1 318" 39'8" 5'7"4 5'0"12 4'715 8' 8'4"2 11'15 7' =5X5 D T ,2 6 �2X4 C io 1 e y! A� Z 3X6(A1) O =5X8 21' - 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 " 8' 8' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.97 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T3,T4 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; =5X14 E N =5X5 5X10(SRS) T3 -H0510 T4 H FG gym. 'M ' 'L K =4X6 =4X4 =5X5 5' 1 13'8" 8' 5' 5' 5'8" 16' 'f 21' -� 26' 31'8" + 39'6" Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Lldefl L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.038 O 999 360 Loc R+ / R- / Rh ! Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.072 O 999 240 B 745 /- /- /497 /341 1276 Snow Duration: NA HORZ(LL): 0.017 K - - M 1429 /- /- 1726 /654 /- HORZ(TL): 0.031 K L 629 /- /- /238 1218 /- Building Code: Creep Factor: 2.0 1 534 /- /- /399 /245 P FBC 7th Ed. 2020 Res. Max TC CSI: 0.701 Wind reactions based on MWFRS TPI Std: 2014 Max BC CSI: 0.635 B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 2.0 Rep Fac: Yes Max Web CSI: 0.703 L Brg Width = 8.0 Min Req = 1.5 FT/RT:20(0)/10(0) I Brg Width = 8.0 Min Req = 1.5 Plate Type(s): Bearings B, M. L, & I are a rigid surface. WAVE HS VIEW Ver: 20.02.o0A.1020.20 Bearings B, M, L. & 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 1109 -1100 E - F 800 - 732 C - D 1003 - 901 G - H 766 - 618 D - E 835 - 674 H - 1 595 - 577 i p.708 i - ,o :• SAT COA tb s�ONAL 03/05/2021 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - 0 936 - 827 M - L 464 - 410 O - N 570 - 442 L - K 530 - 367 N - M 598 - 426 K - 1 451 - 326 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - O 502 - 291 M - F 909 - 732 O - D 469 - 387 L - G 947 - 898 E - M 1635 -1574 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an o 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 bracinQ installed per BCSI sections B3, B7 or B10, as appllcabge. Apply lates to each face otruss 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 Bui(dinl Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the Aw OwCOWv 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 engiineering responsibilit solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building Designer per ANSI/31 1 Sec.2. For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249718 / SPEC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750071 T18 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307.54179 Truss Label: A16 SSB / WHK 03/05/2021 5'7"4 10'8" 17'3"15 23'6" 29'8"1 32'8" 39'8" 5'7"4 5'0"12 6'7"15 6'2"1 6'2"1 2'11"1 7' 19'3"15 T 12 6 � C zo � B = A =3X6(A1) =_5X5 �1, 8• —5X5 L =8X8 =_8X8 ;5X1 � E F G H I J X W V ' 'U T S' 'R Q P O =5X5 =4X6 1112X4(") =5X5 21' 5' 8' Tj3 5 5' 35 "5 F 16' 1T "15 26' 29'6"5 13'8" 8' 1' 39'8" 3'81 21"11 3 8 Loading Criteria (psr) 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): 0.037 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 /- /- /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 O ( ) R 711 /- !- /257 /237 /- NCBCLL: 10.00 Mean Height: 15.00 It Building Code: Creep Factor: 2.0 M 531 /381 /247 /- /- /- Soffit: 0.00 TCDL: 4.2 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.948 Wind reactions based on MWFRS Load Duration: 1.25 BCDL: 5.0 sf p MWFRS Parallel Dist: 0 to h/2 TPI Sid: 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 Rep Fac: Yes 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: 2x4SP#3; B-C ills-1151 F-G 823 -776 Plating Notes C - D 1027 -960 G - H 834 -791 D - E 791 - 722 K - L 681 - 548 All plates are 2X4 except as noted. E - 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 Ply (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�t/rttltNrfjgrr«� V - U 462 -350 P - 0 424 -356 I��bf U - T 589 - 490 O - M 445 - 354 R� F , ��\V * • `J .� Maximum Web Forces Per Ply (Ibs) • �` F •.� r_ Webs Tens.Comp. Webs Tens. Comp. ��$ ) C-Y 445 -257 U-AB 611 -605 Q. Y - D 453 - 285 AB- H 504 - 522 r • . _ E - Z 1516 -1447 R -AE 930 - 847 : Z - U 1536 -1466 AE- K 910 -826 • ? 06 S aT O • •• COA �!b a�ONAI.t`� �iutr.nraw�� 03/05/2021 "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 propq% attached structural sheathing and bottom chord shall have a properly attach6d rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to 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 ANRW[oMPANV truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing Indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of this Suite 305 drawing for any sQructure is the respons'ibllity of the Building -Designer per ANSIlTPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; )CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249739 / GABL Ply: 1 Job Number. N334501 Cust: R 6975 JRef:1X3G89750071 T3 / FROM: HMT Qty.. 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307.57615 Truss Label: 81GE SSB / WHK 03/05/2021 ling Criteria (psf) L: 20.00 L: 7.00 L: 0.00 L: 10.00 Ld. 37.00 CLL: 10.00 t: 0.00 I Duration: 1.25 ;inq: 24.0 „ 10.8" 10,8„ 4,8„ -1 2--1 (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,Pfin PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No . FT/RT:20(0)/10(0) Plate Type(s): TN" 10'8„ 1, -q Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or'=PLF PP Deflection in loc Udell 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 Ver: 20.02.00A.1020.20 O. %08 1 • • . 03/05/2021 "'WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310. as applicabgle. 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 BuildincLComponents Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the nNnwco vnry truss in conformance with ANSI 1, or for handling, shipping,. installation. and bracin4 of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enppsneering responsibility solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 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:249737/ GABL Ply: 1 Job Number. N334501 Cust:R8975 JRef:1X3G89750071 T1 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307.56334 Truss Label: C1GE SSB / WHK 03/05/2021 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 7' i� 5 1 2' ---� (TVP) I Criteria I Std: ASCE 7-16 !d: 160 mph )sure: Closed Category: II C Kzt: NA 1 Height: 15.00 ft L: 4.2 psf L: 5.0 psf :RS Parallel Dist: 0 to h/2 Dist a: 3.00 ft from endwall: Any GCpi: 0.18 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. =4X4 D 14' 14' 14' :)w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA ding Code: ; 7th Ed. 2020 Res. Std: 2014 Fac: No RT:20(0)/10(0) e Type(s): 14' 7' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.007 J 999 360 VERT(CL): 0.014 J 999 240 HORZ(LL): -0.004 H - - HORZ(TL): 0.009 H - Creep Factor: 2.0 Max TC CSI: 0.392 Max BC CSI: 0.242 Max Web CSI: 0.142 ♦ Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B* 129 /- /- /40 /50 /12 Wind reactions based on MWFRS B Brg Width = 168 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. C - D 376 -199 D - E 377 -199 VIEW Ver: 20.02.00A.1020.20 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 511 -403 H - E 511 -403 i o. 708 1 SAT 0 • 10 It COA �t�8 NAL 03/05/2021 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq 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 Joinf9Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any. failure to build the ."nwcournnv 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 drawing indicates acceptance of professional encLmeenng responsibility solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC:awc.org Oriando FL, 32821 SEON: 249721 / COMN Ply: 1 Job Number: N334501 Cust R 8975 JRefAX3G89750071 T13 / FROM: JRH Oty: 1 7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307.57350 Truss Label: D1 KD / WHK 03l05/2021 T o_ N 4y3 5' 5' 4X4 C 10, 5' 12 6 u� M B D01 A E t—V 8 F 2X4(A1) 1112X4 = 2X4(A1) 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: g Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Loc. from endwall: not in 4.50 ft FT/RT:20(0)110(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.007 F 999 360 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 V e r: 20.02.00A.1020.20 /f - o.7.08 9 ,o :• AT 0 COA 461,09 ANAL NV" 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- P /286 /202 /134 D 434 !- /- /286 /202 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 522 -494 C - D 521 -494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 - 293 F - D 396 - 293 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply 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 jobs 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 nNnwcoMvnur truss in conformance with ANSIf� PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en meenng responsibilittyv solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249722 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef1X3G89750071 T14 / FROM: JRH Qty: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307,57068 Truss Label: D2 KD / WHK 03/05/2021 5' 5' =4X4 C 5' - 12 6 io B D 4 E 88' F - 2X4(A1) 1112X4 - 2X4(A1) Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 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 EW Ver: 20.02.00A.1020.20 No `w• ••a••.•• •• • i 0.708 1 • S AT 0 • COA kb 9.8/01YAL 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- /- /286 /202 /134 D 434 /- /- /286 /202 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 522 -494 C - D 521 -494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 - 293 F - D 396 - 293 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 53, B7 or B10, as applicable. AppTy 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 BuildinctComponents Group Inc. shall not. be respponsible for any deviation from this drawing, any. failure to build the ANmvcouANv 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 drawing indicates acceptance of professional engineering responsibditt�� solely -for the design shown. The suitability and use of This Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2. For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249735 / HIPS Ply: 1 Job Number. N334501 Cust: R8975 JRef:1X3G89750071 T17 / FROM: JRH Qty.. 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307.56146 Truss Label: D3G KD / WHK 03/05/2021 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 Soacina: 24.0 " 3' 7' 10, f 3' f` 4' } 3 4X6 = 4X6 12 C D 1 3-1"12 3' 1 "12 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 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 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 3.00 TC: From 28 plf at 3.00 to 28 plf at 7.00 TC: From 56 plf at 7.00 to 56 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 plf at 6.97 to 20 plf at 10.00 TC: 129 lb Conc. Load at 3.03, 6.97 TC: 65 lb Conc. Load at 5.00 BC: 80 lb Conc. Load at 3.03, 6.97 BC: 52 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 10' 3'8"8 6' 10"4 JW Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA Idling Code: C 7th Ed. 2020 Res. I Std: 2014 p Fac: Varies by Ld Case rRT:20(0)/10(0) to Type(s): 3'1 "12 10, 1 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.022 H 999 360 VERT(CL): 0.044 H 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.016 C Creep Factor: 2.0 Max TC CSI: 0.288 Max BC CSI: 0.365 Max Web CSI: 0.059 VIEW Ver: 20.02.00A.1020.20 ��%.•` AGE �� % p �+ ■ i 0. 708 9 06 S AT 0 Q .4� COa S,QAL 03/05/2021 T T� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 625 /- /- /- /316 /- E 625 /- /- /- /316 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Reg = 1.5 E Brg Width = 8.0 Min Reg = 1.5 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 467 - 962 D - E 467 - 962 C - D 389 - 842 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 829 - 394 G - E 829 - 394 H - G 842 - 389 "WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord. shall have a properly attached rinld ceiling Locations shown for permanent lateral restraint of webs shall have bracingp installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. f�efer to ALPINE drawings 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 wnwcoun r truss in conformance with ANSI 4PI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover pa gge 6750 Forum Drive listing this drawing indicates acceptance of professional en meering responsibilitty�r solelyor the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or Orlando FL, 32821 SEQN: 249723 / VAL I Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750071 T33 / FROM: RWM Qty: 1 , A5/320 ,182EC,E ,02H ,R101 / 1828/CALIMEBB ELEV.C,E DrwNo: 064.21.1307.56912 Truss Label: VS KD / WHK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 3'11"8 1 7-11" 1 311 "8 r 3'11 "8 4X4 12 g 6 A X4(D11 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; 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. 7'11" 7'11" 7'11" :)W Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w 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 \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 VIEW Ver: 20.02.00A.1020.20 03/05/2021 D '+' D ♦ Maximum Reactions (Ibs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- /- /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 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - C 330 - 393 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracinQ installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinQComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANnwco.vury truss in conformance with ANSI 1, or for handling, shipping,installation and bracinct of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitabllifY and use of0. 1s Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249724 / VAL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750071 T16 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307.56037 Truss Label: V4 KID / WHK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 It Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others. 1'11"8 3-11" 1'11 "8 111 "8 12 6 =4X4 B A4X4(D1)=4X4(D1) C 0 10'6"3 D 3'11" 3'11" 3'11" :)w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA 1w Duration: NA ilding Code: C 7th Ed. 2020 Res. I Std: 2014 p Fac: Yes /RT:20(0)/10(0) tte Type(s): I/CSI Criteria Deflection in loc Udefl U# RT(LL): 0.004 999 360 RT(CL): 0.007 999 240 RZ(LL): -0.001 - - RZ(TL): 0.003 - ep Factor: 2.0 (TC CSI: 0.070 ( BC CSI: 0.098 ( Web CSI: 0.000 Ver: 20.02.00A.1020.20 o.7Qs 1 COA �QVONAI. 03/05/2021 ♦ Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D' 75 /- /- /32 /18 /6 Wind reactions based on MWFRS D Brg Width = 47.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 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 properir 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. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the A —COW — truss in conformance with ANSI/I PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa gqe 6750 Forum Drive listing this drawing indicates acceptance of professional enc Lsneering responsibili_%{� solely -for the design shown. The suitability and use of ihls Suite For 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: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249725 / EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3GB9750071 T15 / FROM: RWM Qty: 8 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307.54693 Truss Label: EJ7 SSB / WHK 03105/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12'2"11 12 6 M O Lo C7 'ct B TE A B,B„ D �1 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): I/CSI Criteria Deflection in loc Udefl U# 2T(LL): NA 2T(CL): NA RZ(LL): 0.015 D RZ(TL): 0.028 D ep Factor: 2.0 c TC CSI: 0.720 c BC CSI: 0.507 c Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 �A�T•.•w �fi COA lb NA A. 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 A A /249 /108 /208 D 125 /- A /73 /- /- C 174 A /- 1128 /169 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper% attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, 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 respp. onsible for any deviation from this drawing, any, failure to build the AH COu truss in conformance with ANSIITPI 1, or for handling, shipping,, installatlon.and bracin4 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enq neering responsibili((�� solely for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineilw.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: R8975 JRef: 1 X3GB9750071 T11 / FROM: LPM Qty: 6 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307.57787 Truss Label: EJ7A �JB / WHK 03/05/2021 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 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 It GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 7' 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.016 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 o. 708 1 r coA 9% NA ��wnaniunp��N 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 270 /- /- /179 f71 /186 C 126 /- !- /76 /- A B 177 A /- /132 /171 A Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracln 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 Joinf9Details, 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 Buildinq Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the MN CO-AW truss in conformance with ANSIrrPI 1, or for handling, shipping,, Installation, and bracln4 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responslbllityy solely -for the design shown. The suitabili y and use of this Suite 305 drawing for any structure is the responsibi[ity of the Building -Designer per ANSIXI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 249727 / EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750071 T28 / FROM: JRH city: 3 7A5l320 ,182EC,E ,02H ,R101 / 1828lCALI/4EBB ELEV.C,E DrwNo: 064.21.1307.55757 Truss Label: EJ3 SSB / WHK 03/05/2021 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 " V 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 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. I 41 )w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA ding Code: : 7th Ed. 2020 Res. Std: 2014 Fac: Yes 2T:20(0)/10(0) e Type(s): C T Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.248 Max BC CSI: 0.112 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 H. -� �f 0.708 1 oG : F• COA t°f ONAk. - TV 03/05/2021 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 188 /- /- /157 171 /100 D 52 /- /- /28 /- /- C 65 /- /- /45 /66 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.6 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for safety practices poor 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 applical5 e. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. f�efer 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 ANnwco�wury truss in conformance with ANSIIl PI 1, or for handling, shipping,. installation, and bracingof trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engsneering responsibility solely -for the design shown. The suitabilify and use Nis Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: of 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 JRefAX3G89750071 T35 / IIEFROM: LPM pty: 4 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307.55115 Truss Label: CJ5 KD / YK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 11'2"5 12 6 M a— cM B A $ $„ D 1 I 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 Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.549 Max BC CSI: 0.257 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ��, • o.708 i a � • • :w w `' COA �l Lb77 8////lI�JVAI. 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- /200 /88 /152 D 89 /- /- /51 /- A C 118 P /- /85 /116 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING*' READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) fo'r 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 bracln installed per BCSI sections B3, B7 or B10, as applicabge. Apply Oates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANR COW truss in conformance with ANSI/TPI 1, or for handling, shipping,. Installation and bracingof trusses. A seal on this drawlnq or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engreenng responsibility solely -for the design shown. The suitability and use of This Suite 305 drawing for any structure is the responsibility of the Building Designer per ANSINI 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 Odando FL, 32821 SEQN: 249729 / JACK Ply: 1 Job Number. N334501 Cust R 8975 JRef:1X3G89750071 T34 / FROM: LPM Qty: 4 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307.54615 Truss Label: CJ3 SSB / WHK 03/05/2021 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 " �- 1' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 2'11"4 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): C T Defl/CSI Criteria PP Deflection in lcc 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 EW Ver: 20.02.00A.1020.20 1 �r, 10.7108 1 1 03/05/2021 10'2"5 0) M N 81811 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- A /156 /71 /99 D 50 /- /- /27 /- /- C 63 /- /- /44 /64 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing ner BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attach etl ri4id ceilin Locations shown for permanent lateral restraint of webs shall have bracin-q 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 Joint"Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildincctt Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANMCO WA truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin4 of trusses; A seal on this drawing or cover pa 6750 Forum Ddve listing this drawing indicates acceptance of professional enccLLrneering responsibilityy solely -for the design shown. The suitability and use Nis Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249730 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750071 T32 / FROM: LPM Qty. 4 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307.56006 Truss Label: CJ1 KD / WHK 03/05/2021 T E 12 6 [7- C 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 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 11 "4 11;,4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.183 Max BC CSI: 0.022 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 o. T08 1 ,0'; SAT 0 COA TONAL 03/05/2021 9'2"5 Me ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 176 /45 D 11 /-2 /- /14 /10 P C - A15 A /29 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building quire Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly iid ceilinq. Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, e AnnTv nlates to earh face otruss and oosition as shown above and on the Join, Details. unless noted otherwise. Refer to a division of any not, be res p.onsible for any deviation from this drawing, any. failure to build the g,, installafion,and bracinclof trusses. A seal on this drawing or cover panne enng responsibilittyy solely -for the design shown. The suitability and use of this ;ignerper ANSUTPl1 Sec.2. ALPINE --CC-A. 6750 Forum Drive Suite 305 Orlando FL, 32821 sites: Alpine: alpineitw.com; TPI: AWC: SEQN: 249731 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750071 T27 / FROM: LPM Qty: 4 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307.56318 Truss Label: CAA KID / WHK 03/05/2021 Loading Criteria (psq TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Soacina: 24.0 " V F 12 6 C I'm M r' M 9'2115 • 11 "4 1, 11"4 Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL B 143 A /- /145 176 /45 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA Risk Category: II Snow Duration: NA HORZ(LL): -0.000 D D 11 /-2 /- /14 /10 /- EXP: C Kzt: NA HORZ(TL): 0.000 D - C - /-15 /- /29 /33 /- Building Code: Mean Height: 15.00 ft Creep Factor: 2.0 Wind reactions based on MWFRS TCDL: 4.2 sf p FBC 7th Ed. 2020 Res. Max TC CSI: 0.183 B Brg Width = 8.0 Min Req = 1.5 BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.022 D Brg Width = 1.5 Min Req = - Brg Width 1.id Min Req = - C&C Dist a: 3.00 ft Re Fac: Yes P Max Web CSI: 0.000 B Bearing B is a rigid surface. i Loc. from endwall: Any FT/RT:20(0)/10(0) Bearing B requires a seat plate. GCpi: 0.16 Plate Type(s): Members not listed have forces less than 375# VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 IArA%/= 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. 03/05/2021 "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 saTety 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 rr id ceilmp 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 o 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, a division of ITW BuildingComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the nNnwco�nury truss in conformance with ANSI/) PI 1, or for handling, shipping,, instal latron,and bracingct of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawingg indicates acceptance of professional engqineering responsibilityy solely for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249732 / HIP_ Ply: 1 Job Number. N334501 Cust: R 8975 JRef:1X3G69750071 T26 I FROM: HMT Qty: 2 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307.54193 Truss Label: HJ7 KD / WHK 03/05/2021 5'3"5 5'3"5 9'10"1 4'6"l 1 12'2"3 12 4.24 a 2X4 C v i+) v B Z- 8'8" 4�3 A FE 2X4(A1) =4X4 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 9'2„2 7„1 1,5„ 4 9'2"2 9,10"1 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: 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 (0.162"x3.5") nails at bottom chord Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 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 EW Ver: 20.02.00A.1020.20 H. o.708 4 0 f• COA /tom �QNAL IVAI 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 /- /- /- /154 /- E 364 /- /0 /- /84 /0 D 214 /- /- /- /177 !- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 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, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 53, B7 or B10, as applicable. Apply plates to each face. otruss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildingComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the AMmvcoMVAMv truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawmfq or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional emmneering responsibilitty�r solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSIfTPI 1 Sec.2. For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249733 / HIP_ Ply: 1 Job Number. N334501 Cust R 8975 JRef:1X3G89750071 T29 / FROM: JRH Qty: 2 , A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1307.56757 Truss Label: HJ3 SSB / WHK 03/05/2021 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 " E 1'5" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 0.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #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. C 47 10'2"6 v ti 4'2"3 4'2"3 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.120 Max BC CSI: 0.074 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 o •° •s r �, ej. C, 708 1 't SAT O ;Q (3/05/2021 •'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 84 A /- A /45 P D 28 /- /- /7/- C 64. /- !- /- /48 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, anyfailure to build the conformance with ANSI/ PI 1, or for handling, shipping,, mstalla ion and bracin4of trusses. A seal on this drawing or cover page ,is drawing Indicates acceptance of professional engreering responsibility solely -for the design shown. The suitability and use of this I for any structure is the responsibility of the Building Designer per ANSVTPI 1 Sec.2. information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org• SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org ALPINE ANMCO—W 6750 Forum Drive Suite 305 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 Ori 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Ori 120 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure D, Kzt = 1.00 S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) ix4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace x (2) 2x6 'L' Brace No Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 10' 6' 7' 6' 10, 7' 9' 8' 1' 9' 3' 9' 7' 12, 2' 12, 8' 14' 0' 14' 0' U S P P #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12, 6' 14' 0' 14' 0' Q Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' a% #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' --� S P #2 3' 10, 6' 7' 6' 10, 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14, 0' Nt #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' Nt P Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' a, 14' 0' 14' 0' d Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 1 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U #1 / #2 4' 5'16' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' - _ S P P #3 4' 2'7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10, 13, 9' 14' 0' 14' 0' 14' 0' U u P Stud 4' 2'7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10' 10' 13' 9' 14' 0' 14' 0' 14' 0' O I� Standard 4' 2'6' 1' 6' 5' B' 1' B' 8' 10, 5' 10, 10, 12, 8' 13' 7' 14' 0' 14' 0' #1 4' 7'7' 7' 7' 11' 9' 0' 9' 4' 10, 8' ill 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5'7' 6' 7' 9' 8' 10, 9' 3' 10' 7' ill 0' 13, 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' U- 0) D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 1 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' ' d SPFI #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14, 0' U u P 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� Standard 4' 7' 7' 0' 7' S' 9' 4' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' ill 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 1 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' c-i D P L Stud 4' 9' 1 7' 4' 7' 10' 1 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 1 6' 6' 1 6' 11' 1 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' Aymm About able Truss Dlagonnl brace optloni vertical length may be doubled when diagonal 18, brace Is used. Connect L diagonal brace for 600# at each end. Max web 'L' Brace End total length Is 14', Zones, typ, 2x6 DF-L #2 or better diagonal T I Vertical length shown bracer single 8, In table above, or double cut 45' (as shown) at L upper end, , Connect diagonal at 01_, Midpoint of vertical web. Refer to chart SIbo\1 ■xVARNwa■. RM ARD FUUMV ALL NZIMS ON TMS DRAvnuH ■■WMTANT■. FIRtNISH This DRAVDIG TD ALL CwTRACTGRS DELUDING THE DISTALLERSC Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Ref tte�r follow the latest edition of BCSI (Building Component Safety Information, by TPI and SHCA) fo sd{�1 practices prior to performing these functions. Installers shall provide temporary brndng pe BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bo n cl shall have a properly attached rigid telling. Locations shown for permanent lateral restraint , shall have bracing Installed per BCSI sections B3, 117 or B10, as applicable. Apply plates to ea in of truss and pasltion as shown above and an the Joint Detalls, unless noted otherwise. Q. P' Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components GroupP Inc shall not be responsible for any de at. this drawing, any failure to build the truss In con fornonce with ANSI/TPI 1, or for handling, shippin AN ITW COMPANY Installation 4 bracing of trusses. A seal on this drawing or cover page listkq this drawing, Indicates acceptance of professional 11 514\ Earth\ City\ Expressway engineering responsibility solely for the design shown. The sWtnblllty axi use of this drawing \ \ Suite\ 242 for any structure Is the responsibility of the Building Designer per ANSLTPI 1 Sec2. \\Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sites, ALPINE w-alpineltw.coni TPIi www,t Instorgi SBCA, www,sbcindustry.orgi ICCj wwciccsafezrg Bracing Group Species and Grades: Group AI S ruce-Pine-Fir Hem -Fir #1 / #2 Standard #2 Stud #3 Stud I I # istnZrd Dou ins Fir -Larch Southern Plnewxx #3 #3 Stud Stud Stnndnrd Stan Group BI Hem -Fir #1 & B"#1 Do u ins Flr-Larch Southern Plnexxx #1 #1 #2 #2 Ix4 Braces shot[ be SRB (Stress -Rated Board), x■For Ix4 So, Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values may be used with these rades, 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' outtookers with 2' 0' overhang, or 12' plywood overhang, Attach 'L' braces with 10d (0.128'x3.0' min) nails, AE For Q) 'L' brace, space nails at 2' o.c. in IS' end zones and 4' o.c, between zones. )K)KFor (2) 'L' bracesi space nails at 3' o,c, in 18' end zones and 6' o.c, between zones. 'L' bracing must be a minimum of 80%, of web member length, Gable Vertical Plate Sizes \ Vertical Len th No S lice Less than 4' 0' 2X3 Greater n4' but less than l' 6'' 3X4 Greater than 11' 6' 4X4 Refer to common truss design for i 9 peak, splice, and heel plates. Refer to the Building Designer for conditions !C lei th. not addressed by this detail, REF ASCE7-16-GAB16015 DATE 01/26/2018 DRWG A16015ENC160118 C MAX, TOT, LD, 60 PSF /OS/2021 MAX, SPACING 24,0' il; 'T' Reinforcing Member Gable Truss Gable Detail For Let -in Verticals Gable Truss Plate Sizes Dpropriate 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 apped plates to span the web, „ 2X4 2X4 2X8 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nallsi lad Common (0.148'x 3.',min) Nails at 4' o,c, plus (4) malls In the top and bottom chords, Toenalled Nails - lad 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 detall for ASCE wind load, ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detall Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A1403OENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015ENDIOOII tM19PBf iQJ S11530ENC100118, S12030ENC100118, 514030E`�NC 43�Y.S• 10 01e11 `�4 S18030ENC100118, S20030ENC100118, S20030E Ol b10 f See appropriate Alpine gable detail for mnxlr4 ejgt(c��dgrC 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe -mall - Or, - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specle, and grade of the 'L' reinforcing member. eb Length Increase w/ °T" Brace Exampler 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 ••VARNDIFd•r READ AND FOLLOV ALL NUTES UN THIS DRAVDJGI = ; u. ilia - REF LET -IN VERT MDIPORTANT•• FURNISH THIS DRAVIIG TO ALL CUNTRACTORS IMCLUDING THE INSTALLERSC • Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref -teknn$, DATE 01/02/2018 Pallor the latest edition of BCS[ (Bueding Component Safety Information, by TPI and SBCA) Fo sddlh`eetys practices prior to performing these functlons, Installers shall provide temporary bradng pe ICSL • Unless noted otherwise, top chord shall have properly attached structural sheathing antl b. n chot�l - DRWG GBLLETIN0118 shall have a properly attached riDid ceiling. Locations shown for permanent lateral restraint F s• /"11 shall have bradng Installed per BCSI sections B3, B7 or 310, as applicable. Apply plot¢. to e.rg r�• [�� of truss and position as shown above and on the Joint Details, unless noted otherwise. • (11�JJ/ PI ReFer to division f IT for standard pints positions, � ` • � � Alpine, i division of ITV Hullding Components Group Inc shall not be responsible for any devlatio r •••• �••••• this drawing, any failure to sued the truss In conformance with ANSI/TPI 1, or for Fondling, shlppin _{��/ `••)�•• �_t�+ > MAX, TUT, LD, 60 PSF AN ITW COMPANY Installation 4 bracing of trusses, v l�I} ��VV A seal on this drnr(ng ar cover page llst4g this drnrFg, Indicates acceptance of professional 1151"Su4%E242\City\Expressway efngmeerinq rreor my csppoonesill3l ty olelyspfor onor�Rliy of tithe own.BuildinD�estgn�er�pe AruI/TPI of ect2. draw hg �yA��.3/05/2021 DUR, FAC, ANY 1l Earth\City,\MO\63045 For more IIs nformation see this Job's general notes page and these web sites,MAX, SPACING 24,�' ALPINE, wvw.alpinettr.com) TPD rrw.tpinst.orgi SBCA, www.sbclndustry.org) ICCi wrwJccsafearg AValley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp. C, Kzt=1,00 , Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, �O� Attach each valley to every supporting truss with, 535# connection or with (1) Simpson H2,5A or equivalent connector for ASCE 7-16 180 mph, 30' Mean Height, Part. Enc, Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-16 160 mph, 30' Mean Height, Part, Enc, Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown, Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates, 12 3X4 12 Max, 2X4 X4 1.,— 8-0-0 max 4X4 20-0-0 (++) Supporting trusses at 24' o,c. maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y 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, wAA Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', Valle Spacing Pitched Cut Bottom Chord Valley X4 ,?J SP° VO4, 0111 s NV•.•�G ■■VARNINGiww READ AND FDLLDW ALL NOTES DN THIS DRAVINGI S U. ( VC URDOMTANT.. FURNISH THIS DRAVING TD ALL CQITRACTDRS INCLUDING THE INSTALLERS. s • Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer ..mo�dd w follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for i practices prior to performing these functions. Installers shall provide temporary bracing per S.- Unless noted otherwise, top chord shall have properly attached structural sheathing and bott cho G� AT shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint o ¢h•t : w7 A t shall have bracing Installed per BCSI sections B3, B7 or B30, as applicable. Apply plotes to each�n w of truss and position as shown above and on the Joint Detalls, unless noted otherwise. •• &Pft*1*4E Refer to drawings 160A-Z for standard plate positions. •` {' Alpine, a division of ITV Bullding Components Group Inc. shall not be responsible for any deviation m (0 �� % this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, (.1 ••wrr •• AN RW COMPANY Installation 6 bracing of trusses. //� A seat on fibs bracing of or cover page listing this drawing, tndkntes acceptance of professional 1 (I ( � 115141 Earth\ Cityl Expressway engineering responsmNty solely for the design shown. The suitablUty and use of this drawing \\Suite\242 for any structure Is the responstioNty of the Bulldog Designer per ANSI/TPI 1 SecB \\Earth\City,\MO%63045 For more Information see this Job's general notes page and these web sites, ALPINE, www.alpineitw.con) TPI, ww%tpinst.orgi SECA, www.sbclndustry.orgi ICC, wwwlccsafearg Square Cut Bottom Chord Valley 2X4 Stubbed Valley End Detail 'f mmon Tf usses �'• i ', at 2�' o,c, 06 LL 30 TC DL 20 O� war BC DL 10 • ,e C BC LL 0 TOT, LD, 60 �44/05/2021 DUR,FAC.1,25/1.9 SPACING 4X4 Optional, Hip Joint Detail Partial Framing Plan 30 40PSF REF VALLEY DETI 15 7 PSF DATE 01/26/2018 10 10 PSF DRWG VAL180160118 0 0 PSF 24,0' a Valley Detail - ASCE 7-161 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPIT #1/#2, DF-L #2 or better. Bot Chord 2x4 SP #2N or SPF #1/#2 or better, Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better. 3`�Attach each valley to every supporting truss with, (2) 16d box (0,135' x 3,5') nails toe -nailed for ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00, Max, Wind Speed based on supporting truss material at connection location) 170 mph for SP (G = 0.55, min.), 155 mph for DF-L (G = 0.50, min.), or 120 mph for HF & SPF (G = 0.42, min,), Maximum top chord pitch is 10/12 for supporting trusses below valley trusses. Bottom chord of valley trusses may be square or pitched cut as shown, Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members. All plates shown are Alpine Wave Plates, 3X4 12 12 Max. I 2X4 X4 8-0-0 Max 4X4 12 12 Max. I 1X3 1X3 IX3 5X4/SPL (Max Spacing) ' _1X3 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing. Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of web, sane 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. XWX Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', Valle Spacing Pitched Cut Bottom Chord Valley It oe-nailed 2X4 Square Cut Stubbed Valley Bottom Chord End Detail Valley 12 10 Max. 1 Q��\\� 9 2� SQOP yµ1alnllaltw S ' ••VARNlNGIw• READ AND FOLLOW ALL NOTES ON THIS DRAVINGI aMPMTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLER Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Re follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) I practices prior to performing these functions. Installers shall provide temporaryy bracingB Unless noted otherwise, top chord shall have properly attached structural sheattJng and of shall have a properly attached rigid ceiling, Locations shown for permanent lateral restraof shall have bracing Installed per BCSI sections B31 B7 or BIG, as applicable. Apply plates to&h of truss and position as shown above and on the Joint Details, unless noted otherwise. P' Refer to drawings I60A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatl this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship, AN ITW COMPANY Installation 6 bracing of trusses. A seal on this drawing or cover page Usti g this drawing, Indicates acceptance of Professlonnl 11 514\ Earth\ City\ Expressway engineering responsibility solely for the design sham The sultablUty and use of this drawing \\Suite\242 for any structure Is the responsibility of the Balding Designer per ANSI/TPI 1 Sec2. \\ Earth\ City.\ MO\ 63045 For more Information see this Job's general notes page and these web sitesi ALPINE, www.alpineltw,coni TPD www.tpinst.orgi SBCAi www.sbdndustry.orgi ICO wwwJccsafearg •4 1 4X4 -�If Optional Hip Joint Detail T �u� Mon i r usses Partial Framing at 24' o,c. Plan r LL 30 TC DL 20 BC DL 10 BC LL 0 TOT. LD. 60 30 15 10 0 40PSF 7 PSF 10 PSF 0 PSF 57PSF REF VALLEY DETAIL DATE 01/26/2018 DRWG VALTN160118 55 DUR,FAC.1,25/ 1.3311,15 111' SPACING 24.0' VALLEY FRAMING & BRACING DETAIL ` R 8C 0i Lumber Size and Grade-Minumum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is Impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat II, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10,180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. :e the crippes for each row starting from the valleys or sleepers working inward to the ridge board so that cripple locations are gored between rows. Typ) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (ee) 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 CRIPPLE, BRACING, &BLOCKING NOTES 13. Collar beam to rafter 4 16d toe -nails NOTE:16d (0.162"x3.5") COMMON NAILS -20 continuous lateral restraint (CLR) min. is required for cripples 6'-0" to 10'-0" Iong nailed wl 2 -10d (0.148"x3") nails. Or 2x4'T' or scab reinforcement nailed to flat edge of cripple with 10d J0.128"x3.0") nails at 6" o.c. 'T' or scab must be 90 % of cripple length. Cripples over 10'-0' long requre two CLR's or both faces w/'T' or scab. Use stress graded lumber & box or common nails. ,Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are Installed Into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples if cripples fall between lower truss top chords and lateral bracing Is not used. -Apply all nailing In accordance to current NDS requiremen �tf Nails are common wire nails unless noted otherwise. `wy► H, KWARNDX2hv READ NO FDLLDV K.L. raps ON TIM BRAVari — � � V. LL 20 30 40 54 REF VALLEY FRAMING -KDF tTMT- FUF$ l Tres WAWM To AL.L CO RACTURS DIUM a TIE HaTALLERs = _ 1 Trusses regal extreme care ti fabrlcotY.o, ha"Ing, shipping. Instaldng mid brodno., Refer to toll°. the latest edtlon of BCSI GL&clFp Component Safety Infwnatlmh, by TPI and SBGU for sof y : ; '.i DL 10 20 7 7 DATE 10/01 /14 Proetices prior to Perfarnhg these functions. Installers shad provide temporary brac4hg per B STATE OF of Unless noted otherwise, top chord stall have properly att-:h d st-uctx—j sheathing and bottom e f� Shan have a properly attached rigid cetko Locations shown for permanent lateral. restnht of ♦ ♦ � IC DL 0 0 0 0 DRWG VACNV1801015 of tl have and position Installed per above sectlorn the J or DB10,et w appecohle. /poly plates to each fa ♦ e of War to anti drawings 16 a: fwshowns abo a and «h the loam uetal�, a l°ss mated otherwise. 'S C LL 0 0 0 0 u •(� Refer to d-♦wbpa 16eA-2 for stnndord piste posklons. �i � ♦♦;c� �R�OP�.e♦p``fC, Alpine a dvlsion of ITV &Adlnp Components r—w rnc. shag rot be mspon.W. for arty deviation Fran ` I1N iryVOOfkAPANY this Zwo-g, any faAee to bold the tiros ti conformance with AHSI/iP1 1, or for randto, stbpbly �°�""�� c` TOT. LD.30 50 47 61 tntallatlon L brodng of trusses. \ A sea on t,� drawing or covwr page asthg this drawt,g, Indmtes acceptonce of ProFessiorW ss'ONAL E�G� ero`r.,e�"sp�."t esa'e`y'ar ' 4:. ^ me A.°ab"rey a"d `� °f'hrs d'a"'r'o ntatar DUR. FAC. 1.25/1.15 for °^Y 6: respormEl'ty of �v'V Dhrslgrrr Per ArrSI/TPI t Ser2. 13389 Lekefml Drive Far none Infornatlon see this Job's general notes ge and these web sitesh EaM City, M063045 ALPM wwwalpineltwxe u TPL www.tptntarg, Stick whnr.sbh�ndustryargl n:o w.w.lnsafeerg g o zC(.r SPACING SEE ABOVE