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Plans (106) P - V(\ --r• 0 IF:)— 0-3Q1S 1 . 'T- t i, . , I r 1, ',.., '.'' ..' , .•'1 't, Oratassuier . 4 -.- -, 7 ' 111214:7a3412 .--' i. if-5 tir thamu.mag 1_._._._: SNINSCONESSNS1 .... 4, t Bo paths To oslo cowl.-... . „.....,.,.,. it I • .. '''•!11 V .1 1 Li 1111,':•••• LI=masa) TO Demi 0:tam-will+ 1K =gm* noer-tort IVISIONS AS WA II kale ke MB 1 I II i h ik, .,i,,. , 0 NCIR-ODNFORNINE-WEEMS REMIT i iff 4 ' ' ' .A TeX PM ISMIS SO NIN WINONA EWA.CINNIC.S1 1111119111011fli 4 4 ."T------ • '- , ,.... ,--..,_A --..." ri ilE tam caw au m me so'amnia S :armiVanTaniTrw sow":raiz"'m. , Tag 4/24 IANNS. CT ENGINEERING INCmc ksether 0.tem r? TO \\\. t \ A .1 0:12 • • . • • . . . . . • L? .• ...▪.. . a— * 05 6 /\\\8 a 11\8 ... ,.1 .., . // \ // 6Ill\ II:11 / HUB28 ik - 4: 14-12 \ . 11 k . _'• . . ED ,....___, 14 ---k ..... - .— . , ..-., :V r-i ,... t? 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All designs are null and void if not fabricated by-Pacific Lumber and Truss. f • , , I ®cONFORMSTO DESIGN C0,4031 ' ❑cONFOSMS TO DESIGN CONCEPT WITH REV IONSNOTED / G q/rp .i 0 NONCONFORMING-REISSE&RESUBMIT I i 11L 10 post tor Fieuelt 1St saxbC0 a m GaGflP a 4 I BY Alexia Fadnd Me Date 12/22/74 ® COtEdINSToDESIGN CONON Q to MIIBRANDT ARCHITECTS ❑ cO1ao4N5To DFS/GN tOR03,T WRN REVISIONS AS SHOWN O NOIKONRINUNG—HO4SE AHD MUM I I I I I i TCS NF MI. TR Mb*MCP M�L Woman , - \\:\\\ / lan nt SkP eaurr f t uT�PC rROLVEt!l#C411,RRA a<rG"PPSDad t F VMS R airs T4 a ft lAa7RF ltu er»IIYai:aa w.:f6Ta H1a i11NulYaeu raF za mP-+T.y Or Isola R WellaSeen Fg'W.!Nll W CT ENGINEERING INCp • • S k w 6- 13E cm v / 8 / / 1 / / ti / $ / u \ , / \ / ,. \ . s:11 HUM /14,12. 1412 14:12\ C.i l{'.! ki T 7.PPP. Ed ....- . ri /Ill Ili II re - I € 7... e.4 a 1ei . . ; — 12_ o W o s- ..1 V' GARAGE • • • j 2V-6e j I �s� !- �,-0. l- 11 err 4I 0 Copyright CompuTrus Inc.2006 BUILDER: ISSUE RATE ABOVE PON PROVIDED FOR TRUSS POLYGON NW 11125/14TRUSS I:MAT/ S AFS TITLE REVISION-1: ENGINEERED FOAL RUCTURAL PROJECTFT7RT . - umber- 5019-A POLYGON INFORMATION.BURDING DES PLAN: DRAWN BY: REVISION-2 RESPONSIBLE FOR TO TRUSS CONNECTIONS.IONG 5019 ! A CHECKED BY: NAPPROVE REF ALL TO TR 1 !� • C-OM.P,j�NY. DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ..8t. 1 I- .-i�'S.S .. • - 0.115"-1' Aft designs are property of-Pacific Lumber and Truss. NI designs are null and void if not fabricated by-Pacific Lumber and Truss. • .. .. . • , . ..•i • .. -, .•...121z Mitek USA . int' I.C.0111PUTAIS$OftWaf* Warnings &Genera(140:f0,$-; .14 _ ... . .... ... . . f.; _ _ ....... _. r:. WARNINGS:, ,. .. . : 1.'. .Bowdeyaiii)000100:iiiriff.00ti.i.r.'0.holgbp:00*i001.$p000t41:4-004:.] ,:. .., . . ... . ..— .... ....,.. .01-14 WarningsOOk.1011#00110 00iii.reoSt- ,,,.: 4 :.21.fizeio.00,00400:biaitikvi*iidbflif**edAihqrgr$11PiflktK •• .. •.. .•• -..-.... •.., ...,.. ..., ....:.:., ...,.; ......,,,,....,,, .,..c... * )400004!,fri7.0t4ritiOtvl.00*4*ab*Sf.during construction ii**4040.00414,....:0r0i0i#t**07,--.40.0000EitOotr*fliet4z4racwitf:i::..::".1:01: 010#0.1-01-*****0#0ii$04.10.*:'01'!*0.. 140;0.*60k 4.:. No load.060 should.:*000.rii4t4*Y.004460(Omit 0114*****111.and TPolener -000,..0000!*#4,0n.01.rtia:*boOld int.'[0. .._.., ......1._. • _..... .i,. -.1-diAini)c._.a_.6, .r:.b._Papplied to component. , POpuTtfo'fi010(KtrkolPverAP4assumes,PRT.IT,TI,.,...,F. .,T..IR,..i,.,,.g..• O 410oatim :ba0400Tii0k9v01*01*4004000000101k ......V•c.. 6,. This.*togryisfuti0.00:401iettitAttittijA10400**tfOrthW. .., ; ifewtre,Ain...Bost.:001.0t,igNoictomi.beftirn . .....-refp.test. • • • •' ,-;- .. 4, , ,•• Gefitit4.4.0..0.1*S" 11.1100,0*40061.1tOd. v..,. t: This AeSwilt 4.:**000*-0000.;thiparamOter0.0.i0iii.047014sti**.'...individual 1?ultdingqmpopet*AppIcabiktf4000impat$000%V#prppir incorporation 4iVOMPOSent 41fikPAAPFOOW01h000#0401i1g0* ,.. t• 00Mitga§sureff*AoPluvti:444ronOoOsti**1240.V ***.:: : -'-' 2':.Q.,:q;:andi*.:17.sp.*49z7rOsppOYO.Yionlesgf 4171.904,0M*94V*11019,-,*",'i coptibtlooffioolitstpoitfoosood*eat.hiog.(TC)****41#0;'," , x zoologa*voirttoilaieratttraciOgogituredyibettxpli***.ti:.:;' '.,•`: : $ :it.: instaitatiooxitinoiJs.100 lespoost).*ty.i0.-01003spetitisottilittiiiitir,„ :,•••• , : .....- . :.. a Det#04,*ttidieS":140SiWarort-tlibit titecilivaittdiktOtis100!ohysgFittgW- , . ...- . .. AtictAre'.kr'dOtaticheijkfkbt:Aitie= :•4: - ... ..., 6... Dettp•astultiet-filt beWirigAtall tqptiOttd:thciiiiiit.r.s4wor womOlf.'... . .,,:. . .... ... .. . ._ . necessary . 7'.. Design assumes is provided 8., Sliti**60411,01:toOretttif:ii*fti4ekkitstfikkati40144444figkoot000k, 000i#.4**kok0'..00.horces, .• o.. Digoottookko1il.010-1iiitiotoo = - • „ ... 10. poi.t..asi ,9$0iiiiii0.01ati*Oiltiiiiiiiiakii**e.8$0t1$1"t;.p.$0408.0407.4g1,:-• „,:, ::•.. . P-R OF '. -,e,G -••:svr AINE -.'w. '• ,:. , . , ....--4•-...,•c • op.•::i*.•-• 4' :••,....0.11111411,0:...,..'.'-,.. ..!q.‘- ,... .. .,. '..,-.),t;,:..:.: _._ ppligt-t,. .::-.:.... •:-- •_,'. ...:,•,:; ---_/::=0. ----1.f4---?':exi!g4.---;::::-•:-••:::. , ' .:d. , „ :tr. -1-• ;•f!;i:-.. d,..--".. -..:-. •'''" 74..40,pRE0014.,N.. 4--- ..t .i,:...i..„..a.4, .t. 4k.1.4 ,4.0'...,-k-•. s- -,-- -,,,.:!:;.# A,. ..--i6.,.!:4., .,..: IS .d.1)1, ..411.1.0''' 7. ::' 4 ••4;z,,,....:,....-.: ZO...'-.- ExPIREs:• ,5- . . • --: 1110111 • This design prepared from computer input'by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1:00 IC: 2x9 KDDF 414BTR LOAD DURATION INCREASE • 1.15 1-2.) 0) 50 2-5-1-37) 41 3-5-1-120) 127 BC: 214 ROOF NlaBTR SPACED 24.0" O.C. 2-3-1-85) 59 WEBS: 2x4 ROOF STAND 3-4.1-10) 5 • LOADING TC LATERAL SUPPORT <• 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32,0 PSF j BC LATERAL SUPPORT <. 12"0C. UON. IL ON BOTTOM CHORD - 10.0 PSP BEARING MAX VERT MAX HORS 0RG REQUIRED BRC AREA TOTAL LOAD • 42.0 PSI' LOCATIONS REACTIONS REACTIONS SIZE 50.10. (SPECIIS) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 325V -29/ 7811 5.50" 0.52 ROOF 1 625) LL • 25 ?SF Ground Snow (Pg) 4'- 0.0" -22/ 159V 0/ OH 5.50" 0.25 HOOF ( 615) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc apeciLL. RBQtlIREH6NTS OF IBC 2012 AND IRC 2012 NOT BBING MET. VERTICAL DEFLECTION LIMITS: 11-1/240, TL-L/180 ' BOTTOM CHORD CHECKED FOR 10PSP LIVE LOAD. TOP MAX LL DEF. - 0.002" 8 -1'- 0.0" Allowed - 0.110" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL • -0.003" i? -1'- 0.0" Allowed - 0.123" 3-08-04 0-03-12 MAX TC PANEL LL DEFL • 0.018" 0 2'- 1.8" Allowed • 0.223" MAX IC PANEL IL DEFL • 0.018" 0 2'- 1.8" Allowed - 0.325" 12 MAX NORIE. LL DEFL - 0.000" 8 3'- 8.2" 6.0017' MAX HORII. TL DEFL - 0.000" 8 3'- 8.2" Design conforms to main windforce-resisting • system and components and cladding criteria. M-1.5x3 r- 4 -1 Wind: 140 mpb, h•20.2ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,` (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D1:), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. In es .n 1 N sr I o cr. 1 0 N N M Y t -4101111111111111111111111111111111111 i 0 oe A ��5 M-3x4 M-1.5x3 r • l l 3-08-04 0-03712 l l J. 1-00 4-00 ., • • • • • JOB NAME : 5019-A POLYGON - Al Scale: 0.5769 ' 0P'A3RD WARNINOSt GENERAL NOTES,Med omen**noted: Y k' rs 1.Bugle and woad oe*o lot ehwld be Mild of eO Flowered Notes I.Thu deign to based only upon me parameter shorn end N toren Indh4duel ,G. ' N(?I I V'; �4�,,n, Truss: Al end dominos Wore oonsbveNo"cemmoneeo. building component.AppNeabtUty of Outgo pinnxUn end proper J �,. .19%(. 'Y 2.244 compression web bracing must be Insh%ad Mete shown•, t oorporatiw of oomponenlie the respoelbOq e1 he building dealpnsr. 3.Malawi temporary bracing to Insure stability Ndng construction 2.Design ammo is top end bottom chords le Its Morally braced el I,. DES. BY: LA2'o.addatlPe.anspmBv&yvml.abracedhroughoutt*ioospl1ryryby t',;5.:s lame reepoohgty oche motor.AddiOonel pensioned bracing el oodlnuousshaadng such es plywood sheaadng(TO)endlerdryrMliHO). ,, DATE: 11/25/2014 gra oeeroO ebuobxa le he napoMibilly of me building ddbner. 5.2x Impact bddgtna or Metal breoing nquMd"here shown•• 4.No bed shoutdbe eppOnd to any component until rigor all brsdng end 4.Ioa*Ne0en of buss b the responebelty of he respective contractor. L / '� ,,,., J ( l SEQ. : 6125129 Interim an ample*and*I no time should wry loads violet than N.Dotlan asdmd dodo oro to be timid b e non•ncnoe a emironmsn (. 1 1 TRANS I D: 413157 design toads be applied touTlve any component one are for"dry sonegtn"dud.usd. ) 6.Comphes no conteve emotes n ) end aes no epenabh bly tor e e,0.110,,sevums.NO bearing at as"0P°61 shin".Shen°""d0.If %bdalen.handing,Mimeo'and fnstegoson of components. necessary. loss� (�frf QOAj 7.Deign dwmd'doodle drainage b provided. and ,T Y III1{tIIIpI1 1111111 IIp1t�I I1pI1 1f1 Ir�III111 �II IIf111 I1I N.7t,II Mewl le CSI.a*odd to the limbed:salient,by a.plate*ohs%be load on both fend oPtmaa,anplaned so deb center C Ia111�Ilial II/II IIIA sill Hall Illi Igll IIII ,> be SCSI,eopbt of edddl di Ito hmWhsd upon request. lines coincide.10 Joint centert* lines. y B.lines oin ate sloe of dcenterlines.. '1.G r`V MRek USA,If1c./CompuTNs Software 7.8.8(1 U'g I O.For bele connector Ph*deign values tie @8R-1511,fiSR-1988(hfbTaq A '° G :N�Ca. . . EXPIRES:12/,37/2014 AA A . 11 111111111 " This design prepared from'computer inputirbs/ 7 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 HAX MEMBER FORCES 4WR/DEF/Cq-1.00 TC: 2x4 ROOF 1168TR LOAD DURATION INCREASE - 1,15 1-2"(-84) 61 1-4•(-37) 39 2-4"(-120) 126 .BC: 2x4 ROOF 1168TR SPACED 24.0" O.C. 2-3•(-10) 5 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <• 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD • 32.0 PSF BEARING MAX VERT MAX MORE BRG REQUIRED BRG ASEA BC LATERAL SUPPORT <" 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD • 42.0 PSF 0'- 0.0" -20/ 168V -27/ 69H 5.50" 0.27 &DDF ( 6'45) 3'- 10.5" -26/ 158V 0/ OH 5.50' 0.25 &DDF ( 625) LL - 25 PSF Cround Snow (Pg) f LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF I8C 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-1/240, TL-L/180 i MAX TC PANEL LL DEFL • 0.018" 6 2'- 1.0" Allowed • 0.2t3" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TC PANEL TL DUEL • 0,016" 8 2'- 1.0" Allowed • 0.334" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIE. LL DEFL - 0.000" 0 3'- 6.0" 3-06-12 0-03-12 MAX HORIZ. TL DEFL - 0.000" 8 3'- 6.8" 12 1 { • Design conforms to main windforce-resisting i 6.00 D%' system and components and cladding criteria. Wind: 140 mph, h-20.2ft, TCDL-4,2,BCDL-6.0, ASCE 7-10,f (All ((eights), Enclosed, Cat.2, Exp.B, MWERS(Dit), load duration factor•1,6, • M-1.5x3 Truss designed for wind loads r s -s in the plana of the trues only. , • e mo c. ) 74 I 41111:116111 . c vioi cs O N N • OYrIrI hi 1 ► ►�4 t M-3x4 M-1.5x3 ' i . i • i J. 1 )' 3-06-12 0-03-12 s J, Y 3-10-08 f. •1 JOB NAME : 5019-A POLYGON - A2 Scale: 0.5471 17.4'jFL. WARNINGS: GENERAL NOTES,unless oNer»tae noted: ,c 4'S 1.Sulkier and erection contactor should be advised of all General Miles 1.Thls design is based only upon Na parameters shown end Is far NI bdlyldual .�,`..,. C II4 Truss: A2 and WamMgs before eonetnrceon commences. building component AppBcabSty of design peramasn and proper 2.254 cernpruasion web luting must be Metalled where shown o. Ineerpendan of component led*naponelontly al the building daalaner. DES. BY: LA 3.neatens'temporary booing to Mum sleb8ey hArdno oonebudon 2.Design names the top and bottom chards lobe Morally braced et / It the rupoulWNty of the mater.Additional permonml Orating el T o.a end 4110'ox,napeaeuly wiles*braced throughout Ihsb length j Y / 0 a DATE: 11/25/2014 the overall structure la the nusA of building da ee'moousahIhaddng lnthaw brayvroodeireedrrwe omm dryeng C. ,'.i•• roa i xY designer. Z.7x'mood beldehg ior s the pndfYY I y of a wine Gomm r e •' SE 6125130 4.Nobedshouldmletbe ean aloe lime umponent til loadaebhangand 4.Doaign sssnwasses rretyeebe used ofeuespoegve environ - Q• Whitens an complete and otno Los should any loads gnsiaretan H.and are dr a Misses ase to be wed int•non-corrosive environment, I. 1 r . r t ('"L' TRANS I D: 413157 augo loads Be applied to any component end an Incfor'dry condition"cruse . !i.OompuTus Mt no oohhtrof over and aswmaa no rospanslbeAy for Le S.Design unmet M I basting et all supports*bout Shim or wedge W • hbdedon,bending,shipment and Natanenon ofu Design necessary. /rd., . OREGO� 9mpenenm. 7.Design aasumas adequate drainage d provided. y" f'l Q 1111111111111111111011111111111 4.This design Is furnished subject l the B ba N ns set forth by 5.Poles ghee be located on both foes of Ouse,end pieced sa their venter Q TPNWfCA b SCSI,capita of which wig ba furnished upon request. Inas cobdds wiN Idol center gnu. C B.Olen Indicate eiee earl Ol late to Inches. 11" %;),. MIThsItUSAInCJComp4TiUg50RWare7.B.8(1L)•E fO,ForbeakconneolorplatedesipnvsiuusnE8R1711,@SRigta(MReW ,$.'�yANr+ �7 C1 EXPIRES:12/39/2014 11111111111 This design prepared from computer inputl.by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 3.8" ICOND. 2: Design checked for net(-5 pat) uplift at 24 "oc spacipg.( TC: 2x4 KDDF N1OBTR LOAD DURATION INCREASE - 1,15 Design conforms to main windforce-resisting i BC: 2x4 KDDF 81611TR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <- 12"0C. DON. LOADING Wind: 140 mph, h•24.1ft, TCQt•4.2,BCOL•6.0, ASCE 7-10,. BC LATERAL SUPPORT 4. 12"OC. DON. LL( 25.0)1•DL( 1,01 ON TOP CHORD 32.0 PSF (All Heights), Enclosed, Cat,2, Exp.B, 14NFRS(Dii), Unbalanced live loads have been DL ON BOTTOM CHORD • 42.0 PSF• load duration factor-1.6, TOTAL LOAD • 92.0 PSI' load designed for wind loads 1 considered fur this design, in the plane of the truss only. LL • 25 ?SF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable and truss on continuous bearing wall UQN. M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 HOT BEING MET. Refer to CompuTrus gable and detail for BOTTOM CHORD CHECKED FOR lOPBF LIVE LOAD. TOP complete specifications. i AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • DESIGN ASSUMES SHEATHING • TO ONE PACE ONLY i 7-07-14 _ 7-07-14 T 4 f 12 I1M-4x4 12 r- 14.00 7 2 14.00 • i i f r i o f , i ( 1 t ,o -lr�c.. 4li1lh111 o ), f 1-00 15-03-12 •.. 1 JOB NAME : 5019-A POLYGON - A GABLE Scale: 0.2769 RRpt WARNINOA GENERAL NOTES,eMse ohevdee noted: e •:PR rfJ 1.Bidder end v.05on cen5.ebr Ghoul be a4Mse4 el a6 General Notes 1.This damn b based only upon the penm.rI shown and Is for an tndMduai . (�1 N-E . Truss: A GABLE and Warning.beta.combustion cemmmae. b01dhg component.PpplabDy of design paameten end proper ,4s'. ` 12' 2,244 compression web bracing most be battled whew Mown v. Ineerpon ion of common le tits nepa+dbl�efthe building designer. J.Additional temporary tenting to Insure eteb8ydudnp oonsirvotbn 2,Dodo sesames he top and Warn chorda to be Madly Mead at I•. o•• , DES. BY: LA b the reepMeidhy of he emotes.Addlenal immanent an4 chasing el eo GA.end at i0'Dasa respectively unless braced throughout heir lengqehs). ,::J`e r. eorlWluous sheathing such is plywoodgMagdng(lc)endrer Onve111O), DATE: 11/25/2014 the*versa*structure Is he reependbEk of the rodding designer. J.2xImpad bddgIng or hotel bracing required sobers shouts•• • t . 4.No bad ehauid be applied to any component and!aferNI Meekg and 4.Indageson ofWes b he resp nelblety of he monastic,connector. + 1 , S EQ. : 612 5131 fastener'ant complete end ettno erne Mould any bads gnaterhen S.Oeeign nutmeg bean ere to be used to a non-000ro as environment, /. ,r I. TRANS I D: 413157 deign bads be applied to any component. and are for-dry eendWen'of tee. • S.Company.ha no control over and mums no responsibility kr the and eatmee kg beating at ad sunset%shown,Shim or wedge 11 mma �f�aN 1eb11eatloa.handling,shipment and MeteUogM of components, 0.sl n eye 4 M ti1.Design mamas meals dings Is rodded. �O 5.Thin design b NrtdMad subjedlo the imitations tel fest by S.Plates shag be locatedonboth feces of truss.end placed 30 0300 cents (�1p�r� rL , 1111111111111111111111111111111 MR4Nt USA.,InciCompuTrua ScAwe(e 6 6(ITPAYTCA k SCSI,nodes of shish'Abe lumIthed L)E request 10.For bgnee coincide connectorr date center values ere ESS-1311,EeN-1 sae(MITeld - E 7 11' 1 L 1 Olyib Indicate sirs of ate h Inches, -I • �+. EXPIRES:12/81/2014 a • t 11111111111S e r This design prepared from computer input.:ey c PACIFIC LUMBER-BC ) LUMBER SPECIFICATIONS 20-05-04 GIRDER SUPPORTING 44-00-00 FROM 0-00-00 TO 11-00-00 IBC 2012 MAX MEMBER FORCES 414R/DD£/Cq-1.00 IC: 2x6 6008' 610810 20-05-04 GIRDER SUPPORTING 50-03-00 FROM 12-00-00 TO 20-00-00- 2-1-13024) 2952 8- 9-1 -420) 1010 8- 1-(-80401 1828 11- 5.1-4760) 1232 SC: 2x8 ROOF SS LOAD DURATION INCREASE - 1.15 (Hon-Rep) 2- 3.1-11526) 2630 9-10-1-3122) 13964 1- 9-1-3256) 19498 5-12-(-1550) 6356 NEM 284 ROOF 616510, 3- 9-1 -7682) 1879 10-11-1-1650) 7356 9- 2-1-57281 1316 12- 6-(-78701 1422 2x6 KDDF 016810 A LOADING 4- 5-) -7682) 1074 11-12.1-1614) 7446 2-10.1-7342) 1708 6-13-1-5600) 1300 LL • 25 PH'Ground Snow (1.9) 5- 6.'(-11672) 2674 12-13.1-3252) 14524 10- 3-1-1418) 6596 13- 7-(-3406) 15(46 TC LATERAL SUPPORT <- 12"oC. VON. TC UHF LL( 50.01+D1,( 14.01• 64.0 PLF 0'- 0.0' TO 20'- 568"711)-13606) 3089 13-14-( -238) 1054 3-11-(-4584) 1178 7-14.1-83941 1908 BC LATERAL SUPPORT <- 12"OC. VON. BC IMF LI( 525.01+01( 377.0)- 902.0 PLF 0'- 0,0" TO 11'- 0.0" V 11- 4-(-2754) 11284 1 2 ) complete trusses required. BC 111111 LL( 0.0)+DL( 20.0)• 20.0 PLF 11'- 0.0' TO 20'- 5.2° V p q BC UNIF LL( 603.11+011 410.1)- 1013.2 PLF 12'- 0.0' TO 20'- 0.0" V BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA Join together 2 ply with 3"x.131 DIA GUN LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECI3S) nails staggered at: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -2189/ 9707V -279/ 219H 5,50" 15.53 KDDF ( 625) 9" oc in 2 row(s) throughout 2x6 top chords, REQDIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING HET. 20'- 5.2' -2215/ 9818V 0/ OH 5.50" 15.71 0008' ( 625) 4" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 2 rowin) throughout 2x6 webs, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COND. 2: Des1 s acii 9" oc in 1 rows) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I 9n checked for net(-5 psf) uplift at 24 "oc p g'� VERTICAL DEFLECTION LI(4ITS: 11.1/240, IL-L/180 3-05-01 6-09-09 6-09-09 3-05-01 MAX LL DEFL • -0.160" 0 13'- 9.2" Allowed • 0.906" d 1 4 { MAX TL CREEP DEFL • -0.324" 0 13'- 9.2" Allowed - 1.351" 3-05-01 3-06-08 3-03-01 3-03 3-06-09 3-05-01 I I I Q 1 1 1 MAX HORIE. LL DEFL • 0.028" 0 20'- 2.5" i 12 12 MAX NORI2. TL DEFT, - 0.046' 6 20'- 2.5" M-4x12 • 14.00 N14.00 Design conforms to main windforce-resisting 44.0" system and components and cladding criteria. r Hind: 140 mph, h•24.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,- .t: (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dirl, load duration factor-i.6, • Truss designed for wind loads ;ii in the plane of the truss only. M-5x6 14-4x88 vc. y r * w o 0 h ,, 0-1 .M-10x10 14'.1.0X10 14-5x16 M-51(16 i• r1iiiitlill 0 R b �w� m0 • 14 M-3x10 M- x10 =M-10x10 M-'x10 M-12x14 . M-12x14 14-7x8(S) t4-3x10 • • S. 1 ). ).• 1 Y 1 3-01-09 3-06-08 3-06-08 3-06-09 3-06-09 3-01-09 3 1, 1 8-05-04 12-00 3, 1 20-05-04 • 1 JOB NAME : 5019-A POLYGON - A GIRDER Scale: 0.2130 .0).PR 6ph.4 WARNINGS: GBNBRAL NOTES,WenoHienN.e noted: ,t I.Builder and erodon contreotor should be advised of 0Genera(Notes 1.This design I.baud only upon the parameters shorn end N for en individual ` F I N Truss: A GIRDER and Warnings before emik ctiad eonntenavo. 1018488 component Applicability of design parameter*and proper �' N '+' ts.p . 2.2114 oompre.Non web bracing must be inatalfed where shown e. Incorporation of component is die responelbllly of the Wilding designer. I 3.Ad4Oonel Nm bra 2.Design assumes theend bottom chords to later Coad DES: BY: LAPer•rY bracing Ailing cora6udfon lop a0Y �, • ...reapomlblay Cite enclor.Addldonsi permanent bracing of T om.end at 10'me..repecteply mien bowed teoughout dray length by ° :►, y P continuous s*hesilhmp such es plywood ahseWnp(TCs*oder dhywall ). ,,AAAA DATE: 11/25/2014 ma overall otrucao is the rreponsmsthr of els building duliner. 3,2e Impact bide ns or literal bracing rewind when shown++ SEQ. : 6125132 4.No load should 6e applied to any component until ager all bracing and 4.Nat4,,don of muse Is to re.poneBMhy of Me tespear.contractor. f i r te r / fasteners are complete and at no Erns should any loads greater than H.Design resumes Inness so to be used In a nonmonoeive environment ( `( 1 �`1' TRANS I D: 41315 7deelgn Ned,be applied In •any component and e for'dry eondIon"of nes. E.CA mean's has no conbol aver and mums no n poneibNty for the 0•Design"RIM"fab bee4n0 e1 e0 suppett than.&dm or w04ge 11 b ). fabrication,handling,shipment and InslNNtion of components, 7. necessary. gnomes adequate divinity*N provided. • • QR Ela CM ty e.This design Is furnished au6pq to the Imdtsaans eat forth by aPlate*then be looted on both faere of buss,and placed so Pheb center 99 1 fL0' limn I8I VIII IIIA IIII IIII III IIII M�1 u (BCB,roptes of which WO be Mr4ehed upon request. linos c°baddo CM joint fpla dedgnh eluao see E8R tel I,ESR-19sa y C 1 i I I I U (I(' 9.OIg N Inmtem else oIPNN m Inovefu '(0 `v' • fnpuTrusSoftwareT.8,6(1L)-E 10.For beak)tonneetarM �: • EXPIRES;1:2/ 1/2014 • I1I`I1111 This design prepared from computer input!by PACIFIC LUMBER-BC t LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.5" TC: 2x4 KDDF $1&BTR LOAD DURATION INCREASE • 1.15 �CGND. 2: Design checked for BOC(-5 psf) uplift at 24 "OC spdClff7I BC: 1x4 KDDF H1aBTR SPACED 24.0" O.C. Design conforms to main windforce-resisting . system and components and cladding criteria. IC LATERAL SUPPORT c. 12"OC. DON. LOADING Wind: 140 mph, h.24.2ft, TCOL.4.2,BCDL.6.0, ASCE 7-10„ BC LATERAL SUPPORT <e 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD r. 32.0 POP (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Oli), Unbalanced live loads have been DL ON BOTTOM CHORD . 42.0 PSF TOTAL LOAD . 42.0 PSF load duration tactacel.6 considered for this design. Truss designed for wind loads LL - 25 PSF Ground Snow (Pg) in the plane of the truss only. { LIMFTED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'Gable end truss on continuous bearing wall U0N. Refer or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING HET. Refer to CompuTrua gable end detail for . • BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. ' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. DESIGN ASS6I4E5 SHEATHING • TO ORE FACE ONLY r• 6-11-12 6-11-12 f f f 12 I I M-4x4 12 s- 14.00 V 2 ' 1 14.00 AF •• • i • v j un a . O ' A- y m m ca o t ••• a 0 0 1 1 N N A- A- rIIIIIIIIIIIIIIIIMINIIINIIINIIIIIIIIIIIIIIIMIIMMIIMMMIOM=IIIMIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII -, • f 1-00 13-11-08 1-00 • JOB NAME : 5019-A POLYGON - B1 Scale: 0.2793 •' • .O:PRQp�. WARNINGS; GENERAL NOTES,anises attendee noted: • 1.Budder and eroeaan contractor should be advised of a0 General Notts I.This design is bead only upon the monsters shown and Is fan an MANdud hi: oaIN"TI:usS: B1 endWmnHconstructioncommences. buildingnentAppevab0ayofd:Npnparametersandproper ,2.2x4 comprsselon web braving muat be installedd wen'howl 4. Meaponpen ofconglonentts the responelbea0 alF.butdng desiner. DES. BY: LA d.Addeonel tehlporsrY bre.bn0 to Moura stsbapy estop omtebuceen Z T oe aign nd eWoa.brsipeoavary iadttom a�becedd ghaout phout erally MbimppBBlt by4:Y r is the resp.nbmry of the wester.Add$en'f permanent bracing of eonmrueus atheathing such ea plywood sheetldng(TC)endfordtyw,N(BC). r DATE: 11/25/2014 the overall tincture isthe rapon.Mhy of the building designer. 3.Tr Impost bridging or lateralbndng required Wiwi shown•4 4.No bed should be applied to any component ural eau a l bracing and 4.Inele upon of trues N the roepponsikty of me respective eemroeler. /Z--';:. SEQ. : 6125133 feetenee ere complete end at no 0me should any bade greater gun C.Design assumes buss ere to be used In■noneorteeN'environment, • I.J /' r TRANS I D: 413157 design bade be applied b any component end aro for"dry condition"of use.S,compuTms has on annuov • er er and sro sbmes no .pon hely for the B.Owl sumes AG bearhg al ea supports shown.atom or wadg*If .4. OREGON hbnptbn,handing,eldpmem end bnsteliaCon of amponeme. 7.Design mum*misquote drainage Is provided. • �� nQ0 II�III IIIA IINa(��I I�I{VIII Ill IIII 1II� A This design Is furnished subject to the Ambitions set bran by B.Plates shag be Dented an boa,feces elms.end plead so their center V TP MICA M BC81,copies of Wish yin be thrashed open ragwd gigs coincide lol Jointofg center the J.. Oh/ 1 l�, 9.Digits indicate aloe of plate In inches. • '1 • MRekUSA.InC./COlflptlTftleSoRwaf07.8.8(1L).E 10.For bestoemtrrest.,plotsdsignvalues see EBR•1a11.ESR-1aBp(Mitch) ' . QA,r,f �: • EXPIRES:1.20.31/2014 . ., F. . 1111 1 , s 1 This design prepared from computer input)* r ( PACIFIC LUMBER-BC I LUMBER SPECIFICATIONS 13-11-08 GIRDER SUPPORTING 48-03-00 IBC 2012 MAX MEMBER FORCES 48R/DDF/Cq-1.00 IC: 2x4 KDDF 810TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2.1-4826) 1132 6- 7-1-286) 320 6- 1-(-5704) 1304 8- 4-1-1122) 302 BC: 2x8 KDDF 81QBTR 2- 3.1-39561 1050 7- 0-(-782) 3052 1- 7-( -758) 3414 4- 9.1 -368) 1448 WEBS: 2x6 KDDF 82) LOADING 3- 4-(-3956) 1050 8- 9-(-692) 3052 7- 2.1 -366) 1440 9- 5.1 -758) 3114 2x4 KDDF STAND A LL - 25 PSF Ground Snow )Pg) 4- 5.1-4826) 1132 9-10.1 -82) 304 2- 8.1-1122) 402 5-10-1-5704) 1504 TC UNIF LI( 50.0)+DL( 14.01• 64.0 PLF 0'- 0.0" TO 13'- 11.5" V 8- 3-1-1522) 5686 TC LATERAL SUPPORT <- 12"OC, UN. BC UNIF IL( 578.11+17L1 413.1)- 991.2 PLF 0'- 0.0" TO 13'- 11.5" V 1 BC LATERAL SUPPORT <- 12"0C. 00N. • BEARING MAX VERT MAX 8001 BRG REQUIRED BRG A4EA ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SPAN. (SPECKS) Join together 2 ply with quied. DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1668/ 7365V -289/ 289N 5.50" 11,78 OM1 625) rolls staggered at: 13'- 11.5" -1668/ 7365V 0/ ON 5.50" 11.78 XDDF 1625) XX9" oc in 1 red al throughout 2x4 topchords, BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP /� ( 9 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (GOND. 2: Design checked for netl-5 psi) uplift at 24 "oc spaci;yJ 5" 00 in 2 row(s) throughout 268 bottom chords, 9" oc in 2 row(s) throughout 2x6 webs, VERTICAL DEFLECTION LIMITS: 11.1/240, T14/180 . 9" oc in 1 row(a) throughout 2x4 webs. MAX LL DEFL - -0.032" a 6'- 11.7" AllOwed - 0.02" MAX TL CREEP DEFL - -0.065" 8 6'- 11.7" Allowed - 0.8(x9" 6-11-12 6-11-12 1' 1 { MAX HOR1E. LL DEFL • 0.004" 4 13'- 8.8" • 3-09-06 3-02-06 3-02-06 3-09-06 MAX HOME. TL DEFL - 0.007" a 13'- 8.8" 12 f 12 Design conforms to main windforce-resisting M-4X6 system and cosponents and cladding criteria. ' 14.007 'N14.00 34.0" Wind: 140 mph, h-24.28t, TCDL-4.2,BCDL-6.0, ASCE 7-10,; A- :4 load dura tion, factor•ldb'Cat.2, Exp.B, MwFRSIDir,i, Truss designed for wind loads in the plane of the truss only. .• • M-3x9 M-3x4 • /,, 1, ti t . M-3x10 M-3x10 h �� , �� ca h , c c i N 11 'i'ii; 111, m Z t �Y� 1�t� Y N "10 3 M-3x10 M-4x10 =M-10X10 M-4x10 14-3x10 ,1 l 1 Y /' 3-05-14 3-05-14 3-05-14 3-05-14 1 'I a 13-11-08 i 1 JOB NAME : 5019-A POLYGON - B2 Scale: 0.2333 •tp:INE$ NO WARNINGS, GENERAL TES,Wes*twee noted: melon 1.Builder end melon ennead.,,should be advised of ail Genera Notes 1.TMs design b based only upon lie erametns shown end Is for an MIAMI 'yJ `C (1f Truss: B 2 and Waminge before censtecloa communes. building component AppBwmendof design end proper •(�1•• 2.2x4 cempraasien web bracing must be installed whom slimy.•. lncetpomgon of component is Me responsibility of the building designer, 3. otal temporary treeing to Insure stability during consWotbn 2.Design names the lop end bottom chords toed literally braved at ..:+ {, DES. BY: LA Addlg2'e.e.end et l0'o.o.espec4vely°rtes blued throughout Mae lm by ,, e Is the reponalbilly of the neuter.Mdeond permanent bracing of canlmrous sltnearing such as plywood ahaddng(ic)ender DATE: 11/25/2014 Me ear80 steam Is the responsibility elite building designer. 3,2x impact bridging or lateral bracing swatted when shown•• - 4.No bad should be applied to any eonpe ant until derail baring end 4.InatelsOce Wheel W the roepense4Ry of the respective contractor. SSE Q• : 6125134 fastener.are complete end el no time should any toede greater than 5.Deign assumes bane ere to be used In•raneonosle malformed, l ii " ' 7 1( , . TRANS I D: 413157 deign toed.be applied to any component 6.end d are iowmycondition' top beaMp da9wppo h shown.Shirr,or wedge II 6,Conpulhs he.no co01101 over and racoma no respensDmty for on, mummy. .f...OREGON M. fabdesOen.hendln0.shipment and Installation of components, Y.Deign assumes edeonete*snails b pleaded. �� OQ 6.This design N Mulched subject to the IlmIalens set forth by 8.Plates shag be loaded on bogy fees of trues,and plead so ttex cantor 1 'l 11111111111111111111111111111111111[ *ReikU A�Ine.fComles of which WU be pu7fw3oHwara 8,9(dl request. 1ft 0.FFjoint Denier linos. abasecaindicate 0Ines colncids 1ttorplea design value ea EAR-1311,ESR-11135(*{Tek) �� 11,•��v. . QANC EXPIRES;12/31/2014 • II t{ I III1III1IIII This design prepared from computer input by PACIFIC LUMBER-BC i LUMBER SPECIFICATIONS TRUSS SPAN 391- 9.0" )COHD. 2; Desitan Checked for net(-5 rat) uplift at 24 "oc spaCi:l� TC: 2x4 KDDF 11411TR LOAD DURATION INCREASE- 1.15 Design conforms to main windforce-resiatin • BC: 2x4 HOOF FISBTR SPACED 24.0"O.C. system and components and cladding criteria. i TC LATERAL SUPPORT <- 124OC. 000. LOADING Wind: 140 mph, h-25.711, TCDL•4.2,BCDL-6,0, ASCE 7-10,. BC LATERAL SUPPORT <. 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD.. 32.0 PSF (All Heights), Enclosed, Cat.2, Exp,B, 7- Dir), Unbalanced live loads have been DL ON BOTTOM CHORD- 10.0 PSP 4load duration factor•1.6, considered for this design. TOTAL LOAD- 92.0 PSF End vertical(s) are exposed to wind, U.S. ..25 ?SF Ground Snow (Pg) Trues designed for wind loads I. in the plane of the trues only. . LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall OOH. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. 44-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for = BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, . DESIGN ASSUMES SHEATHING 21-10-08 17-10-07 TO ONE FACE ONLY • 9-08-03 12-02-05 f 12-02-05 5-08-02 •• f f f f f 12 I I M-4x4 12 6.00(7 "6.00 • M-3x5(5) • M-3x5(6) 1 • I a" A 1 P O . 1 N rn • 1 � I ..A- I T-.. 'n y 0 til 'V1I 0 I . N 9 • M-3x5($)+ M-3x5(3) 1 1, ,1 ,1 • 13-10-04 16-00-12 9-09-15 , 1- 1 l 39-08-15 1-00 • JOB NAME : 5019-A POLYGON - Cl Scale: 0.2018 .5)11313.0A4, WARNINGS: GENERAL NOIRE,unless al erste,noted: .�� q1N 1.Bider end*niacin eenbada should be advised of at General Nolte 1.Thor dedgh Is based only upon the panmelen Show;and la ler en M*Mdusl w� i, Truss: Cl end Wemblgebefore conebuctanenvonanoes. building ComponentMPFoabflityofdesignpmmehnandproper �(f1- .04`.V.,(�' neon of Comad 2.20 ampreesten web bracing mud be heated wino shown 4. M�Po component Is the nspomlbelIryry of tln bulid(ea •epmar. 7,AddIeenN tempetary 4nelnp 616‘6161 subdlry dlahlg aenabuegah 2.Dubin assumes the top end bottom chorda to be wNrelly booed et /,, ; " i,� DBS. BY: LA 2'o.c,and a110'o,e.respectively=lees bread throughout le theb length by r • 'a s.4" ,. a the mpenmlIN dela erector.Addeonel permanent bracing of continuous sshheeathhg such as plywood sheathing(YC)anNor drywasfm • DATE: 11/25/2014 the avant structure Is the responsibility elate building deelgner. 3.21 Impact bridging or lateral bracing required where sham•• I.4.No lad should be applied to any component unE after me brsdng and 4.Installation Ohms k the responaibtly elate respes9ve ehwbaeter. )` '- f (.�.. SEQ. : 6125135 triteness gra complete end et no tne should any loads greeter then 5.Design assumes busses,are to be used In a nnmearoshe environment, L l design loads be applied a my component and m ler"dry cmdmen'of lee. TRANS I D: 41315 7 s.OompuTna hes no costal over and assumes no respensroRty for the 6.Dubs-.comas leg beefing d eN suppers shown.Chime et wedge If fabrication,handling,shipment end Installation of ampenena, nsaaary. OREGON • e.This de a almaned c7.Dscign assumes acus drainer,a provided. '. O�. 0.1,77 11101 11111 III II sign singed the mNatena set fort by 8,Paras/hal he loathed on both aces of tun,and placid a t hen anter 9�C op. 18 I I IIItI(III IIII 1I 1II TPINVICA a BC•8I,espies of warn will be furnished upon request. Anes coincide with of anter Mee. ((�� H �'� 9.Pilins Indiana elle of plate hi Indict • 'f AtiTek USA,Inc.ICoIRpuTrus Software+7.6.eSP9(114-Z 10.Fa bask amedor plea deign vefu•s are 050.1311.EBR lgtt Wok) �`/ A Al�^; ` • EXPIRES;1.2/31/2014 r 1 • I I. gg!� IgtIIIIIIII11I • t This design prepared from computer input')3y T ff ' PACIFIC LUMBER-BC • LUMBBE )13144tr8pAC30Ns Sea approved plans TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4HR/DDF/Cq-1.00 i TC: 2x4 KDOF 816BTR LOAD DURATION INCREASE = 1.15 1- 2•). -49) 78 10-11.1-379) 1555 1-10•) -88) 62 6-14=( -177) )61 BC: 2x4 HOOF 8168TR SPACED 24.0" 0,C. 2- 3=(-1884) 434 11-12•(-394) 1939 10- 2-(-2077) 431 14- 7-) 0) 576 HERS: 2x4 HOOF STAND 3- 4=1-1983) 500 12-13-(-316) 1768 2-11•) 0) 579 7-15-(-1893) )73 LOADING 4- 5=(-1513) 496 13-14•(-259) 1960 11- 3-) -357) 131 15- 8•) -271) 178 TC LATERAL SUPPORT <• 12"0C. 90N. IL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-1-1519) 481 14-15.1-258) 1173 3-12=) -162) 146 BC LATERAL SUPPORT <- 12"OC. 0011. OL ON BOTTOM CHORD 10.0 PSF 6- 1=(-1654) 429 12- 4=I -26) 469 I TOTAL LOAD = 42.0 PSF 7- 8•) -104) 135 4-13•( -750) 260 OVERHANGS: 0.0" 12.0" 8- 9.4 0) 50 13- 5-) -270) 1022 'i LL 25 PSF Ground Snow (Pg) 13- 6-) -372) 180 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPEC14S) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSP. 0'- 0,0" -262/ 1705V -319/. 354H 5.50" 2.73 EDOF ( 625) 39'- 9.0" -302/ 1805V .0/ OH 5.50" 2.89 HOOF ( 645) ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spaciq.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL • -0.096" 8 13'- 10.0" Allowed = 1.992" MAX TL CREEP DEFT, • -0.182" 8 13'- 10.0" Allowed = 2.519" MAX LL DEFL • 0.002" 8 40'- 9.0" Allowed - 0.100" MAX TL CREEP DEFL • -0.002" 8 40' 9.0" Allowed = 0.103" MAX NORIZ. LL DEFL - 0.050" 0 39'- 5.5" 21-10-08 17-10-08 MAX HORIZ. TL DEFL - 0.078" 4 39'- 5.5' 1 3-09-06 6-00-06 6-00-06 6-00-06 1 6-00-06 6-00-06 5-09-12 { Design conforms to main windforce-resisting : f T T 1 1' T { f system and components and cladding criteria. 12 12 : 6.00© M-4x6 Q6.00 Hind: 140 mph, h-25.7ft, TCDL-4.2,BCDL=0.0, ASCE 7-10,: 4 0„ (All Heights), Enclosed, Cat.2, Exp.B, MHFRS(Dir), load duration factor•1.6, 5 eeTruss designed for wind loads •)),,,„AM-3x4i7 in the plane of the truss only. M-3x9 i M-5x6(5) M-5x6(5) ),n 0.25" 0.25"110.7�' i0h M'' M-3x62 s-1.5x3 }14-1.5x3 i � I� ul es r 1 M-3x6 M- x9 Y,25" Is !4- x8 0.25 M-3x5 M-5x6(S) M-5x8(5) • 1 1 1 1 1 1 1 5-09-08 8-00-08 8-00-08 8-00-08 9-10 i 39-09 0-11y15 } • JOB NAME : 5019-A POLYGON - C3 Scale: 0.1386 . . .0 F PFI.0 WARNINGS: OENORAL NOTES,unless othandse noted: ,c SC 1.Builder and maw contractee should be advised of s8 General Nota 1.This Mullin le based only upon .perimeters dhow,end le for an indiv)dual . CJ`:` GIN Truss: C 3 and Warnings before construction commons... building component.Applicability of design peremelere and proper "t .. 2.2s4 compression arab bradng must Ise ins4fadwhere shove;s. Incorporation ofcomponant I.the respondbNlryy of the bonding designer. , 2,Addlpanal temporary brecmg to Insure stability during construction 2.Designsasurns*tha lop end bottom chorda to weeny ballad.t .os ) DES. BY: LA To .end et 1D o.c.reapeeavely mime braood throughout Reif lenpplUh1 by 1',,:F ae y n m nal the respoblly of the vector.Adenine!permanent hosing of nonSMuuua*Menne meth as plywood shaednp(TC)anddrdrywaq(BC). .i: r ' DATE: 11/25/2014 the overall structure le Ni.reeponabtiny of the Winne designer. 8.2s Impact b4dging or literal bracing required whom shown.. y 1 SEQ. : 6125136 4.No load shewd be sppiadie any gomponent until Mm el hawing and 4.Insbpedon of tmaa h the ospentbmy erne respective contractor. / fasteners are complete end at no Erne should any loads greeter than 8.Osten assumes busses am to be used In a noneorreatoe arnbonment, ( '�! z"'.: L. T TRANS I D: 913157 design MOM eppied to any component end are for dry condition'of ver. s,CompuTme Me no control over and*names no responsbmy for the s.Ow*sumo.full bearing al a0 supports shown Skim or wedge If fabdation,handing,shipment sod tnsNtaRon of components. tummy. . .. (.hp Cr_.I:jt�' Of13.: 7,Oalgn assumes adequate drainage b�vlded. lJnGf.�!'Y O B.This design Is furnhhed subject to the Omthions met WI by 8.Plates shall be located on both faces of bees,and plated so their anter 1 11111111111111111111111111 .11111�� TPVWfCA In SCSI,copies o<ehteh sill be fomtshad upon request. Braes,Indicat MR joint centerInches. : • L (�.: ,�1' Z�'4 g,ForDigitsburethaneetoopisytealesgnhas. -f ry �1 • J MITekUSA,Inc/CompuTiutiSoftware 7.8.8(1L)•E 10.ForbnfoconnecterpltledtsignvalasanESRdat1.B8P 1g8t(fMTak) A:N�• • EXPIRES:12/31/2014 1111111111 This design prepared from computer input'by PACIFIC LIMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg-1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE • 1.15 1- 2•1 -49) 78 11-12-(-538) 1786 1-11-1 -89) 98 15- 7.1 -409) 194 BC: 2x4 KDDF 11168TR SPACED 24.0" O.C. 2- 3.4-2198) 990 12-13•(-665) 2294 11- 2•(-2417) 1021 7-16-4 -55) 198 WEBS: 2x9 KDDF STAND 3- 4-(-2410) 1129 13-14-4-575) 2171 2-12-( -79) 711 16- 8•1 0) 402 LOADING 4- 5.1-2005) 1073 14-15.4-591) 2156 12- 3•1 -495) 105 8-17.4-3026) 1130 TC LATERAL SUPPORT <. 12"0C. VON. LL( 25.0)+D1( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-4-2002) 1070 15-16.4-770) 2418 3-13.4 -101) 203 17- 9.4 -263) 281 BC LATERAL SUPPORT <- 12"OC. UDR. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-1-2607) 1185 16-17-1-879) 2426 13- 4.4 -79) 402 TOTAL LOAD - 42,0 PSF 7- 8.4-2903) 1227 4-14.1 -099) 431 OVERHANGS: 0.0" 12.0" 8- 9-1 -62) 151 14- 5.1 -669) 1460 • M-1.524 or equal at non-structural 1.1, • 25 POE Ground Snow (Pg) 9-10.1 0) 50 14- 6.4 -9211 516 6-15.1 -163) 675 vertical members (son). BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE '• For hanger apace. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIIE SQ.IN. (SPECIES) 0'- 0.0' -303/ 1964V -334/ 299H 5.50" 3,14 KDDF ( 625) 96'- 0.0" -344/ 2048v 0/ ON 5.50" 3.28 RODE 1 6253 ICOMD. 2: Design checked for net(-5 psf) uplift at 2(-'oc spacing. VERTICAL DEFLECTION LIMITS: 11-1/240, EL-L/180 ' MAX LL DEFL - 0.114" a 29'- 11.0' Allowed - 2.234" MAX TL CREEP DEFL - -0.329" 8 29'- 11.0" Allowed - 3,006" MAX LL DEFL - 0.002" 8 47'- 0.0" Allowed - 0,1)0" MAX TL CREEP DEFL - -0.002" 8 41'- 0.0" Allowed - 0.133" MAX HORIE. LL DEFL - 0.079" 0 45'- 8.5" MAX HORIS. TL DEFL = 0.127" 8 45'- 8.5" : 21-10-08 24-01-08 Design conforms to main windforce-resisting 13-09-06 6-00-06 6-00-06 6-00-06 1.- 6-00-06 6-00-06 6-01-15 5-10-13 system and components and cladding criteria. 1 f f 1 1 1 ' f 1 1 Wind: 140 mph, h-25.7ft, TCDL-4,2,BCDL-6.0, ASCE 7-10„ 12 M-4X6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWPRs(Dik), 6.00 " Q 6.00 load duration factor-1.6, \4...0z" Truss designed for wind loads 5 rex in the plane of the truss only. I I M-5x6 M-3x9 1-3x4 M-5x6(9) 0.253"� ,0.25" w/ .\\ o /// t en M-3x62 `M-4x4 ; M-1,5x3 �' I e......„0"1\ \e`M-1c.5x3 c i:.•- - ..� " , 1.. 6 11 ,p 14 4x6 M 11x4 1.25 M-'3x8 0.2 M-1 3x4 M-5x6 ,-r • M-Sx6(S) M-5x6(S) t y5-09-08 Y 8-00-08 3, 8-00-08 y 8-00-08 1 8-00-08 y 8-00-08 y j 46-00 1-00 JOB NAME : 5019-A POLYGON - C4 Scale: 0.1226 C1 PROpcen WARNIN04: GENERAL.Noses,unless othershe noted: a�" !_�V' • 1.Builder and erection contactor should be.doled of al emend Notes 1.TM*design le based orgy upon the parameter.shown and le for en Mdvidual .q , 0.p1 N$ Truss: C4 and Wendrtgs before comtuetlon oommeneee. building component.App0eebn8y of design intern/Mrs and proper J • 4/ • 2.264 compression web bracing must be nsteged whet.Mover.. Incorporation of component le lira reepane0ttt of Om building desier. 3.Additiensl tempar,ry bracing k bens.stebmry during oorrsaccgNr 2,Design canoe,..the top and bottom chards lobe laterally brood at �.. DES. BY: LAk are responsibility of gee mater.Additional permanent bracing of 2'e.e.and at 10'e.s,such at note..braced Beougheet IAekkngph by .. ►.. ; p congnetouri Impact bridging c such en plywood ahaadwhen,s andlordryawg G). DATE: 11/25/2014 Iha overall structure Is the respooalbIAy el the building design.,. 3.2x ImmppaotbddBleg er IMml bred required rdrare shown.+ 4.No load should be spelled to any component unfit seer ell bracing end 4.Instaleaon of buss Is the responslb of the respective aentraofor. ! /2-., // CI- SEQ. : 6125137 1fastener,m complete end el no time Mould any toed*noeaterleen s.Design assumes acnes are le be used n a noneorro.Ne environment L 'I: IS/6 dao keds be end era tor' condition"of use. kin applied a airy and amines 'dry TRANS Y D: 91315 7 6,CompuTrua bee no contol over and amines no responsibility for the e.Dee seumss Nil booing it ell supporta slwmn,Shim or wedge II 'I..' OREGON OR C�QN M • labdoeon,hendpng,shipment endlneletadon of components. T.Design essumes adequate drainage Is provided. -tiplapsed so their center i G O� 6.This design k furnished subject to the emKetions eel feral by e.Plate,shoe be located on bath faros of truss, ILII)III ��Ilm III I.I Iqi)III TP89PfCA p EO81 melte dvddM cola he lumiahed open request. gnus coincide blob)opt anter ine, 8u1 III e11eg8 8.Pea.ndkde aha Opiate ce t Inches.a, C' 11' 2 MITek USA,)nc./CompuTnis Software 7.8,6(1 L)-E 10.For bask connector plate desyn values see ESR-131 I.EBR-19116(MRei) • ��r1 �' �.eS • GAN.• EXP[BES:1.2/?1(2014 • t 0 , 1 1 111( 1 1 " ' r This design prepared from computer input)b/ t PACIFIC LUMBER-BC 19111101 h81180fFspb@8ON6 See approved plans TRUSS SPAN 46'- 0.0" IBC 2012 MAX MEMBER FORCES 411R/DDF/Cq-1.00 TC: 2x4 KDDF O14BTR LOAD DURATION INCREASE - 1,15 1- 2-( -49) 78 11-12-(-538) 1786 1-11-( -89) 98 15- 7•( -409) ,y94 BC: 2x4 KDDF 11188TR SPACED 24.0" O.C. 2- 3.(-2198) 990 12-13-(-665) 2294 11- 2-4-2417) 1021 7-16.) -55) 198 REBS: 2x4 KDDF STAND 3- 4-4-2410) 1129 13-14-(-575) 2171 2-12•4 -79) 711 16- 8-) 0) 202 • LOADING 4- 5-(-2005) 1073 14-15-(-591) 2156 12- 3-( -495) 185 8-17-(-3026) 1130 TC LATERAL SUPPORT <• 12"OC. ZION. LL( 25.0)+DL( 7.0) ON TOP CHORD • 32.0 PSF 5- 6•(-2002) 1070 .15-16-(-770) 2418 3-13-( -101) 203 17- 9-1 -263) 181 BC LATERAL SUPPORT <- 12"OC. U0N. DL ON BOTTOM CHORD - 10.0 PSF 6- 7.(-2607) 1185 16-17•(-879) 2426 13- 4-4 -19) 402 TOTAL LOAD • 42.0 PSF 7- 8.1-2903) 1227 - 4-14-1 -699) 431 t OVERHANGS: 0.0" 12.0" 8- 9.) -62) 151 14- 5-4 -669) 1460 LL - 25 PSF Ground Snow (Pg) 9-10-( 0) 50 14- 6-( -921) 516 ; 6-15-) -163) 675 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HOBO ERG REQUIRED BRG ASIA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIIS) 0'- 0.0" -303/ 1964V -334/. 299H 5.50' 3.14 8008 ( 625) 46'- 0.0" -344/ 20480 0/ 0H 5.50' 3.28 ROOF ( 625) (GOND. 2: Design checked for net(-5 paf) uplift at 24 '00 spacing.( VERTICAL DEFLECTION LIMITS: LL-1/240, TL-L/180 MAX LL DEFL - 0.174. 8 29'- 11.0" Allowed - 2.254" MAX TL CREEP DEFL - -0.329" 8 29'- 11.0" Allowed - 3.006" MAX LL DEFL - 0.002" 8 47'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.002" 8 47'- 0.0' Allowed - 0.133" MAX HORIZ. LL DEFL - 0.079" 8 45'- 8.5" MAX NORIE. TL DEFL - 0.127" 8 45'- 8.5" ' 21-10-08 24-01-08 Design conforms to main windforce-resisting 13-09-06 6-00-06 6-00-06 6-00-06 4 6-00-06 6-00-06 6-01-15 5-10-13 system and components and cladding criteria. 1' T 1 T T '( 1' TWind: 140 mph, h-25.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,.' 6.00 12 14-4x6 12 (All Heights), Enclosed, Cat,2, Exp.B, MHFRS(Dir), Q 6.00 load duration factor-1.6, 4.0" Truss designed for wind loads i 5 "sf in the plane of the truss only. :‘,,,,,,z„ ) M-5x6(9) M-3x4..\.„... /......%%%,,,,...........„' 4-5x6(8) ' i 0.25" .25" - 1to "r M-3x62 `M-4x4 i M-1.5x3 1 e ` o. 5x3 v ..- . / p'M-4x6 M-3x4 63,25" 14-134x8 0.2 ' M- x4 M-5x6 17 M-5x6(S) M-5x6(S) 1 S 1 ,i l l l l 1 S 5-09-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08 ( 46-00 1 00 1 JOB NAME: 5019-A POLYGON - C5 • `. Scale: 0,1226 •. ,c)PROP. WARNINGS, GENERAL NOTES,unless*theories noted: h 1.Wider and er oaon contractor should be advised of ell general Note. 1.Ibis design le based only upon the perimeters shown and le for en Ind u1dusl .t {�lIN*N C Truss: C 5 and Wemeipa before con.WcNon ammenas. building component Applicability of design parameters and proper ((j1' 2.2x4 compression web breMg remit be Installed where shown e. Incorporation of component h the re.ponebtl of the building twiner. DES. BY: LA 3.Adddonai temporary bracing to Inane stability during construction 2.twig mid assumes a',a. and �o4corbroto be oond ilaterally bread et r;� Pe y oratio MNrhnpN by �'i i'i e.(- .. h are nopanebSy of the erector,Addmonel Permen.m bracing of conenuow sheatNng such as plywood sheeWlnp(YC)andlor drywan(a0). A. DATE: 11/25/2014 are overall structure h the responsibility*Rho building designer. 3.2x impactbddglna or lateral bredn regalrod when shown 4• ' '' SEQ. : 6125138 4.No load should he applied to any component anal after PP bracing and 4.InelaHeaon dirtiesh 1h.responsibility of the reaped*,contractor. j 1r 1_• / 1, `/1. (,^f( replete end thug lime should any bb loads greeter man 5.Design assume,trusses are be wed Ina non.conosle environment, ( r design loads be apppad to Any component. end ere for-dry eondlnon-ol use. TRANS T D: 413157 8.Cempuinn hu no tonus over and onvme.no responsibility for he S.Design assume.fug bearing at el supports Ober.Shim or wedge If • fsbrtceEon,handling, necessary. e' oa5aOry Oj• p,sidpment end mstepeson u components, 7.Design enume."deou,e drainage is provided. 1 6.This design h famished subject to the limitations set forth by 8.Plain shell be located non both feces oss,and plated an their anter i..!7Cu • fL� IIIIIIIIIIIIIIII�I III�III`lIIIIIIIIIIII MITekUUSA Ina/ComtpuT eSoftwarees of whith Wil be 788(1t)-Ehed upon reVueaL lbws coins/do Will JWnt C4.14rIlnes. 10.Forbookcon connector aluessee ESR-1111,ESR-1038(Woq ti! I' V` GAMO • EXPIRES:1,21 j/2014 • 111111111 This design prepared from computer input'by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 411R/ODF/Cq-1.00 ' TC: 2x4 KDDF 814BTR LOAD DURATION INCREASE - 1.15 1- 2-4 0) 50 12-13•(-582) 1894 2-12.1 -214) 225 I-17.4 -59) 196 BC: 2x9 KDDF 814BTR SPACED 24.0" O.C. 3- 3.4 -52) 08 13-14-(-686) 2347 12- 3-(-2486) 954 17- 9•1 0) 2(14 WEBS: 2x9 KDDF STAND 3- 4-(-2290) 991 14-15.1-587) 2202 3-13-4 -53) 658 9-18.(-3044) I130 LOADING 4- 5.(-2451) 1129 15-16-(-599) 2175 13- 4-( -439) 161 18-10-( -263) 281 TC LATERAL SUPPORT <. 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD• 32.0 PSF 5- 6.(-2025) 1077 16-17-(-777) 2435 4-14-( -126) 194 BC LATERAL SUPPORT <• 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF. 6- 7-4-20231 1079 17-18-1-884) 2440 14- 5.4 -711 431 1 TOTAL LOAD - 42.0 PSF 7- 8-1-2627) 1193 5-15-4 -723) 440 OVERHANGS: 12.0" 12,0' 0- 9-1-2920) 1294 15- 6-( -675) 1479 • LL • 25 P51 Ground Snow IPg) 9-10.1 -62) 151 • 15- 7-( -920) 516 • 10-I1-1 0) 50 7-16-4 -163) 674 - BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 8-( -407) 293 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. • THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ ' BRG REQUIRED BRG ApEA LOCA41ONS REACTIONS REACTIONS SIZE SQ.IH. (SPECI_S) 0'- 0.0" -345/ 2056V -335/ 3100 5.50" 3.29 KDDF 16251 46'- 3.0' -346/ 2057V 0/ OH 5.50" 3.29 KDDF ( 625) )COND. 2: Design checked for nett-5 psi) uplift at 24 "oc spacing.! VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/110 MAX LL DEFL • 0.002" -I'- 0.0" Allowed- 0.100" MAX TL CREEP DEFL - -0.002" -1'- 0.0" Allowed - 0.133" MAX LL DEFL - 0.177" 30'- 2.0° Allowed• 2.267" MAX TL CREEP DEFL - -0.335" 30'- 2.0" Allowed- 3.022" MAX LL DEFL - 0.002" 47'- 3.0" Allowed - 0.140" MAX TL CREEP DEFL - -0.002" 47'- 3.0" Allowed- 0.13" 22-01-08 24-01-08 MAX HORIZ. LL DEFL - 0.061" 8 45'- 11.5" , MAX HOAR. Ti DEFL - 0.130" 8 45'- 11.5" �4-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-01-15 5-10-13 Design conforms to main wiadfoxce-resisting T f f T 7 f T system and components and cladding criteria. 12 12 6.00 M-4X6 ' 6.00 Wind: 140 mph, h"25.711, TCDL-4.2,BCDL•6.0, ASCE 7-10,' 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dia'), 6 .df load duration factor•1.6, Truss designed for wind loads ) • M-3x9 1111111111 -3X9 in the plane of the truss only. • M-5 /5 M-5x6(5) n 0 0..2525" 0.25" 11111111111 1r I o • M-3x8 \.M-4x4 1 M-1.5x3 • • • 1 1_/\ \ \/\/ /`r�t-i.5x3 • N 12 M-4x6 M- x4 1.25" M- x8 0.2 M-137X4 M-5x6 18 I • M-5x6(S) M-5x6(S) y 6-00-08 1 8-00-08 l l • 8-00-08 1 8-00-08 y 8-00-08 i 8-00-08 i 1 00 46-03 1-00 • JOB NAME : 5019-A POLYGON - C7 • Scale: 0.1088 • .0).P.Rbpy. WARNINGS: OBNRRAL NOTES,unless ohervdee noted: i `� .: S�.nfi-�i.SuNdn and ereeeon conne.br.hordd b.advised of sa Genera Notes 1.This design b bned only upon ere ammeters ehoen end Is Por en Mdvlduel NP)N .: , YTruss: C7 and W.mines before oonebeeBon commences. building component N4lp0oabl5ty of design patematam and proper a• Y2.2x4 eenpteselen web bradrq nerd be Mataate Ware show)". brcorperenon of componentb Bn raporo ty of Oma Miiding designer. 2,Dasign snum..ma lop end bonom dwN*tobe Inarslly bnad at • 2.AddBonel temporary timing binsure aGbmty Midas construeoen 2'o.a and a!10'o.a ros udns bread Nwuu bout Deb lenegmh ®: s a)7 DES. BY: LA is the responsibility otitis erector.Addwenhl permanent brads of respectively 0 y r •Pe N p g continuous ahadtdng such as plywood sheelhing(T0)andlor dr7vm0(DC). DATE: 11/25/2014 ea°vmR strumae is the r.speneadlty of the budding disciple. J.28 Implicitbddging er lateral bracing required Wham aahem•+ r / • S E 612 513 9 4.NooNn.nin d be tippled to any component vn0 atter a7 bracing and 4.imbdation ettrun Is me reaponslMtty of ere reaped s*contmdor. l •i/2.-. '• // 4. Q. wapiti*and at no Bme ehootd any bads greda mon 6.Deefpn assumes Wass eco to be used fn a nen•edreeiw environment, ` l 1. design leads be appIad to any ampon.nt end wn for"dry andMf use. nnome"o TRANS I D: 41315 7 5.Compmfrnn has no mantra!over end sae-mea no responsiresponsibilityresponsibilityto the 6,Design townies NI beefing at ell supporta eh.an•Shim or twig*II A n Maui on,handling,shipment and InstaRaDan of components. naeeaW, y v�EQ N, . 7.Design anumu ailed an drainageWI k i Wiled. !� �� II 'NI I11 n N.This design b Mnlshed sub)edto the BmMDons mat forri by 6,Plats MSR be loaded en botlt rasa el truss,and plied so their owner • 1111111111111111111111111111110 I"I`I 11�I�N'I�I II�IIN IIID��Y 1��) TPWITCA In 9081,copies of*doh Wg be furnished upon ragout a,dOfi Inaea"has imr,ceder are ,r04,CH 11''Z •• (I IMI �u( II I' AH7 ek USA,1110ICOmpUTn,S Software 7.9.6(11)E IO.For bads connector pPte design values sea BSR 1511,H9f4t eee(Mlraq .`GANG .\ , XPl8ES:1:2/11/2014 ;a, " t . 1r l I1IIIII1II 11 a This design prepared from computer inputjby 1 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 48'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/CQ-1.00 , TO; 2x9 KDDF 81iBTR LOAD DURATION INCREASE - 1.15 1- 2-( 0) 50 14-15-( -9251 2784 2-14-( -268) 286 19-10-( -229) :91 BC: 2x4 KDDF B1813TR SPACED 24.0" 0.0. 2- 3-) -63) 155 15-16-( -837) 2745 19- 3-1-31621 1193 19-11-) -219) 1') 15 WEBS: 2x4 KDDF STAND; 3- 4-(-3032) 1298 16-17-( -679) 2426 3-15-) 0) 211 11-20-1-4570) 1174 2x4 ROOF STUD At LOADING 4- 5-(-2740) 1256 17-18•( -577) 2143 15- 4-) -58) 189 20-12-) -276) t74 2x6 KDDF 02 0 LL( 25.01+01) 7.0) OH TOP CHORD • 32.0 PSF 5- 6-1-2160) 1143 18-19-6-1039) 3147. 4-16-) -399) 285 DL ON BOTTOM CHORD - 10.0 PSI 6- 7-1-2131) 1161- 19-20-(-1455) 3744 16- 5*( -160) 653 TC LATERAL SUPPORT <- 12"0C. UON. TOTAL LOAD • 42.0 ?SF 7- 8-(-2682) 1362 _ 5-17=) -907) 514 BC LATERAL SUPPORT <- 12"0C. VON. 8- 9-1-2688) 1258 17- 6-( -802) 1638 LL - 25 PSI' Ground Snow (Pg) 9-1D-(-5235) 2116 17- 7.) -790) 554 OVERHANGS: 12.0" 12.0" 10-11-6-5254) 2022 7-18-) -367) 774 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12-6 -59) 118 8-18-) -236) 196 LIVE LOAD AT LOCATION(S)'SPECIFIED BY IBC 2012. 12-13-( -2) 62 18- 9-(-1344) 594 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSP. 9-19-) -935) 2622 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIIS) 0'- 0.0" -359/ 2144V -321/ 3236 5.50" 3.43 KDDF ( 625) 48'- 3.0" -361/ 2149V 0/ 0H 5.50" 1.45 KDDF (1485) COND. res g5 c ec e. or net(- ps ) up t at oc spec 1j] • VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 • MAX LL DEFL - 0.002" 8 -1'- 0.0" Allowed- 0.190" MAX TL CREEP DEFL- -0.002" 8 -1'- 0.0° Allowed - 0.133" 29-01-08 MAX LL DEFL - 0.340" 8 32'- 2.0" Allowed • 2.367" 24-01-08 MAX TL CREEP DEFL.--0.633" 8 32'- 2.0" Allowed• 3.1556" 6-01 6-00-10 5-11-01 6-00-13 14-00-12 3-11 3-11-083-11-083-11-089-03 O4' max LL DEFL - -0.002" 8 49'- 3.0" Allowed - 0.100" T T T T T r T T 7' T MAX TL CREEP DEFL • -0.002" 8 49'- 3.0" Allowed - 0.1,3" 12 12 MAX HORIZ. LL DEFL - 0.187" 8 48'- 0.2" 6.00 G7 M-4x6 ")6.00 MAX HORIZ. TL DEFL - 0.311" 8 48'- 0.2" 4.0" ! 6 Design conforms to main windforce-resisting system and components and cladding criteria. I1• t-3x4 I Wind: 140 mph, h-25.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,: M-5x6(3) 5 B-1,5x3M-6x8(8) (Ali Heights), Enclosed, Cat.2, Exp.8, HWFRS(DS}), • 0.25" 0,25" TrusBddesignedtion fforowind6Ln loads ii: 4' in the plane of the truss only.cs I M-3x6_ / `y` -1.Sx3 •/ � °r-9x12 M-1.5x3 . .�' �1 M-6x8 � 11-1.5x 3.5x3 s ''( I e 14 4 8 B ..J o f • M-5x6 M- x4 1.25" 14- x8 M-51x10 M-4x14/ r+ t. M-5x6(5) _ 3.50 3.50 c.. 12 12 • ! Y • 8-00-12 8-00-12 8-00 8-01-08 Hl 7-09-04 y 8-02-12 y r 1-00 32-03 7-09-04 8-02-12 1-00 ; 1-00 48-03 1-00 • JOB NAME : 5019-A POLYGON - C8 Scale: 0.1018 H WARNINGS: W'PR r GENERAL NOTES,unless°Merwfet noted: • s. I.EdNdx and emotion sonneacmr should be Word of GI General Notes 1.This dein n Is bowed o • . SINZ Truss: C8 0 ppi cable y 0 mammon mete)ledand for an Individual hi e. Y and Warnings on web brewing f�g u t t commences. building paeoncomof orant.orlon it ty oedponsi platy of s end peeped • .. I.2x4 eomprewWon brsdnp noel be hretalled where ehovat+, hcorporaben ofaoeeryonam It the responsibility of the building duellmaf. 3.Additional tempos brad to Wars eiebE during oonabuoOod . 2.Deep;ammo eta top end bottom;herds to be Ialen brand el DES. BY: LA Is the nepond6lmy of the rater.Addbonel pa,manem broohp et 2•co.and al 10'o.o.nepec5vefy unless braced throughout Mab tenth by , ►i.e,P DATE: 11/25/2014 the awed stuahne Is the one continuous aheathhp such Were bracing aired weresanafordrywel C). r '. responsibility of lM bugdn deNg"er. 3,2x impact bridging or)semi branfe_gp�raeubed where shown++ SEQ. : 6125140 4.Ni toed;houid be ippled to wry component ungl Mer all brads end 4. netsliaean of was Is the rasponsiGhly of the rospedwa contactor. / ) / � �, r</ fentenm are complete and atna nest should any leads proeter Men 5.Dsslgn eaumee buns aro to he used In a nun-eenaelve enWronmeM, - ( (f �--(� TRANS I D: 41315 7design toads be applied to any component. and are for"dry nndltlumon-of u 8.compuTms no.no combo)ons,end essumac no Teepon"Udt*y for the 8.Deign mums,full boating at ell supports shoves.Shim or wedge It OR Cry t, necessary. 1r'11;, (FC7'rT. b6rlea9on.handling.shipment and installation of components. 7.Oaks rysednn adaquele drdnapa le oWdtd. IIIA NMI I ILII IIIA IIID VIII[III SII • 6,This wow is hnnished subject to Ma BmItenna rat forth by 8.plates shell be Iodated an both faces el est end placed ea their diets; I TAYVYfCA h DM copies*redid'will be furnished upon rottussl Noes coincide with jest tela;Puss. 0 i l • 9,Muds indicate VT*Opiate in huhu. �`.. • >�' WW1 USA,InalCompuTrus Software 7.8.0(1 L)-E 10.For bolo connector plate design values ESR-1 a11,E8R•1988(MITek) ^.�.r.'y EX P I.B ES:1.2/f i/2 014 i 111111111 This design prepared from computer input}by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 48'- 3.0" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq-1.00 TC: 2x4 ODD) H16BTR LOAD DURATION INCREASE - 1.15 1- 2=) -63) 135 13-14-) -938) 2787 1-13-) -155) 198 8-18-) -935) 2622 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2- 3.1-3035) 1335 14-15-) -836) 2746 13- 2=(-3164) 1257 18- 9-) -229) 191 WEBS: 2x4 ODD) STAND; 3- 4=(-2741) 1267 15-16•) -679) 2427 2-14-) 0) 211 18-10-) -222) 1117 2x4 KDDF STUD A; LOADING 4- 5-(-2160) 1150 14-17-) -581) 2143 14- 3-( -88) 189 10-19.(-4570) 1774 2x6 ODD) N2 B LL) 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PS) 5- 6-(-2132) 1161 17-181-10391 3141 3-15=( -400) 292 19-11-( -276) 374 DL ON BOTTOM CHORD - 10.0 PS) 6- 7-(-2682) 1362 10-19-1-1454) 3744 15- 4-) -167) 653 ) TC LATERAL SUPPORT <• 12"0C. VON. TOTAL LOAD - 42.0 PSF 7- 8-)-2608) 1258 4-16-) -907) 514 i BC LATERAL SUPPORT <- 12"0C. UON. 8- 9-1-5235) 2115 • 16- 5-) -808) 1639 LL- 25 PSF Ground Snow (Pg) 9-10-)-5254) 2021 16- 6-) -790) 554 OVERHANGS: 0.0" 12.0" 10-11"( -59) 118 6-17-) -367) 774 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12.) -2) 62 7-17-) -236) I96 , 1e For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BT IBC 2012. 17- 8-(-1344) 593 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM.0) 10 PSF. ' BEARING MAX VERT MAX HORZ BRG REQUIRED BAG ASIA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -318/ 2032V -318/ 313H 5.50" 3.25 HOD) ( 635) 48'- 3.0" -361/ 2151V 0/ OH 5.50" 1.45 ODD) )1445) - 04:797frIMMT 4TT4'1 I4Tar il VERTICAL DEFLECTION LIMITS: LL-L/240, 21-1/180 ' MAX LL DEFL • 0.340" 8 32'- 2.0" Allowed - 2.367" MAX TL CREEP DEFL = -0.633" A 32'- 2.0" Allowed - 3.156" MAX LL DEFL - -0.002" 6 49'- 3.0' Allowed - 0.100" 24-01-08 24-01-08 MAX TL CREEP DEFL • -0.002" A 49'- 3.0" Allowed - 0.173" 6-01 6-00-10 5-11-01 6-00-13 44-00-12 3-11 3-11-083-11-083-11-084-03-044 MAX HORIE. LL DEFL - 0.187" A 48'- 0.2" i f f f f f f f 1' f f f MAX HORSE. TL DEFT. - 0.311" A 48'- 0.2" 12 12 Design conforms to main windforce-resisting 6.00 " M-4x6 'Q 6,00 • system and components and cladding criteria. i 4.0" Wind: 140 mph, h-25.7ft, TCOL-4.2,BCDL-6.0, ASCE 7-10,1 S K rM3X4 (All Heighta), Enclosed, Cat.1, fixp.8, HWFRS(D1;), M^6x8(8) load duration factor-1.6, M-5x6(3) M-3x4/ Truss designed for wind loads • ` 7M-1.5x3 in the plane of the truss only. j ,n 0.25" / ` 0.25" l .-I 3 �e o .5x3 M-3x62/ �f-4x12M-1.5x3; ` AM-3. �2.5x3 c , .r t �y 0 .� M-5x6 M- x9 I. 5" M- x8 M- x10 M-4xi7 =+ • t4-5x6(8) 0 3.50 3.501x.. 12 12 1 y l ), 3. 3. 8-00-12 8-00-12 8-00 8-01-08 7-09-04 8-02-12 r 'I 1 1 11 I 32-03 7-09-04 8-02-12 1-00 1 '• 48-03 1-00 z r JOB NAME : 5019-A POLYGON - C9 Scale: 0.1032 WARNN4Bfi GENERAL NOTES,unless elhervAse noted: ,( 1.Budder and neem contractor should be!Waited of all Omelet Nobe I.This deet h based en Von the parameters shown end h for an tndvldual p n / IN Truss: C 9 end Warnings before coneeunNen commences. budding component AppfceblHy of design perameten end prover S. V 60. 2.244 oompreeshrl web brining must be Installed whin show'e. Inoorpnseun of enmponent h ate respomm�v of the budding designer. 3.Additional tee,poney bracing b Insure debit'Riling nnnabucden 2.ZeWlgn assumes the lop and Whom sherds told laterally braced at � 6:a r h DES. BY: LA mw4b F 2'me.end al 10 cc.respeodwy unless braced dsoughout enlr helgSmr by !,, e hate,e yel gm orator.Additional permanent of oonanuous sheegdng gush a plywood sheathIng(TC)endlordrywoH(BC). DATE: 11/25/2014 the*swell*whin le ala respem6Ry of the building designer. 3,2x imped bddeing or haul bndld required where shown e+ ! I.- 4.No bad should be applied le any component anal eAer ea brednl and 4,hanseteon of buns is the responsibility of the respites*oerMdn, ( .I / 'Z,... / ( SEQ. : 6125141 fasteners an complete end sine oma should any loads greater then 0. n assumes bwas veto be used In a nonsaroslva enrlmnment l! J 1, TRANS I D: 413157 designroads be applied to ern,component. end ore for'dry sendmon'of use, • 5_CompuTres hes no control over and resumes no responsibilitylot ihe N.Olden sesame.NB beerhrg d aS suppMe shoo-.Shinn or wedge l[ A� necessary. 7' oR Qt�N, fabdceNon,handling,shipment and bN.Saeon of components. � 7.Metes assure.;eoante en*einem)bf truss,e. 'Q 0.This design Is furnished*ubMd b me INnReeens sot feet by a.Metes shall be bated en bog)Tawe of buss,end placed se Nob cedar �L1, ,�,(;. II II 111131 11111 II II 11111 III�If 771/W1-CA1n BCBI,copies death OR be furnished upon request. DIO indicate with)drat eerier Brea, y II III g.Dlglh M,elde f Or of pleb,In Inches. . '1 G ;.�`�'. M1Teit USA.lnciCompulrue Software 7.0.0(11.3-6 10.Forbeele cormector plate design values ea ESR-1311.ESR-1 MIS Udttaq 1` OA l'..,1. t EXPIRES:1.20:1/20:14 w, s 0 5 IIIn III�II ' This design prepared from computer input(bj' , till Ilttt PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 48'- 3.0" (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci TC: 2x4 KDDF 41411TR LOAD DURATION INCREASE - 1.15 BC: 2x4 KDDF 01413TR SPACED 24.0" O.C. Design conforms to Hain windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <- 12"OC. DON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) OK TOP CHORD • 32.0 PSP Wind: 140 mph, h-25.lft, TCDL-4.2,BCDL-6.0, ASCE 7-10,1 Unbalanced live loads have been DL OH BOTTOM CHORD - 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MHFRS(Di,), TOTAL LOAD - 42.0 PSP load duration factor-1.6, considered for this design. End vertical(s) are exposed to wind, LL - 25 PIP Ground Snow (Pg) Trues designed for wind loads In the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end trues on continuous bearing wall UGH. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIMB LOAD. TOP Refer to Compurrus gable and detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete apecitications. DESIGN ASSUMES SHEATHING TO ONE FACE ONLY ; 24-01-08 24-01-00 15-02-03 8-11-05 1 8-11-05 15-02-03 t f 12 IIM-4x4 t 1' 12 6.001:7' 2 Q 6.00 • I M-3x5(5) M-3x5(5) ) ). of M o ,., j de°° . 1444444414.44%%14.4% a, o o w M-3x5(5)+ M-3x5(S) t y } 1. I j l 19-02-14 9-10-10 19-01-08 • • 1-00 48-03 • y 0 i-00 JOB NAME: 5019-A POLYGON - C10 - Scale: 0.1736 • .tO PRbc4. WARNINOat O@NERAL NOTES,unless orieM4se noted: r� 1Builder and motion oontreetor should be edstef el O ed of ell Neter I.This design b bleed enty upon the aremeters shown and le for en Indvldual J�., ,�`( j NT, • Truss: C 1 0 and Aiming,Ware conatr. uo5on commences. building component Applicabilty of design parameters vtd proper V` . = 2.2x4 compression web bradng must be interned where sherm.. Mcorporebon of components Ma responhlbSM Otte building designer. i DES. $Y: LA 3.AddiNond tampomry bredng b Neva ateNNy du1W6 eonaeuceen 2.Design assumes the rep and bottom dm ils tees Moray Maud at D Is the re g 2'o.o.and at 10'oa res eedv unless braced throughout Melt le M('.1',::•'o,e;i sponarimly of the erecta.AddaonN Parmenanl bracing of continuous sheathing ouch n ed saslNn g W DATE; 11/25/2014 the overall sRuelure is the reeponeHNity of the building deelgna, g r g(re shown for OrywN C}. 4.No Toad should be 3.In imps.* nine or thelat, bredngneu4ad respective c to SEQ. : 61251,12 fasteners ore 'Wed to l no time any Mer at bracing end 4.Design assumes of eau is es rete be used of lie en ce sel eeenybeo • complete end et no ems shwW any hada greets than B.Design assumes tru,ess are to e. In t non-emotive environment, � C.j r^•.'^ i C. `•-("' TRANS I D: 91315 7 design loads be applied to any component and are for me condition'alum. S.Compuitue hes no corWol over end mimes no responsibility for the 6.Uwgn assumes MI beefing at all supports shown.Shim or wedge If • A� fabrication,handing,ehipment and installation of components. 7 Dmitri assumes adsgvais dreM■ge is prodded. • er OREGON ) 6,This design U furnished subset to the IlmIeeons set forth by e.Plates shell be locatedonboth faces of trues,end pieced a*Malt center r�'' IIIIIIIIIIIIII�IIIIIIIIII�IILIIIIIIIII MR SA.lnc.yCompsiTrwSo1(were+7.66SP4(1t}Z7PYYVVCA In SCSI,copim of%AIM sill he furnished upon t 1Ones coincide%Oh joint canter Mee, 0.For basic connector plaHOiilgnvaluessee BaRdall,EBR-1Bee(mRek) CH 11'. 1 .?��1 FGAN.O. EXPIRES:1.2/37/2014 i 11E11II 1 This design prepared from computer input!by �I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 10.3" ICON°. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci: TC: 2x4 KDDF 114BTR LOAD DURATION INCREASE = 1.15 ) BC: 1x4 KDDF ll6BTR SPACED 24.0" O.C, Design conforms to main windforce-resisting system and components anddcladding criteria. t TC LATERAL SUPPORT C. 12"OC. DON. LOADING Wind: 140 mph, h"20ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, r• BC LATERAL SUPPORT r" 12"0C. UON. LL( 25.0)4DL( 7.0) ON TOP CHORD . 32.0 PSE (All Heights), Enclosed, Cat.2, Exp.B, :welts 091, DL ON BOTTOM CHORD " 10.0 PSI' load duration tactor=1.6, TOTAL LOAD " 42.0 PSP Truss designed for wind loads LL 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall DON, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL H-1x2 or equal typical at stud verticals. ' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer'to CompuTrus gable end detail for ) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12 i 4.00 . t f 3 y • us0 N 1 O ^'1 I I1 1 O ,.r I A N V7 elO J114111111111111111111111111111 . ,- M-3x9 i. 1 1 1 1-00 4-10-04 • • • • JOB NAME : 5019-A POLYGON - El . • • Scale: 0.6951 • WANNINeE: GENERAL NOTES,unions otherwise noted: ' , ,r-' R F� t.Edda and emotion contactor should be*Wised of el General Notes 1.This design to basad only upon eta parameter shawl and le for an Individual J. C• tin.E.� Truss: El and Warnings before consbuuNnn commences. balding component.ApplasblRy of dalpn pwsmetets end proper V l , 2.244conlpres61011 web bracing must be installed where showno. Mo rpaaton of component b the responsibility of dm building dashanar. 3.Additional bmperarybradng to insure sweaty dmMa eon°budbn 2 Design sesames the top and bottom chords b s laterally bead at /„ iy DES. BY: LA L the n°ponNWfy of ala erector.AddlPoml permamnl bracing of 2'o.o,and et 10'oa.respectively unless braced rwoughout their Iengtlmr by , F"e'e s oon9a°ue sheering such a►plywood sheatdng(TC)and/or drywall(B0). 'f , �. DATE: 11/25/2014 the ovendlHello b the msp°nsl6Ny of the building designer, 3.err Impact badging or lateral bracing required when shown** 4.Mn load should be applied to any component mei after al bracing and 4.InMPseon of Wes Is rte res oneibNy of lire masonry santadter, /f 1 1 Z.,.,,'. ( . SEQ. : 6125143Nehmen;are oomptata and et ns Imo shodd any bode greater than 9.Design gnomes busses grate be used M s noneanslas envbatment .i l l • design bads be spelled"any component and am Por'dry oondmen`al use. TRANS I D 41315 7 9.CompuTms hos m control ever and assume.no rnponslbEy far the O.and formes fullon loon'o et M support sho1w1.8Nm or lwdpa W Ay d�c 7.Nolen'laymen admirals drainage le presided. "�'OnL�F�ON. Isbrlwtian,handling,shipment and Mstslseen of oarpanenb. tumettmW' Qc B.N.deelgn b Nmishedwbledto Ma NInllaeona Get forth by a.Plates shell be looted on both faces of Wes,and placed so their anter r e 7 1 ILII{III{Ill�lnl�llilill�lllllllllllll WWJTCANSCSI aopfasefWNdlldlba"mhhadspanngoset IMeseindeatesizecapesntnnnes. `-. r7 >J' 9,gpite indicate ski caplets In Mahn. [+, • MITch USA.lno rCompuTnxi Software 7.&s(1 L)E ig.Fa tato connacca pl*4 dagga values sea EBR•I311.URA lime(MRak) 'l Q A N(^a.\...\ XPIRES:1'121x1/2014 I I :R II (III , r ' This design prepared from computer inputrihy " 111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 10.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1(00 TC: 2x4 KDDF 811.BTR LOAD DURATION INCREASE - 1.15 1-2.4 0) 36 2-6.4-253) 372 3-6-(-412) 239 BC: 2x4 KDDF 01a0TR SPACED 24.0" O.C. 2-3-4-4311 205 6-4.4-120) 97 WEBS: 2x4 KDDF STAND 3-9.1 -80) 74 ( LOADING 4-5.4 -7) 3 TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <- 12"0C. VON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED ERG ASIA OVERHANGS: 12,0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ,IR. (SPECISS) LL • 25 PSF Ground Snow (Pg) 0'- 0.0" -69/ 500V -36/ 105H 5.50" 0.80 KDDF ( 615) 8'- 10.3" -44/ 371V 0/ ON 5.50" 0.59 KDDF ( 615) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS.OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND, 2: Design checked for net(-5 psf) uplift at 24 "cc spacinq.J • BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.002" 0 -1'- 0.0" Allowed - 0,110" MAX 71 CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed - 0.133" MAX BC PANEL LL DEFL = -0.146" 0 4'- 5.1" Allowed= 0.358" MAX BC PANEL TL DEFL = -0.220" 0 4'- 5.1" Allowed - 0.418" 4-10 3-08-08 0-03-12 f 4' 1 4 f MAX H0R1Z. LL DEFL - -0.003" 6 8'- 4.8" 12 • MAX HORIZ, TL DEFL a 0.004" 0 8'- 4,8" 4.0H "' M-1.5x3 Design conforms to main windtorce-resisting r 5 -,, system and components and cladding criteria. Wind: 140 mph, h•15ft, TCOL-4.2,BCDL-6.0, ASCE 7-10, 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads 14-1.5x3in the plane of the truss only. N 3 ws s r • 1 n ~i M O O m M • vs 1 0a 01 OP' Aa ..0' 11.2.1---4114-3x4 �e M-3x4 • J. Y ). • 8-04-12 0-05-08 .1 /. y .• 1-00 8-10-04 ••i • JOB NAME : 5019-A POLYGON - E2 Scale: 0.4946 D PRD WARNINGS: GRNtRAL NOTES,online omerMsenoted: "�_. Fcc.O I.Builder sod erection contractor should be advised of ad General Notes 1.This deal Is based only 4' onpupon the design +ho er and le Incrop art tndlWduel e�` c ill'I Truss.: E2 and Wartdnoe before eautruetlon wmmenees, budding eomponeni.App[esbtNy of deNen paamefen and proper �a.;�Na"(N�' • �< 2.204 dompraulon web bracing muotbe Installed Hoare 011000 4, Inooryora0on of component is the responsibility of the budding designer. , DES. BY: LA 3.AddoonsltemporarybhebtHtoMouratlebitydutNgwnobuotAm 2.Dation%Immathe top end bottom chords to be Morally braced a� is the responddiry of tie erector.Additional permsneM bracing of Z'o.a end a110'e,e,reapediwiy unieu brayed tiuoughout etetr len by /'1';.5:e r.� DATE: 11/25/2014 the oreap aWsevn le the responsibety of tl e budding deslonhr continuous shed:trig svoh a plywood shesodng4TC)andter d yv ati C), 4.No lad should be ped tos,2x Impact ofliva orlaterel bracing required where$hown SEQ. : 612 514 4elany compo ent:2 y after all Mooing and 4.Installation of buss is cite responsibility 011ie reaputhe contractor. 1.... // ( � footmen:era complete and at no time should any loads greater than IL Thelon assumes busses ere to be used In s notworroelve environment. .I (2--'"• L `:'1: • TRANS I D: 41315 7design loads be applled to any component end era for"dry sand/lion'Muse.S.CompuTrut hes no control over end umumes no rasponelbldy for the o.Design eotumee rug bearing 61 e1 suppono shownry. .64161""6666 It 'rl • fe duolon,bandana,shipment ondlatapsIan of components. 7.Design'si umes adequate drainage b provided. 7 OREGON b; flfl 1l1 1 ��II 1 I.This design le rwnlohed gabfest to Ni.limitations set forth by S.Plates shag be locatedon bottom orbuat,end pissed so t ek center Q IIII11I 1111113111111 lin�I�I I II IIIN 1111�II) MITMc USA,lnc,lCompuTnis Software 7.8 8(1)E request. 1g.0.Porn b.aIo coiui�cfer plat.miIn nor acs ESR•1511.E8R-test(MITeS) . '�'� C� �' 95).. .J' EXPIRES:1:201/2014 11111111111111 This design prepared from computer inputiby PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAR 6'- 10.3" IEC 2012 MAX MEMBER FORCES 4WR/DDF/Cq•1100 TC: 2x4 KDDF 114B7R LOAD DURATION INCREASE - 1.15 1-2•( 0) 36 2-5-(-43) 57 3-5•(-213) ,56 BC: 2w4 KDDF 1148TR SPACED 24.0' 0.1. 2-3-(-89) 75 1 WEBS: 2x4 KDDF STAND 3-4•( -7) 3 LOADING t TC LATERAL SUPPORT <• 12"OC. UON. LI( 25.0)+DL( 7.0) ON TOP CHORD • 32.0 PSI BC LATERAL SUPPORT <• 12"0C. UON. DL ON BOTTOM CHORD • 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG Aii".EA TOTAL LOAD • 42.0 PSI LOCATIONS REACTIONS REACTIONS SIZE SQ.IM. (SPUCIE5) OVERHANGS: 12.0" 0.0" 0'- 0.0" -77/ 428V -29/ 88H 5.50" 0.68 KDDF ( 625) LL • 25 PSF Ground Snow (Pg) 6'- 10.3" -33/ 280V 0/ OH 5.50" 0.45 HOOF ( 625) N-1.51(4 or equal at non-structural vertical members (ton). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL )CORD. 2: Design checked for net(-5 psf) uplift at 24 "or spaciflg.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BRING MET. VERTICAL DEFLBCTION LIMITS: LL•L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL • 0.002" 8 -1'- 0.4" Allowed - 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL • -0.003" 8 -1'- 0.0" Allowed - 0.133" MAX IC PANEL LL DEFL • 0.128. 8 3'- 5.7" Allowed • 0.342" 6-06-08 0-03-12 MAX TC PANEL TL DEFL • -0.169" 8 3'- 5.8" Allowed • 0.568" 12 MAX HORIZ. LL DEFL • 0.000" 0 6'- 6,5" ) 4.00 v MAX HORIZ, TL DEFL • 0.000" 8 6'- 6.5" Design conforms to main windforce-restating M-1.5x3 system and components and cladding criteria, i /- 4 -V Wind: 140 mph, h•20.3ft, TCDL•4.2,BCDL•6.0, ASCE 7-10,` (All Heights), Enclosed, Cat,2, Exp,B, NHFRS(Dir), *, load duration factor-1.6, Truss designed for wind loads ' in the plane of the truss only. us ry 0 • 0 r- i 1 l I N N ,In -t i I p v ►�5 -• i f- M-3x4 M-1.5x3 i t t 1 1 1i 6-06-08 0-03-12 t 1 1 ,1. 1-00 6-10-04 ' i JOB NAME: 5019-A POLYGON - E3 ! Scale: 0,5549 • WARNINGS: GENERAL NOTES,unless°Intrigue noted: , ' 1.Guilder end erection contractor Mould be advised of sO General Nolen 1.TMs design b based only upon the paremetere shown and Is fora Indeldeel 5.,_ ...Nam.E;.h Truss: E3 end Warbles before aonaeuotion commences. building nomponenL Applicability of design pauamHeta and p�opar - , • a� 2.244 oompasaten web bredng must be Installed when shown*. Moorpamdon of oomoonnt N the roapormlhlly of me building dedgnet temporary bracing b Mauro stability during construction 2.OesIgn ammo the tap and bittern thirds to be laterally braced x DES. BY: LA a.pd »Na of to insure stael� bred of 2.ca.bed it 10,0,e.roepe„Bv.N unless binned 8weuglbbtbibIr NnpplIt�by /`�; 4:a°�. epoeslbOly permanentng *enthrone sheathing won u plywood sheet Ing(TO)andbr dryenN C). DATE: 11/25/2014 the overall enuahns 1e the roaponsbhl of the building designer. 3.2x biped bddting a lateral bracing required where shown** SEQ. : 61251454.No lead should ha spelled to ray component until after 5F bracing end 4.Insu8agon of buss Is the rosponsIbtOy erne reepadlve contractor. f / (yrhistans, are complete and at thee should any loads greater tits 8-Design assume*trusses an to be used M e nonwonoctve*whom, / ul0n loads be applied to any component }rad aro ter"thy oondises'oluct, C TRANS ID: 41315 7 d 8.oempam a has no control over and assumes no rnp°nelbety for dm 8- sign'flumes lull bearing u ell supports Chown.Shim or wedge If teWfoation,MndMO,shipment and MaleReson of component*. noway. le: O.REG N 3 7.Design assumes*decants drainage b prodded •° b s-This design t knobbed subject to the Malawi,VA.copies of which era be he forth by 5.Plates shall be locatedonboth teen of mat,and pieced 1(o their center C/.� 11''''2..2.•, I IIIIII VIII IIII I)NIS VIII�I IIS IIII fT USA,I ompuTrus Software 7'.6.'9(1 L request. with joint water hes. 10.pear bb,aln lbw co ectotor plate 4 rd Inches. see ESR-1311,ESR-I pea(Ayek) V .. QA,NG . . . EXPIRES:1.21'1/2014 •e e, , 110100111 r This design prepared from computer inputtk`y PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1:00 TC: 2x4 ROOF 81BBTR LOAD DURATION INCREASE - 1.15 1-2-( -2) 43 5-6=(-163) 115 5-2-1-226) 171 BC: 2x4 BODE* 81aBTR SPACED 24.0" O,C. 2-3-1-52) 49 2-6-1-134).419 NESS: 2x4 RUDE' STAND 3-9=( -71 3 6-3-) -70) T32 LOADING TC LATERAL SUPPORT <- 12"0C, UON. LL( 25.0)tBL( 7,0) ON TOP CHORD - 32.0 PSF • BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD • 10.0 PEP BEARING MAX VERT MAX HORD BRG REQUIRED BRC AREA TOTAL LOAD - 42,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECKS) 12 OVERHANGS; 12.0" 0,0" 0'- 0.0" -57/ 243V -59/ 6211 5.50" 0.39 ROOF ( 625) 4'00 cm- LL - 25 PSI Ground Snow )Pg) 2'- 0.0" -61/ 111V 0/ OH 5.50" 0.18 )(IMF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL i REQUIREMENTS OF INC 2012 AND LRC 2012 NOT BEING HET. �COND. 2: Design checked for nett-5 pall uplift at 24 "oc spac100d VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL - 0.002" 6 -I'- 0,0" Allowed- 0.120" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.002" 8 -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.001" 0 0'- 9.9" Allowed - 0.017" MAX TC PANEL TL DEFL - 0.001" 8 0'- 9.9" Allowed - 0.1a6" MAX HORIZ. LL DEFL - -0.000" 8 1'- 6.5" M-1.5x3 MAX HOR1Z. TL DEFL - -0.000" 6 1'- 6.5" J 3 Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 2IF Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, NWFRS(Djr), load duration factor•1.6, Truss designed for wind loads 1 In the plane of the truss only, w o Sn j 1 0 I.- N 1 a O N O • ; 1 ,-.4 ) ,-t 1 1 111111111111111 , M-1.5x3 M-3x4 4 1 • l 1y 1-00 2-00 I JOB NAME : 5019-A POLYGON - E4 Scale: 0.8360 WARNINGS: e t .PR-1�y�F' GENERAL NOTES,unless eternise noted: Cs; � , 1.Bolder and erenen contractor should be advised of as l3anere!Notes 1.This design is bend only upon the parameters shown and Ie for an MNvidual 'ki r'\:`NAQ1N Cf, •- Truss: E 4 and Werllrnga berme aebucaon coebenan, building eempof oemA component ii ly el dishy!parameters and proper `4 :. 2.Rot oomprenten web basing sant be Instilled when Ann./. Onign a Son of component N the nspensibto of the building designer, DES. B Y; LA 3.Addiound temporary bradng to l.„mot),doting aebooUon 2.Deign resume the top end bettm tchorda to a teterelybraced a( h the responsibility of the erector.Addiloest permanent nosing of n e.e end at 10'in,respeolv ly unless braced throughout Melt h by e �yrorAnususthethmgwcheplywoodshetmn dryvrd C), , " ef DATE: 11/25/2014 the cueing endure le the mpenaibION of the budding designer. 3,Dr Impact bald fere*helmendrin 4.No load should be appNed to aP bridging of bracing required the where co�e SEQ. : 6125146 M Mould all and 4.lesigayenorinmthen rePone Sue ofthnntpeNveconWNor. 1 *tonere ere complete and et no Sine Mould my loads oreaterInn O.Design enamor busses the to be used In e norroorroslve erlvlronmenL ( • i ,6/(, 4' TRANS I D: 413157design loads be epplhd to any component and are tor ti y condmM eof use. a.CompUTtue be no control over and newsmen no raeponstcmpNy for the N.Design assume,ml besting atoll ippon.shove.Shim or wedge If ant ,/ A 1 rabrheaon,bending,ehbment and mstetla of componeme, beass S. ORE(}(;�1+1 OQ '. T.nDesignass assumes odeyyeste drainage h prodded. I 111111 11111 1111111111 lllli 11111 11111 IIII IIII S.This neigh le fumiehedsub)ectto1M lbdtationsset forM plates ehalbeWooled on both hes of nu,and pieced so their canter '9R^ TPIAWCA 1n SCSI,apbs ofvdllrh wile be Wished upon request Ones coincide w1th hint anter Ilan.It L"N ,�..'�, AUTO USN Ins icompUTrua Software 7.8.R(TL)E 10.For blab connector piste deNN ign values see ESR-131 f,EaR•1 tea(Mock) +. `7 ��.' • FGA,Nt • • EXPIRES:12J 1/2014 t �IOIIIIIII1 This design prepared from computer input1by !11111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN H'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDP/Cq=1;00 IC: 2x4 KDOF 11611TH LOAD DURATION INCREASE • 1.15 1-2•1 01 36 2-5•(-53) 69 3-5-1-266) 185 BC: 2x4 KDDF 81iBTR SPACED 24.0" O.C. 2-3-(-109) 91 WEBS: 2x4 KDOF STAND 3-4=8 -7) 3 • , LOADING TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)0511 7.0) ON TOP CHORD • 32.0 POP BC LATERAL SUPPORT <• 12"OC. 500), DL ON BOTTOM CHORD= 10.0 PSI' BEARING MAX VERT MAX HORS BRG REQUIRED BRG ATEA TOTAL LOAD • 42.0 NSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECICS) OVERHANGS: 12.0" 0.0" 0"- 0.0" -69/ 493V -34/ l01H 5.50" 0.79 KDOF 1 625) LI. ..25 PSF Ground Snow (Pg) 0'- 6.0" -41/ 350V 0/ OH 5.50" 0,56 KDOF 1 625) 14-1.5x4 or equal at non-structural vertical members (oon). LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL CO ,. : Design c it Or or net - pa up t at or spaern1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS; LL-L/240, 1L•L/180 BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP MAX LL DEFL • 0.002" E -1'- 0.0" Allowed- 0.100° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL • -0.003" 1 -1'- 0.0" Allowed - 0.113' MAX TC PANEL LL DEFL - -0.355" 0 4'- 3.7" Allowed • 0.508" MAX TC PANEL TL DEFL - -0.475" 0 4'- 3./" Allowed • 0.762" 8-02-04 0-03-12 MAX HORIZ. LL DEFL -, 0.001" 0 8'- 2.2" _ 12 t MAX HORIZ. TL DEFL • 0.001" 0 8'- 2.2" . 4.00 v Design conforms to main windforce-resisting M-1.5x3 system and Components and cladding criteria. F 3 'e Wind; 140 mph, h•15ft, TCDL•4.2,BCOL=6.0, ASCE 7-10, III ' (All Heights), Enclosed, Cat.2, Exp.B, NWFAS(Di?), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 4, ,•-• 1 i t o iWI a ,11111111111 :r I M i in I en Y. p =- �5 , . O r �- M-3x4 M-1.5x3 ( i f 8-02-04 0-03-12 ' 1 i J. 1-00 • 8-06 { •( JOB NAME : 5019-A POLYGON -- P1 Scale; 0.5136 WARNINOS: GENERAL NOTES,unless oferwha noted: �S 1.BuOderand motion contractor should be advised of al Goners)Notes 1.This design Is baud only upon the pbtematem shown end Is for en Mean) ,t�.�,GINS' Truss: P1 and Warnings bofers conabuoSon commences. building component.Ppp0cebImy a anon parameters and preps• V iiii 2.2x4 compression web bracing mutt be Instilled when storm+. IhomperatIon of component k the responsibility of the building designer. 3.Addtianal romporary Wang to insure atabmry dudry eonsbvdon 2.Deaten ammo;the top and bottom chords to be lstoniy braced at / p`, DES. BY: LAT o.n.and*1 In'o.a eativa urdm bnesd Mrou Ctrl Mak lenpa� ,:' •e is the nspaenlb*y el Me sneemr.Additional pennansst bracing d continuous shoaling cuudd,es plywood shed dng(TC)eedror drywall C7. -f' p • DATE: 11/25/2014 the await structure is the responsibility of Ma building desipwr. 3.2s impsot bddeing or lateral bracing required where ohovm•• ) 4.No loud should be applied to say component unlit slier a/bredng end 4.Installation of s k Me nannsPo fy of the respectvo conbsotor. !!]�, ( (,.�i SEQ. : 6125147 fastener are oemplala end■t no Sine should any loads greater t en s,Oedgn Games Wass ere to be used m a uenboresho environment. �'L ` ` s �, end are ler' ao„dtion'ofsea alas lead*M d m tie int d'F TRANS ID: 41315 7 S.Compunus has no anted cep end Gnomes nerea responsibility for the 6.Dselp„ry, a,R 66°100 it 01111074,0O0 shown.Shim s!wadge If wM tgoco le. OREGON . fabrication,handing,Atoms*and bwlaWtion of components. 7.Onlen comma adequate drshnag,M',raided. �p 0 pI S.This design le furnished sub)ectto the Rmnosens set for by S.Plata*hurl be loaeted on both hoes of traces,end pissed so their marI 7Giy, �� 111111111 111111111111111 II�1�(m IIII(1�1 7PWVECA m SCSI,espies of*Aga nil be inrdahad upon request. lines coincide IndiansMM)alp eanInrrnche '7 II1I pN'll Iu1 9,teen Indians eke alpha In Inches, w MTek USA,Iftc/ComptlTfw Software 7.0.11(1 L)E 10.Fee basin connector pato design voices sea ESR 1311,ESR1068(MITe1) .G A t4ta EXPIRES:'712/8J/2014. a 11111111H . This design prepared from computer inputlby . d PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GOP/Cq•1i00 TC: 2x4 KDDF 114BTR LOAD DURATION INCREASE • 1.15 1-2•( 0) 36 2-5.1-53) 69 3-5•)-266) 185 BC: .2x4 KDDF 81ZBTA .. SPACED 24,0" O.C. 2-3.1109) 91 ! WEBS: 2x9 nor STAND. 3-4-1 -7) 3 t LOADING TC LATERAL SUPPORT c. 12"OC. DON, LL( 25.0)+13( 7.0) ON TOP CHORD • 32.0 PSF ( BC LATERAL SUPPORT <- 12"oC. 00N. DL ON BOTTOM CHORD • 10.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BEG ATEA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECI1S) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 493V -34/ 101K 5.50" 0.79 KDDF 1625) LL . 25 PSF Ground Snow (Pg) 8'- 6.0" -41/ 350V 0/ ON 5.50" 0.56 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ISITD. 2: Design checked fox net(-5 paf) uplift at 24 "oc spacipgj REQUIREMENTS OF IBC 2012 AND IEC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL•L/180 ( BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL • 0.002" 8 -1'- 0.0" Allowed • 0.100" AND BOTIOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL • -0.003" 8 -1'- 0.0" Allowed . 0.133" MAX TC PANEL LL DEFL • -0.355" 8 4'- 3.7" Allowed .. 0.5t8" MAX TC PANEL IL DEFL • -0.475" 8 4'- 3.8" Allowed a 0.7k2" 8-02-04 0-03-12 MAX HORIZ. IL DEFL • 0.001" 8 8'- 2.2" { f 4 1' MAX HORIZ. TL DEFL • 0.001" 0 8'- 2.2" 4.00v - Design conforms to main windfoxce-resisting i M-1.5x3 system and components and cladding criteria. • ..- • 3 4 -" Wind: 140 mph, 11.45f t, TCDL•4,2,ECDL-6.0, ASCE '7-10, ) (All Heights), Enclosed, Ca t.2, Exp.B, HMFRS(Dii), I load duration factor-1.6, ; Truss designed for wind loads in the plane of the truss only. H r N • p ) r4 I 1 M '' M N / j Of: '.S a A •- M-3x4 M-1.5x3 i • 1 1 I • J. l l 8-02-04 0-03-12 y y y 1-00 � 8-06 1 • i JOB NAME : 5019-A POLYGON - P2 Scale: 0.5049 E) .PR$Per WARNINOS. GENERAL NOTES,unless*Eternise noted; r.`. G"S 1,Bolder end*recOon conbedIN a should be advised of a0 General Note. 1. .design b based only upon the plummet's; an shown d I.for an Individual J ‘4. GI N fi Truss: P2 and Warning'before construction commences, building component.PppOoebmy or design parameters and proper 2.LN oomprsselal web bradnp mortise installed when shown 4. Incorporation of component is the responsibility of the budding designer. DES. B Y: LA 3.Additional temporary bracing to incurs ebbmry during eenatrudbn 2.Osulsu shd u tp o e respectively mid be�umrdMind le .I.te e�fat al /., Is the responsibility of the erector.Adder/mil dammed bradnp of P h .nd%o dryweGB)). •/®:' ` s,p c5Impact sheathing r such a plywood sherd wear a anal* C. .f. ' t DATE: 11/25/2 019 the Averse structure Is the responsibility of the building designer. 3.2s impact bridging or lateral bracing required where ehevan++ Y r„ 4.No load should be applied%any componentundf alter d i Dndng and 4.Inslallelon of toesN aro responsibility et she mermencontractor. / J I j 1. (,,,� SEQ. : 6125148 fasteners ere complete and et no ems.held any leads greater than s.Gordon daun,sabuosa.ere to bs sed In a oon-uonodve environment, (.. 7 /[ 1. design lade be eppUed to any eomponerd. and me for-dry condition`of use. TRANS I D: 413157 0.Design assumes fol belying nae supports shown.Shim or wedge If ... 6,Cempnrtnrs nae nor,ship over and asoma*nor comp neQh sr Uro neeessry. '?y.••flR��',:rN_ M. fslwleeeon,bending,shipment mdinebllseen of components. T.Peden assumes*demist*drainage tel plodded. Cl ' IL lids design M furnished sub)eo to dm linils0ens set for*by N.Plata ship ba Wasted m both feces OPIUM and placed so tidy onto 72, 0' IIIIII VIII I(8�IIIA VIII IIII{VIII IIII IIII TPIM fOA in BCan,copies of width will be budded upon request. gnu e*h olds vain Joint centers tw • 4.1:. 1: .. II iI I I N.Doris.tn connector n size plate In Inches. A4tiekUSA,1ncJCom tfFrus9oRwere7.8.8(7L�-E IO.For bedsconnMorplatedesign values see EAR-1311,ESR-1ge9(MReh) �/1Af�' • �ca. + EXP I RES:11.2/. 1/2014 2!i.,,; MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-41 1 UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45659524 thru R45659552 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PR �iVD OFFSS �� 0NGINEF9 /029 87022PE f` cINAj, OREGON qo WN CIO AMBER \‘.4‘' S A. Hei"- /iv E 'IRE :06/30/20 7' October 15,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45659524 PL14-411_UPPER F01 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 14 15:32:19 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-ZZoeRGLINIDoSzsoL6CKYbtnntcBIAPAEtddQUyTQoA 1-0-0 1.15x3 II 1 3x4= 5 2 Scale=1:13.2 U I■„ 0 0 I ■ Ii, •-_fes '/ 4 =/ 3 1.5x3 I I 3x4= 1-3-0 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress lncr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=183/0-3-8,3=219/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)277 lb down at 0-8-6 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:3-4=-10,1-2=100 Concentrated Loads(Ib) Vert:5=-277(F) ��,q�0 P R Ore _414 NGINE9 1029 870 2PE �<<%AT OREGO ti' I.I SER � r OS A. HEY' EXPIRES:06/30/2017 October 15,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE ABI-7473 rev.10/03/2015 BEFORE USE. Design void for use only with MTek®connectors.The design is based only upon parameters shown,and is for an individual building component,not �+ a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1PI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 ► Safety Information avalable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 s. - Job Truss Truss Type Qty Ply POLYGON R45659525 PL14-411_UPPER F02 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Tress Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Wed Oct 14 15:32:21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-VxWPsyNYWTWhG?ASXFoe0z7khDPD08ThB6kVMyTQo8 1f- � 1 1-1-0 I I 1-2-0 I I0.8-7i 1 1-2-0 110-11-131 Scale=1:39.9 5x6 I I 3x8 I I 3x6 FP= 3x6 FP= 5x8 I I 5x8 I I 5x6 I I 5x8 I I 1 2 3 4 5 6 7 8 41 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 e • 0 : -/AWA' - '11 i r \Y I \ r el a Irk I - !" \ W- e e m , d 7.3 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 6x6= 8x8= 3x6 FP- 6x8 I I 5x6 5x6 I I 5x6 I I 6x6 II 8x8= 6x6= 1.5x3 SP= 3x6 FP= 6x8 I I I 23-1-4 1 23-1-4 Plate Offsets(X,Y)- 132:0-3-0,0-0-01,f34:0-3-0,0-0-01 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.18 33 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1,00 BC 0.34 Vert(TL) -0.29 32 >955 360 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.06 25 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:204 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. - WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 40=1802/0-5-8,25=1724/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2126/0,3-4=-2126/0,4-5=-3962/0,5-6=-3962/0,6-7=-3962/0,7-8=-5590/0, 8-41=-5590/0,9-41=-5590/0,9-10=-5969/0,10-11=-5974/0,11-12=-5974/0, 12-13=-5823/0,13-14=-5823/0,14-15=-5433/0,15-16=-5433/0,16-17=-4691/0, 17-18=-4691/0,18-19=-3503/0,19-20=-3503/0,20-21=-3503/0,21-22=-1960/0, 22-23=-1960/0 BOT CHORD 39-40=0/1126,38-39=0/3074,37-38=0/4791,36-37=0/4791,35-36=0/5969,34-35=0/5969, 33-34=0/5969,32-33=0/5974,31-32=0/5974,30-31=0/5660,29-30=0/5153, 28-29=0/4146,27-28=0/4146,26-27=0/2781,25-26=0/1061 WEBS 2-40=-2082/0,2-39=0/1926,4-39=-1828/0,23-25=-1962/0,23-26=0/1733, 21-26=-1581/0,21-27=0/1391,18-27=-1238/0,4-38=0/1710,7-38=-1598/0,7-36=0/1558, 8-36=-777/0,9-36=-765/0,18-29=0/1051,16-29=-889/0,16-30=0/541,14-30=-437/0, 14-31=0/315,12-31=-281/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. �� s `t© P R OFF 3)Refer to girder(s)for truss to truss connections. S 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to � �C7\c.. �CNG(N4-, 4-1 be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1029 lb down at 6-11-0,and 177 lb [ 87022P r f down at 15-5-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. ! 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) StandardIV 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ,[t'0OR GON 1(/ Uniform Loads(plf) Yr �F E �1 Q Vert:2540=-8,1-16=-80,16-24=-130(F=-50) OO ,I.. R _`Q, Concentrated Loads(Ib) S A {�ER\ Vert:16=-177(B)41=-965(B) EXPIRES:06/30/2017 October 15,2015 4 I Mil. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10473/2018 BEFORE USE. Mt+ Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` k always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component S Suite Lane " Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45659526 PL14-411_UPPER F03 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 14 15:32:21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-VxwPsyNYWTWhG?ASXFoeOz9hhH?DyKThB6kVMyTQo8 . I 1-7-0 I I 1-9-0 I Scale=1:17.8 6x6= 3x6 11 3x6 I I 3x6 I I 3x6 11 3x6 11 1 11 2 3 4 12 5 13 6 d d N y N e e \e Id 10 9 8 sxs= 5x6 11 3x6 11 6x6= I 9-4-0 9-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.01 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.02 8-9 >999 360 BCLL 0.0 Rep Stress lncr NO WB 0.55 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/rP12007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. ' WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=1045/Mechanical,7=889/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-1033/0,1-11=-770/0,2-11=-770/0,2-3=-770/0,3-4=-1123/0,4-12=-1123/0,5-12=-1123/0 SOT CHORD 8-9=0/1102,7-8=0/781 WEBS 5-7=-1068/0,5-8=0/476,4-8=-311/0,3-9=-463/0,2-9=-417/0,1-9=0/1082 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)276 lb down at 0-6-10,132 lb down at 2-1-13,132 lb down at 3-9-0,132 lb down at 5-4-3,and 132 lb down at 6-11-6,and 132 lb down at 8-6-9 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-10=-10,1-6=-100 P R Concentrated Loads(Ib) "<r -St2 OF��+s Vert:4=-132(F)3=-132(F)2=-132(F)11=-276(F)12=-132(F)13=-132(F) 0NG,INE -, /O 2 ,k 870 2PE 9 cv SAT OREGO ��Q<C! 'A � Lin 1.3 O ��8ER \� EXPIRES:06/30/2017 October 15,2015 i 4 AIL WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. • Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteda,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiohts CA 95610 Job Truss Truss Type Qty Ply POLYGON R45659527 PL14-411_UPPER F04 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 14 15:32:23 2015 Page 1 1 D:c53 KN t9 S 8dZAN g LpvM E nZkyCd 11-R K29H eOoRXk Ewa9ZayH Gj R2 W M Ug8hxnm 9 V brZFyTQo6 r 1 1-10-4 II 1-9-0 1 01-8 Scale=1:41.8 3x6 FP= 3x6 FP= 1.5x3= 4x6 II 4x6 II 4x6 II 1.5x3= 1 2 28 3 4 5 6 7 8 9 10 11 12 13 14 15 16 o i I A \ ./ \ /W\ /M\H/M\ /M\l / \a 27 N tl AA 25 24 23 22 21 20 19 18 17 1.5x3 II 4x8= 3x6 FP= 3x5= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= I 23-11-12 I 23-11-12 Plate Offsets(X,Y)— 127:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.12 Vert(LL) -0.17 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.27 20-21 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:159 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 25=1061/Mechanical,17=1046/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-25=-1056/0,1-2=-1081/0,2-28=-1081/0,3-28=-1081/0,3-4=-2501/0,4-5=-2501/0, 5-6=-3277/0,6-7=-3277/0,7-8=-3277/0,8-9=-3417/0,9-10=-3417/0,10-11=-2919/0, 11-12=-2919/0,12-13=-2919/0,13-14=-1786/0,14-15=-1786/0 BOT CHORD 23-24=0/1860,22-23=0/2950,21-22=0/2950,20-21=0/3406,19-20=0/3228,18-19=0/2417, 17-18=0/971 WEBS 15-17=-1373/0,15-18=0/1152,13-18=-892/0,13-19=0/711,10-19=-436/0,10-20=0/268, 5-21=0/462,5-23=-635/0,3-23=0/906,3-24=-1102/0,1-24=0/1466 NOTES- 1)All plates are 3x6 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)20 lb down at 2-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. P R F 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). GJ��5NG(Nsir/0 LOAD CASE(S) Standard / R 4:-57 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 CC. 87022P. r Uniform Loads(plf) T Vert:17-25=-8,1-16=-80 Concentrated Loads(Ib) , , Vert:28=-20(B) i C y �A),, ORGONti� � �O AMBER \1 rO OS A. Hec", EXPIRES:06/30/2017 October 15,2015 s 1 . ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. 1� Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek"' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus He_iuhts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45659528 PL14411_UPPER F05 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumbers Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 14 15:32:23 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-RK29HeOoRXkEwa9ZayHGjR2WQUz6h_Pm9VbrZFyTQo6 1-2-12 1.5x3 II 1 3x4= 2 Scale=1:13.2 � o - o rV r 4 3 1.5x3 II 3x4= 1-5-12 1-5-12 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 1-5-12 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=74/Mechanical,3=74/Mechanical • FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <ti�E© PROs . 5 NGINEFR _44 87022PE 9� - r0/ y SAT OREGO On ER \1 OA. HE ' EXPIRES:06/30/2017 October 15,2015 ! ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev,10/03/2015 BEFORE USE. 1 •� Design valid for use only with MiTek©connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer roust verify the applicability of design parameters and properly incorporate this design into the overall MiTek' building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45659529 PL14-411_UPPER F07 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 1415:32:24 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-vWcXU_PQCgs5Ykkl8foVFebhCuJMQR9vN9KO5hyTQo5 ` 0-11,{8 Scale=1:39.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 ■ _• s 8 9 o o 0 _ 9 e c - _ ? _ g a 42 0 d N 4 a S < 5 f c - q S a it S e S r 4 ■ 41 NI r 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1-4-0 1 2-8-0 1 4-0-0 l 5-4-0 1 6-8-0 1 8-0-0 1 9-4-0 1 10-8-0 I 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 1 17-4-0 1 18-8-0 1 20-0-0 1 21-4-0 1 22-8-0 123-11-12 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-3-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E. DIAGONAL WEB). REACTIONS. All bearings 23-11-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 2 44/ 870 2PE �9r r yN '- 1V �A,,, OREGON ti� 4 'A�, 4/ Or) 1\ �� OS A. HE0`�° EXPIRES:06/30/2017 October 15,2015 a _ a ', ® parameters WARNING-Verify design parameteand READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ` a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mik'B' el( is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777e 109 ' Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Citrusuf9laht5,CA 95610 Job Miss Truss Type Qty Ply POLYGON ,. R45659530 PL14-411_UPPER F08 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Ocl 1415:32:25 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnzkyCd11-0iAviKQ2z8yAuJxhNJkos7tDlfa9tO3cp4ye7yTQo4 Scale=1:38.0 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 _ c o 0 0 o e c o 1 0 d d N A 1 uxxxxxxuxYYS/XY (YYX xxxuuxxxxxxx"xxxxxxxxxxxuxxxxxxxxxxxYXYXYXx< 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1 ' r -! '0-0 ...... ytet ri...$J 94r 1*-t-ir 1_,r _0 :0 .,.r 1 '.. 18-:r r 6A 1-4-0 -8-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 r LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 23-1-4. BRACED AGAINST LATERAL MOVEMENT(I.E. DIAGONAL WEB). (lb)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,35,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �( O PRpFFSS �\AGINEF'4 /O 44/ 870 2PE 91' N >" -y, -0j, OREG N (1154c Or, A. HEp`�P EXPIRES:06/30/2017 October 15,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev,10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPD Quality Criteria,DSB-89 and BCSI Boning Component Salety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45659531 PL14-411_UPPER F09 Floor Girder 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 14 15:32:25 2015 Page 1 ID:c53KNt9S8dZAN gLpvMEnZkyCd11-0iAviKQ2z8yAuJxhNJ kos7oi lez9r73cp4ye7yTQo4 2-6-0 I I 1-8-12 I I 1-8-12 I 0 ILP Scale=1:17.6 3x4 II 3x4= 1.5x3 II 3x8= 3x4= 1 2 3 4 5 e • e ., e • 11 e , 1.5x3= a N e 1.5x3= e e- I / s 10 9 8 7 6 1.5x3 II 3x6 = 3x5= 3x6= I 7-2-12 9-4-0 7-2-12 I 2-1-4 Plate Offsets(X,Y)— 11:Edge,0-1-81,f5:0-1-8,Edqe) LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) -0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 9-4-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 9=118/7-4-4,8=204/7-4-4,7=999/7-4-4 Max Uplift9=-34(LC 4),8=-74(LC 4) - Max Gray 9=183(LC 3),8=340(LC 3),7=999(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/280,3-4=0/280,4-5=0/500 BOT CHORD 7-8=-500/0 WEBS 4-7=-507/0,2-8=-381/0,4-8=0/339,5-7=-699/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Non Standard bearing condition. Review required. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down at 9-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard <--s P R Qp 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �CO� `NGINE - c.Vs> Uniform Loads(plf) Vert:6-9=-8,1-4=-80,4-5=-180(F=-100) _44., $7022PE 9r Concentrated Loads(Ib) Vert:5=-336(F) U) -7 -0)., OREG N �� 40 'AO �'�SER \1 r On A. HE¢�P EXPIRES:06/30/2017 October 15,2015 1 I r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �■ building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT ek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Gateau,DSB-89 and SCSI Building Component 777.109 1 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45659532 PL14-411_UPPER F10 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Wed Oct 14 15:32:26 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-svklvgQhkS6pn1 u8F4rzL3g2zi?quKdCrTpVAayTQo3 004 1 2 3 I 4 5 6 Scale=1:12.8 E — — —_ 14 • 0 0 • _ _ _ _I e e p a e e 13 12 11 10 9 8 7 I 1-4-0 l 2-8-0 I 4-0-0 I 5-4-0 I 6-2-12 I 1-4-0 1-4-0 1-4-0 1-4-0 0-10-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a . 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:33 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 6-2-12. BRACED AGAINST LATERAL MOVEMENT(I.E. DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)12,7,11,10,9,8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. c�Co� ‘AGI NO'4s�02 "w 87022PE �c" y ��j, OREGO 4o <v� 4 �O `cM8ER \1 OS A. HO; EXPIRES:06/30/2017 October 15,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/83/2015 BEFORE USE. MI: Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi iT e k is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qualify Criteria,DSB-89 and BCSI Building Component i Safely Inlormalion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus He_i0hts.CA 95610 • Job Truss Truss Type Qty Ply POLYGON R45659533 PL14-411_UPPER F11 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 1415:32:27 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-K5Hg7?RJUIEgPBTKpoMCtHDAy5FVdf M47Z2i0yTQo2 0-1-8 H I 1-8-12 I I 2-2-0 1 2-6-0 Scale=1:39.0 3x4= 1.5x3= 1.5x3 II 1.5x3= 3x4 II 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x6 FP= 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 _ sisst... 7 7\ /Or 4: \/ YVV .:20 4 k 16 17 16 15 14 13 12 1.5x3 II 3x6= 3x6 FP= 3x8= 3x5= 3x6 = 3x4= 2-2-12 I 1-11-12 2- 22-4-12 I 0-14 1-11-1220-2-0 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.12 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.20 14-15 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.05 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:15-17. REACTIONS. (lb/size) 12=849/0-2-12,17=1434/0-5-8 Max Gray 12=878(LC 4),17=1434(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/411,2-3=0/411,3-4=-1688/0,4-5=-1688/0,5-6=-2365/0,6-7=-2365/0,7-8=-1815/0,8-9=-1815/0, 9-10=-1815/0 BOT CHORD 16-17=-122/874,15-16=-122/874,14-15=0/2167,13-14=0/2232,12-13=0/1066 WEBS 1-17=-573/0,10-12=-1321/0,10-13=0/928,7-13=-517/0,5-14=0/295,5-15=-642/0,3-15=0/1060,3-17=-1289/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Q`CJ PR OFFS 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��<CNGI NEER cv Uniform Loads(plf) \ Vert:12-18=-8,1-11=-80 Concentrated Loads(Ib) 4C 87022P Vert:1=-336(F) • cP N y Aj, OREG•N (yam 'AC AMBER \\ O psA. 11 HE ' EXPIRES:06/30/2017 October 15,2015 e 1 ' ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 1.111-7473 rev.10/03/2015 BEFORE USE. Nil. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOM( is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 ' Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL14-411_UPPER F13 Floor 5 1 R45659534 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 14 15:32:27 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-K5Hg7?RJUIE9P�BTKpoMCtHDBP5J_dmEM47Z2i0yTQo2 I D-6-4 4x4 4 1-2-0 1 1 0-8-7 4x4-I 1-2-0 1 1 0-6-1 I --r 1 2 3 4 5 4x4 = 8 Scale=1:12.9 13 0 0 ry • 4x4 = 12 11 10 9 8 41* 4x4= 4x4= I 2-10-11 1 3-5-11 1 4-0-11 1 4-11-4 2-10-11 0-7-11 0-7-0 0-10-9 Plate Offsets(X,Y)— f2:0-1-8,Edgel,14:0-1-8,Eduel,f5:0-1-8,Edoel,17:Edge,0-1-81,f10:0-1-8,Edoel,1.12:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.02 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.03 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:37 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=209/Mechanical,7=204/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. _ WEBS 2-12=-314/0,5-7=-306/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ��, PROr �5 �NGtINEFR �� <cr �'V c...., 870 2PE AP Cfi.o"0 OREGO /�OWN O 4/SER -1 EXPIRES:06/30/2017 October 15,2015 a mi... 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGEM0-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MSek0 connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �L building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiWek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sure 109 k Citrus Heights,CA 95610 - Job Truss Truss Type Qty Ply POLYGON R45659535 PL14-411_UPPER F15 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 1415:32:28 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-oH2KLSxF3MW1 L2WNVtRQUIKIVdTMB6V InIcFSyTQo1 1 0-6-4 I I 1-2-0 I I 0-8-7 I I 1-2-0 1 1 1-5-1 I 2-6-0 I Scale=1:16.4 1.5x3 I I 4x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 1 2 3 4x4= 4 5 6 7 '\_.— - O N e :\ o- e e e/ 3x4=- 13 13 12 11 10 9 8 1.5x3 I I 1.5x3 I I 4x4= 4x4= 3x4= I 2-10-11 1 3-5-11 1 4.0-11 1 8-2-12 I 2-10-11 0-7-0 0-7-0 4-2-1 Plate Offsets(X,Y)— 12:0-1-8,Edgel,[3:0-1-8,Edael,19:0-1-8,Edgel,ft0:0-1-8,Edoel,113:Edde,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (lac) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.03 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.23 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code IBC2012/rP12007 (Matrix) Weight:49 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=356/Mechanical,8=356/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-380/0,4-5=-380/0,5-6=-380/0 BOT CHORD 9-10=0/380,8-9=0/353 WEBS 4-10=-262/0,2-13=-620/0,3-10=0/446,6-8=-437/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��c' G N On`SAO 2 ,..44., 87022PE 9v" / yN 'i �Aj., OREGO �o )N 9O �MSER -\\ O �S A. Her, EXPIRES:06/30/2017 October 15,2015 i a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/02/2015 BEFORE USE. Mill� Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Bonding Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON - R45659536 PL14-411_UPPER F16 FLOOR 12 1 Job Reference(ptional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 14 15:32:28 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-oH2KLSxF3MW1 L2WNVtRQUILaVaVM2TVInIcFSyTQo1 1 2-4-4 II 2-6-0 I Scale=1:40.3 1.5x3 II 4x5= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4 = 3x6 FP= 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 / N J •O 18 17 16 15 14 13 12 1.5x3 I I 4x8= 3x6 FP= 3x5= 3x5= 3x8= 3x4= I 23-1-4 I 23-1-4 Plate Offsets(X,Y)— f1:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.20 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.51 Vert(TL) -0.33 14-15 >848 360 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.07 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=1010/Mechanical,12=1010/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. - TOP CHORD 1-18=-1005/0,1-2=-1224/0,2-3=-1224/0,3-4=-2770/0,45=2770/0,5-6=-3086/0,67=-3086/0,7-8=-2175/0, 8-9=-2175/0,9-10=-2175/0 BOT CHORD 1617=0/2134,15-16=0/2134,14-15=0/3069,13-14=0/2772,12-13=0/1246 WEBS 10-12=-1544/0,10-13=0/1151,7-13=-740/0,7-14=0/388,5-15=-370/0,3-15=0/789,3-17=-1127/0,1-17=0/1535 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. R �ti�ED P °pFss Q. �NG'NE�A? /o2 •x 870 2PE 9 7 fiAT OREGO qoAu H �O c'y8ER �� Q SSA. HE , EXPIRES:06/30/2017 October 15,2015 8 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mg-7473 rev,10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �Y a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M:Tek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane ` Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 • i. Job Truss Truss Type Qty Ply POLYGON R45659537 PL14-411 UPPER F17 Floor 16 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Wed Oct 14 15:32:29 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-GUPQYhTZONUNeVcjwDOgyil W1 vuB5W2eXR29nuyTQoO ii rl-7-41 2-6-0 l 948 Scale=1:40.7 4x6= 3x4= 3x4= 3x4 = 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 o 7 S e �— e NN 7 NN, ###000,_ d i, N, 7 N N.a 21 0 2 d d III N Nst m r w e = e 20 All 19 18 17 16 15 14 13 4x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 0-g)8 23-11-12 I 0-Y-8 23-10-4 Plate Offsets(X,Y)— 119:Edge.0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 025 Vert(LL) -0.22 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.36 15-16 >783 360 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 13=1043/0-5-4,19=1043/Mechanical _ FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1581/0,3-4=-1581/0,4-5=-3040/0,5-6=-3040/0,6-7=-3266/0,7-8=-3266/0,8-9=-2265/0,9-10=-2265/0, 10.11=-2265/0 BOT CHORD 18-19=0/377,17-18=0/2450,16-17=0/2450,15-16=0/3294,14-15=0/2907,13-14=0/1291 WEBS 11-13=-1600/0,11-14=0/1207,8-14=-796/0,8-15=0/444,6-16=-314/0,4-16=0/731,4-18=-1077/0,2-18=0/1492, 2-19=-1125/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. e3 txG NEER s/, 2 <44 'c 87022PE 9r co y �Al'i, OREGON ti, 1U O �O �'4EER ' r On � A. HO; EXPIRES:06/30/2017 October 15,2015 1 f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. 1111. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Milek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Cdteda,056-89 and SCSI Building Component Suite 109 4 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus HeNiils,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45659538 PL14-411_UPPER F18 FLOOR GIRDER 2 1 Job Reference(ootional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 14 15:32:29 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-GUPQYhTZONUNeVcjwDOgyiITYv0S5hueXR29nuyTQoO 0-1-8 1-5-12 3�4= 21 3x4 I I - Scale=1:13.2 6 II 1.5x3= ■■ 4 ' 4 1.5x3= ■■ 5 ■Ully- ■ wi�� 3 1.5x3 II 3x6= 1-11-12 1-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) 0.00 4 **"* 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Inca- NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:17 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=240/0-5-4,3=240/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide metal plate or equivalent at bearing(s)4 to support reaction shown. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-l0d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert 3-4=-8,1-2=-280(F=200) �ED P R°EELS'. �� NC,INEFR 4C 87022PE 9r cv'0j, OREGON tP <v�' OS A. HES EXPIRES:06/30/2017 October 15,2015 i 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WEN REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �m a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DS8-89 and BC51 Building Component Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45659539 PL14-411_UPPER F19 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 1415:32:30 2015 Page 1 ID.c53KNt9S8dZANgLpvMEnZkyCdl1-kgzoll UBngcEGfBvUwvvVvrjOJMhg86om5njJLyTQo? 0-1-8 1.5x3 II 1 I 1-7-4 1 3k4= 2 I Scale=1:13.2 6 III 0 A ;; I 5 1111 U I♦,�� , 3 1.5x3 II 3x4= I 1-11-12 j 1-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.11 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=76/0-5-4,3=76/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide metal plate or equivalent at bearing(s)4 to support reaction shown. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 'ti N- s/° 2 870 2PE 9 .'y °Aj,OREGOO<U� On ER , S OBA- HO; EXPIRES:06/30/2017 October 15,2015 eI ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI.. Design valid for use only with Wok®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■� building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek* is always required tor stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 ' Solely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Carus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45659540 PL14-411_UPPER F20 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Wed Oct 14 15:32:30 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-kgzoll UBngcEGfBvUwvvVvr$zJMmg8dom5njJLyTQo? Scale=1:18.7 1 2 3 4 5 6 7 8 9 10 0 J & e o 0 0� 0 0 0 0 d d N N O O O O O O O O 20 19 18 17 16 15 14 13 12 11 I 11-48 11-48 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:55 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E. DIAGONAL WEB). REACTIONS. All bearings 11-4-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)20,11,19,18,17,16,15,14,13,12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. p P R pFFs�<-'?E 5 NGINEFS/ ,-_N ,..:-.7 2 YyU'� (11 A>, OREGON ti9,40 ,-.# \` � SA. Heck EXPIRES:06/30/2017 October 15,2015 _ 4 a WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 Pee,10/03/2015 BEFORE USE. • Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not - a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" a always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Cdteda,DSB•89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiohts.CA 95610 • Job Truss Truss Type Qty Ply POLYGON R45659541 PL14-411_UPPER F21 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 14 15:32:31 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZlcyCdll-CsXByNUpY k5upm52eQ827NtnjiEZbix_IXGmyTOo_ " 1.5xi II 0-7-12 I 2-6-0 iSx3 II 1 2 4x4= 3 Scale=1:13.0 J - a 5 4 4x4= 3x4= 01l-$ 3-4-12 0 1-8 3-3-4 Plate Offsets(X,Y)— 15:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=144/0-1-8,5=144/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��5 �NGINEC9 io� $7022PE 9 r' y �A- ORE�o do 1.14)1�o �M8ER '0 �Q OS A- HE��P EXPIRES:06/30/2017 October 15,2015 4 I • ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'ekA is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Boning Component Suite 109 `I Safety Informaton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 e Job Truss Truss Type Qty Ply POLYGON R45659542 PL14-411_UPPER F22 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 14 15:32:31 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-CsXByNUpY k5upm52eQ827NtijfLZZyx IXGrnyTQo_ I 1-3-12 1 2-6-0 Scale=1:24.9 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 dNt. Ns" Nio..., d N A .0, .0o, 6 9 '/ 1� 10 9 3x4 = 3x5 = 3x5= 3x4 = 0-1I118 14-3-12 I 41-8 142-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=624/0-2-8,11=624/0.2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-977/0,3-4=-977/0,4-5=-1120/0,5-6=-1120/0 BOT CHORD 10.11=0/426,9-10=0/1189,8-9=0/719 WEBS 6-8=-891/0,6-9=0/498,4-10=-263/0,2-10=0/682,2-11=-721/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �ti`R�° P R or �,\ on � ,$INEF3) /o2 870 2PE 9 7 NEAT OREGO /�O4/ 90„�,yQER \'` 4 S A. HECk EXPIRES:06/30/2017 October 15,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. N4 Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not k a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7011 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45659543 PL14-411 UPPER F23 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 14 15:32:32 2015 Page 1 ID:c53KNI9S8dZANgLpvMEnZkyCdl1-g35ZAjVRJIsyVyLHcLxNaKw156ybIwM5DPGpNDyTQnz 0-0_1-4 1 2-6-0 1 0-H6 Scale=1:36.6 4x4= 3x4= 3x4= 3x4= 3x6 FP= 3x5= 1 2 3 4 5 6 7 8 9 10 11 °- e 2 o T a a 20 ., N .7X-- 19 ~1 18 17 16 15 14 13 12 4x5= 3x6 FP=3x6= 3x5= 3x8 = 3x4= I 21-6-12 I 21-6-12 Plate Offsets(X,Y)— 11:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (ioc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.15 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.25 14-15 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=937/0-2-12,12=937/0-5-4 • FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-949/0,1-2=-41410,2-3=-414/0,3-4=2170/0,4-5=-2170/0,5-6=-2686/0,6-7=-2686/0,7-8=-1975/0, 8-9=-1975/0,9-10=-1975/0 BOT CHORD 16-17=0/1437,15-16=0/1437,14-15=0/2569,13-14=0/2472,12-13=0/1146 WEBS 10-12=-1420/0,10-13=0/1027,7-13=-616/0,7-14=0/264,5-15=-495/0,3-15=0/908,3-17=-1267/0,1-17=0/1042 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)18. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. �N.- OAS N FR `r-o 2 �f 87022PE 9x 7 N cv /•/ SAT OREG N ct, <U 9O �c�BER \� r �S A. Heck EXPIRES:06/30/2017 October 15,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not MI a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing rilek' a always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quarrty Criteria,DSB-89 and BCSI Building Component Suite 109 1 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Cams Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON - R45659544 PL14-411_UPPER F24 Floor Girder 1 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 14 15:32:33 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-9FfxN3W44b_176wU92Tc7YTAdWNn1 T7ES20NvgyTQny 0-1-8 H I- 1-8-12 I I 2-0-8 1 2-6-0 I Scale=1:38.6 3x4= 1.5x3 = 1.5x3 II 1.5x3 = 3x4 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x6 FP= 3x4= 3x4 II 1 2 3 4 5 6 7 8 9 10 11 e a eo e ®® 20 ., NNNSiNIN7N. 7No....— 9R N 4/9" 19 IX, AAAAAA AAAAX AAAAAAxx AAAAAAA AAAAxxAAxx A xxxXAXAAAXA x 18 17 16 15 14 13 12 1.5x3 I I 3x6= 3x6 FP= 3x5= 3x5= 3x5 = 3x6= 1 2-1-4 1 22-4-12 2-1-4 20-3-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) -0.00 14 n/a n/a BCDL 5.0 Code IBC20121rP12007 (Matrix) Weight:117 lb FT=O%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 20-5-0. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)15 Max Gray All reactions 250 lb or less at joint(s)12 except 13=489(LC 4),14=451(LC 4),15=417(LC 4),17=1052(LC 1) - FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/496,2-3=0/497 BOT CHORD 16-17=-301/21,15-16=-301/21 WEBS 2-17=303/0,1-17=-694/0,3-15=-111/271,3-17=-364/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Non Standard bearing condition. Review required. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard '\CCI -d FROFFSs 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 <3NGI NEF /O Uniform Loads(plf) 2 Vert:12-18=-8,1-2=-180(F=-100),2-11=-80 S� Concentrated Loads(Ib) Ct "-I Vert:1=336(F) r r C.C‘'\j, OREGO rL Q4/ 11O �j4SER 1\ OaS A. HER�P EXPIRES:06/30/2017 October 15,2015 a e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7477 rev.10/03/2015 BEFORE USE. MN, ..Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall . building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualtiy Crtteda,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45659545 PL14-411_UPPER F25 GABLE 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 14 15:32:33 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-9FfxN3W44b_p76wU92Tc7YTEP WOP1 VMES2ONvgyTQny 0-18 Scale=1:35.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 0s 0 e d L o ao a a—m— a o a - a 38 N N a S aa x o e a o 0 0 a a a 37 r� x� >vv c C,'''. r xxx7 2c2C tix��x xxxxxA 36 35 34 33 3231 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= 1402-8-0 4-0-0 5-4-0 6-8-0 8-0-0 9-4-0 10-8-0 12-0-0 13-4-0 14-8-0 16-0-0 17-4-0 18-8-0 20-0-0 21-6-12 I I I I I I I I I II f I I 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1a-0 1a-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-6-12 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 VertLL n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 19 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:100 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E. DIAGONAL WEB). REACTIONS. All bearings 21-6-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)36,19,35,34,33,31,30,29,28,27,26,25,24,23,22, 21,20 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. <<�En PRoFEss �c\G ,$INE�'g /-2 `r 8 • 2 P E r�r cv 7 N�Aj, OREGO c,IL 'FOn SMS E R -\� S A. HEY% EXPIRES:06/30/2017 October 15,2015 r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Itl Design valid for use only with M7ek®connectors.This designs based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MVliTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 1 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45659546 PL14-411_UPPER F26 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Wed Oct 14 15:32:34 2015 Page 1 ID:c53KNI9S8dZANgLpvMEnZkyCdl1-dRCJbPXirv6glGVgjm_rfl?Mbwc3mnWNhilwR6yTQnx - 1 1-0-4 1 2-5-0 1 0-'k8 Scale=1:41.5 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 � SINN 7 NN 7 'SIN 7 7 21 V a d AA 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= 0-01-8 24-4-12 1 0-4-8 24-3-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.23 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.39 15-16 >748 360 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:122 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1062/0-5-4,19=1062/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1782/0,3-4=-1782/0,4-5=-3190/0,5-6=-3190/0,6-7=-3366/0,7-8=-3366/0,8-9=-2315/0,9-10=-2315/0, _ 10-11=-2315/0 BOT CHORD 18-19=0/600,17-18=0/2626,16-17=0/2626,15-16=0/3419,14-15=0/2982,13-14=0/1316 WEBS 11-13=-1631/0,11-1450/1238,8-14=-827/0,8-15=0/475,6-16=283/0,4-16=0/699,4-18=-1045/0,2-18=0/1464, 2-19=-1200/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 't s, 87022PE 91- N ySAT OREG N tib,40 9O �M$ER \1 .� �s A. He?, EXPIRES:06/30/2017 October 15,2015 0 a a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate thin design into the overall T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wel( is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 Qualify Catena,051-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45659547 PL14-411_UPPER F27 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 14 15:32:35 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-5emhoIXKcDEXNQ4sHTV4CzYZEKOsVOPXvMVUzYyTQnw • I 1-7-4 I 2-3-0 I OH8 Scale=1:23.3 1.5x3 II 1.5x3 = 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 = 1 2 3 4 5 6 7 z 13 3 0 0 0Z N.. 0 N N 12 �V N.eO,/ 1 10 9 3x4= 3x5= 3x5 = 3x4= I 13-5-12 I 13-5-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.02 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.13 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:70 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. _ REACTIONS. (lb/size) 8=582/0-5-4,11=582/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. - TOP CHORD 2-3=-888/0,3-4=-888/0,45=-958/0,5-6=-958/0 BOT CHORD 10-11=0/463,9-10=0/1038,8-9=0/608 WEBS 6-8=-783/0,6-9=0/450,2-10=0/547,2-11=-697/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. •\c� 0 PROs mac.. �co NG(NEF9 /�2 87022PE 9r / N �Aj, OREGON cp AU 90, �M$ER '\' �O �S A. HE'�P EXPIRES:06/30/2017 October 15,2015 r I r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. MI. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall BL building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-B9 and SCSI Building Component 7777 Greenback Lane - Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45659548 PL14-411_UPPER F28 FLOOR SUPPORTED GABL 27 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Wed Oct 14 15:32:35 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd115emhoIXKcDEXNQ4sHTV4CzYb1 K3_VPNXvMVUzYyTQnw 1-0-8 1.5x3 II 1 3x4= 2 Scale=1:13.2 N T • • 4 1.5x3 I I 3x4= pp 1-3-8 1 0-l-3 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 """" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=32/1-3-11,3=32/1-3-11,3=32/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. sk0 PROFFss ��\� OI N EF'7 cc 87022PE 9� yN >� SAT OREG•N OWN F4,jgER 1 OS A. HE?" EXPIRES:06/30/2017 October 15,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitch®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stabifty and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Cdteda,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Num Job Truss Truss Type Qty Ply POLYGON R45659549 PL14-411_UPPER F29 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 14 15:32:35 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-5emholXKcDEXNQ4sHTV4CzYb8K3?VPNXvMVUzYyTQnw 1 0-10-12 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 0 d 0 N N r 4 �� X• 144, 1.5x3 II 3x4= 1-1-12 0-43 1-1-12 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 ".** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-1-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. _ REACTIONS. (Ib/size) 4=28/1-1-15,3=28/1-1-15,3=28/1-1-15 - FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��: jN Fgswo2 cc 87022PE -9� CV eeesift.iti y SAT OREGO ti Q44 9C, FMoER '\'\ • OS A. j 3 EXPIRES:06/30/2017 { October 15,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10103/2015 BEFORE USE. Mit Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not - a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7PI1 Quailly Criteria,DSB-89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45659550 PL14-411_UPPER F30 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 14 15:32:36 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-ZgK404YyNWMO_af3rBOJIA515kPGEsdg80E1 W?yTQnv 1.5x3 II 1 4x4= 2 Scale=1:13.3 0 G 3 1.5x3 II 4x4= pp 0-9-12 0-0-4 0-9.12 Plate Offsets(X,Y)— (1:Edge,0-1-8),13:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL- in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-9-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=19/0-10-0,3=19/0-10-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. •\(<- \\V P R 0Fe. 5 �GINEFS -9 870 2PE • yfiAj OREGO Q44/� C) FM8ER '\ � A. HE-Ck EXPIRES:06/30/2017 October 15,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �- a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quafrly Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45659551 PL14-411_UPPER F31 FLOOR SUPPORTED GABL 1 1 Job Reference(ootion* Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MiTek Industries,Inc.Wed Oct 1415:32:36 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-ZgK404YyNWMO_af3rBOJIA5lnkPDEsdg80E1 W?yTQnv 1-0-8 1.5x3 II 1 3x4= 2 Scale=1:13.2 i 4 - o T • 4 ��+11„ ♦��. .W. 1.5x3 I I 3x4=- 1-3-8 1-3-8 0-a-3 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL- in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. _ REACTIONS. (Ib/size) 4=32/1-3-11,3=32/1-3-11,3=32/1-3-11 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. nEO P R Opt . c;5 �N&INE 'Q 87022PE 9{ cv y "C, OREG•N „t// MBER 1 4 OS A. He EXPIRES:06/30/2017 October 15,2015 i 1 " ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. �* Design valid for use only with Mifek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' a always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,058-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Sheet,Suite 312,Alexandria.VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON - R45659552 PL14-411_UPPER F32 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 14 15:32:37 2015 Page 1 ID:c53KNt9S8d7ANgLpvMEnZkyCdll-10uSDQZa8gUFckEFOuXYHOdw971PzJLgNg_a2RyTQnu - 1 2 3 4 Scale=1:13.0 0 0 B 7 6 5 I 3-7-0 I 3-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E. DIAGONAL WEB). - REACTIONS. All bearings 3-7-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2 ct 87022PE 9r y �A>, OREGO ryo Q& 90 FM8ER �� , OS A. HE9% EXPIRES:06/30/2017 October 15,2015 i _ 4 a.WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not `f a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Miiek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPn Quality Criteria,DSS-89 and SCSI Building Component Suite 109 - Salety Informaiton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus HeiOhts.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/" Center plate on joint unless x,y fD y 4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury MEMDimensions are in ft-in-sixteenths. N� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orx-bracing,is always required. See BCSI. 0_1/T�„ 2. Truss bracing must be designed by an engineer.For 1 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I .M'." 7WIE O ilhi.iP,Mihi pbracing should be considered. 17-8 O 3. Never exceed the design loading shown and never 111114w stack materials on inadequately braced trusses. r– 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c6-7 cs 6 designer,erection supervisor,property owner and plates 0 la' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate location details available In MITek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that ,,./2 Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior I II (supports) occur. Icons vary but ©2012 Mitek®All Rights Reserved approval of an engineer. ■= reaction section indicates joint mit number where bearings occur. 17.Install and load vertically unless indicated otherwise. IIII Min size shown is for crushing only. Ml. 18.Use of green or treated lumber may pose unacceptable s— environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, Me Tek6 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015