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Plans /uS T.&0/_5-- ac)._S/ l s l(e ct.) /Sy .. DEC 21 20 i r — rY OP PG" tt 1� s frt o .��« _... .. i4:18ll _.. .:..: .- - CONFORMS TO DESIGN CORUF); v �� ! Lm.. G. fam.zetazzaUrsa.. Q f][ -„6�i r .r:«s 7 ❑ W'FOR'iS 7D DEMI CCNIPT WITH -{7 -illf4l7, REVISIMS AS SHDVel a *Ai l 0 HOH{ONFORNI{IC R,WISE AHD RE.R.®MiT iii TMu w � aa,Il ICKML I I MUM eiffii N \\*\\ \\\\\, ` Yidi!EI31.1i .E1.16RT Ora A*91,fbil*OVT0,A'EnC 1\ ILIGH1IR.COSii Y-PFLUI.IMI'f is ffiFi!N 5W RIF_;TT :4177 5 PAP F}......1G4;IR6 IL.Of Itl'JG1+.AYF fl.Ffflt1 :+E.95 PAP EVziv,. ay: A Od R.kbr-P9 Lro:Prig t.!Ori CT ENGINEERING INC ZD i 8:1 \ 11...- ✓ f ipP G. P V � '7 B:1i / x / / /A\ / a / „,--,-, 8 , e /1 \ 29 illi:1' 14;12 \ 14.12 45-- - WI= =is ti, rr-f.... at LIP mArt 71.5 VC [ I- 13'-11 VT '� I-I 15 �l -0f ®Copyright CompuTru s or.2006 BUILDER' ISSUE DATE' ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 11!25/14 PLACEMTR CALCULATIONS ATIOOt«NN PROJECT TITLE ENGINEERED STRUCTURAL ',Cfa. REVISIONS: DRAWINGS FOR ALL FURTHER 5019-A POLYGON INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: 1.1-:-,,,- umber DRAWN BY REVISION-2 TORESPONSIBLETRUCO FOR ALL N BUILDING TO TRUSS CONNECTIONS.SUiI.£NNG - 5019 / A CHECKED BY:: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVETR ALL & -'�' U.;S[� C is M P A.N Y DEUVERYLOCATION: SCALE: REVISION-3: DESIGNS PRIOR 7ocoNSYRucTION. ;7 3 -�.€ . 0.115”-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. ©CONFORMS TO DESIGN CONCEPT ❑CONFORMS TO DESIGN CONCEPT WITN . i� REV[5{ONS NOTEO C5 - - 0NON-CDNFDAMWG-PEViSE&RESURMIT 13---- 11S 5W RAW.wS B.tW*WE FOR GEco C....KE •• v11N DED. =KEPI OD, ADD DD. N. MID. MF • 11 S 9/l o y.._„._-_.... ... ............. .n 6v Alexia Fuku{ bale 12/22/14 IR co MICBRANDT ARCH TECTS ® CDNFCRa15 TO DESIGN C01,-.0T O COIIFOOR TO DESIGN Mari WITH .SEVISIDN5 AS SNDI'FN O NDN-CONFDowr.s-sssos AND RSUSN1T ' &!! 1 1 MOF4 V Rs>,.IL1I!C SP::iFIGD.,...»tmwNEERING INC \ \N\s,\ 8:12 r . \\\\*.\\\\\\\ \ W t a 8 8 E � r / ., gQ $/\ 9 / €3 / /C7/ / / / \ , , \ S:t / M12 14:12 • 14:12 A e 1 ' ::i N :+.: Et, '°t [ . 1Wt o O tyl ` ..Q I . . 20-5 1/4" • • r @Copyright ColnpuTrus Inc.2055 BUILDER: ISSUE DATE: ABOVE PVN PROVIEW FOR TRUSS POLYGON NW PLAOSCALCULATI EFERTO 11/25/14 PLACEMENT ONL.REFERT • ENGINEERED STRUCTURAL • PROJECT TITLE: REVISION-I: DRAWINGS FOR ALL FURTHER L INFORMATION.BUILONJG 5019 A POLYGON DESGNERE1dGWEEROFRECORD • RESPONSIBLE FOR ALL NON-TRUSS ac I --- .• PLAN: DRAWN BY: REVISION-2: TO-TRUSS CONNECTIONS.BUILDING DESIGNERiENGlNEER OF RECORD TO e y C o. 7 A N Y- 5fl19 / A CHECKED BY: REVIEW AND APPROVE OF ALL IS F` , DESIGNS PRIOR TO CONSTRUCTION. F k, DELIVERY LOCATION.' SCALE REVISION-3: 0.115"-1' All designs are property of-Pacific Lumber and Truss. Ail designs are null and void if not fabricated by-Pacific Lumber and Truss. ., .i.: .....f;• F:-: .._______..... ..,, .. , .. :. . , ,.. - r i • —. liliTik USA, Inc. ICOmptrrOWOOft'.7,1...are . . . . • ••••••• ,..,..„ •• ,-... ,,,,, Warnings -&-:•Generat Motet . ._ .. . . •, . ...... ... . -• - • • WARNiNGS:. 1, .00007.-Atio erection contractor,.. .'shouldbo-401,440 of all,.'9,,nar..,...attli:***. #04W6.0.)..!00PPrPre.00n....._. .:.... -•."—- ".• -•-•"-•"•: •" •.. ,... y commences.:- ••"_T. „.. 2i 2x4' teasing -Biatnmust beinstalled..where....'o..,!b......o1,...•v..,_r_.,,..3. M0100001***00044p.00lcmr****Abflti:0409*00110040r- 0 it*...i7esponsibi— tity_.af-th. a:erects... . 4cIchtinnal-- '..petnian. :....„....an. 1:480kv :4‘..4.A;Strat struc- .1 "itireAsAhe -ell,*buifthrig•404410eig - .• 4. Ni.'..i.•.,ba.d,..should ..—..b...6...4........0......0..1. 14...4.....16..,:,...,..•:."....16.._...6..,.616.......(0,.. i.n.. ...til,....4..ff.....t.......r....._Ad,..l...,.braving and complete and atna time should any Fatdt,great„rthan ... . .....t..toril R loads;.1). 0:40Ortet4iro‘ tmit pnYOOMPOi. !;.0...- 5. CompuTrus hasno control : . . responsibility,... .:..-.-- i:--i;i,,itie., .. ..,.. ,._.. • fabrication,hantritg1shipment.::andliistoikttion,of 00infitilienta4.. EL. This design. .. ialfutnithad„., .., :agiW. !t.k.the.fOtah... .Orf.s406141)lbY... .. .....ii,: •11:iiiWteA in.ad$1.copies at which be furnished 000tVi.0440a0t. , .. „.. ,:.. ._ GENE---- 1itt.•... - ,:isidttt tl3es.Othen0S6000& .,.. .i,. t- Thi44.;•004)**0000001i.vtiolltho.oat:000100:00001##14,(0500'40, butki.ngompc.4.10440.**14iof ifiestipppram000friiit....000# , !ivmrpotation4vqmp0oont.;$ __ft*:gtsept100101;0_ . _'11*i...0Kr0.0.,. ) .,tlitOfflo: .• 2.- 'POOP•-gr.$01M.E*.414111,Pan411.9.#3m.4h00;116400p144004.1***0-405AitA 2:!.-:c*.i and'atltr..;9cV4-itespP-0*0)..._.... „ ,:0110% br"4P,P4ttFoo0uttit#1efixt.hiW., pooii00:40,soolithotopOttaP:'.0fYWOotilheatti0000)**1004frOolflp0);,;;; 1. 2xI.M0act.'11)040:00 Vitlatetal.:btoOnsrnquitedvibioiao,k6e6;44ii 4. Installation of ous*ts:010100PP0s04111*OfilicresPediv****1.1)t. assumes 5. Oetionu • -- - :;tiookes4re tiyliwtisectinAlWitiribi.0,4F'41****K- 7,...„ ,::••-• andiare' rfOt'-drYttnichtlitin4.. . .•of' „use: ,. .,,,,,,,,_. 6,.. Design assumes 400 bearing At'alleuppotitebt*At She*or:wedge if... necer4.., :. aky_, .•••• uate 7. posion-400iffie##0,044r400000 kl. ,,.. . ... . . . 1: . .':_ ._ .;'•-.. bwkiitititittli both;fteei of twits, • • itilacoit's lhilittenteffilot. 8.: P`i0107*0011..... ...: ,.. „...,„..: , ..and, ... _.,44 ...,.... . ....,.. .,., . ,... „..., . rp., .•..., •. .:..:,. ..,.... ..,. .. .. opmcklawfth:1014 -centerlines Digits. 4.....• .•••....-- .1.,,f,,....,••,•v.,', , 4..' k- "I X i&tat 6. .. . :SI III:•.•. 1 0plate.,. in inches. •,.., . _. . . . . .... ..._ ...._ • itt. For basic isai4-.4eskyi'ValtieS:•OeeEaRilitif$RA.,., ...., ,. . „.., PAPF4ii,..• . . . c.....iti".. .. ., • • -'61.' ' .4. • . .• .....,., ., . . . ••-•• - . .. ..* • . GIN- ---',-.•.• - • • •- .-, .. • ..._ . . ..,. 0 440. ...•• •• .. .. .. ..... .• .... .. -,.,: • .:.-.-.•••,-•• • •••• • • - • '7. .:, ..i.•:',-. .••. .-.443•A,,--- .:.,.. . • • '1' 6^ - i''''• --' '''' „,,,s- 4,'••••?:. .,i,;,,;•::. . „ ,. . : ;-. - ,..:•.,.‘ , ,7-V,.-' , •- ••• • ••• ,. - ,, .. • ...: ,, :- ..:- . ... ..... .>1410: -•- .. 0.. • . --, . Z. ...:: :;:74 ”. •,,,,, -9. -k,..: •-4OREGON• -A•:. ,:,"•':,,;,:6..:!..:,,..,..,j4,.'.?41',„..3,94s-‘•...i,..„.,....'..,,.,.•.'is.:::.*.:,...,_..,!. t).-11.k.14.. 06,-..i7,4r • .1:. Giiiig--• .1-:•4--'s”-.- :-. '111. -Pijii:0,' .'- . . _......,-- .. . _ .. .. . . , . EXPIRES:17,14.1/4.0 ., . .. . . ' '• ---':-' b aj IfiIIIIiIIIIfi This design prepared from computer input'by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq=1:00 TC; 2x4 KDDF 81&BTR LOAD DURATION INCREASE - 1.15 1-2'( 0) 50 2-5-1-37) 41 3-5,.(-1201 127 BC: 2x4 KDDF 814BTR SPACED 24.0" O.C. 2-3-(-85) 59 3-4-(-10) 5 WEBS: 2%4 KDDF STAND LOADING TC LATERAL SUPPORT <- 12"0C. 000. LL( 25.0)4DL( 7.0) ON TOP CHORD - 32.0 PSP BC LATERAL SUPPORT <- 12"0C. DON. DL ON BOTTOM CHORD - 10.0 POE BEARING MAX VERT MAX HORZ BEG REQUIRED BOG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.15). (SPECI`1S) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 325V -29/ 78H 5.50" 0.52 ROOF ( 625) LL - 25 PSF Ground Snow (Pg) 4'- 0.0" -22/ 159V 0/ Ott 5.50" 0.25 KDDF ( 615) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or spaci LE REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/160 MAX LL DEFL 0.002" @ -1'- 0.0" Allowed ' 0.1 " BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed 0.11123" MAX TC PANEL LL DEFL - 0.018" @ 2'- 1.8" Allowed - 0.223" 3-00-04 0-03-12 MAX TC PANEL TL DEFL - 0.018" @ 2'- 1.8" Allowed ,. 0.335" 12 MAX HORIZ. LL DEFL ' 0.000" @ 3'- 8.2" 6.00(7 MAX NORIZ. TL DEFL - 0.000" 2 3'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. M 1.5x3 q -, Wind: 140 mph, h-20.2ft, TCDL-4.2,BCDL'6.0, ASCE 7-10,' �- 3 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dif), load duration factor-i.6, Truss designed for wind loads in the plane of the truss only. 0l cn ar . o t N O N N rn Cl. h oA- 1 ►�5 -/ C, M-3x4 M-1.5x3 A- 3-08-04 0-03-12 J• y Y 1-00 4-00 . • JOB NAME : 5019-A POLYGON -- Al Scale: 0.5769 Calp P R,,4- WARNINOS: GENERAL NOTES,unless otherldse noted: cc��\':`_t�IN �VW:,: 1.&Aider end erection conbaotor should be advised of ell General Notes 1.Tfds deatgn a based only upon the parameters shown and Is Mr an individual "J� �1 pi Truss: Al and Warnings before conatmction commences. building component.AppOcebility of design parameters and proper 0.204 compression web bracing must be Installed where shown r. Incorporation of component Is the responstbeity of the bu0dng designer. ! 3.Additional temporary bracing to ham steAD during construction 2,Peeler assumes the tap mcd bottom chorda Iola laterally bread et a 1 ./i.li ti DES. B Y: LA p N g 2'o.c.end.1 10'on.respecdve)y unless braced throughout their lenggtUhI by f: i is the responalbifdy of the erector.Additional pannanent Drente of onenuoua sheathing such*5 plywood shesthing(TC)anoint drywall(BC). DATE: 11/25/2014 the oveng structure is the respunaibtity of the building dedgner. 3.2x Impact bodging or latent bracing requIred where shown+o I 4.Mn toed should be entailed to any component until after at brining end 4.insla0atan of Wu Is the responsibility of the respective contractor. { f ~`l-�.. (' �; "'f- 4.Pesten SEQ. : 6125129 faatenera are complete and at no time should any loads greeter then assumes Wawa are o be used M e nonsomoalva environment, � design loads be applied to any companenL :::::::*dry nd are Sor"dry condition"of use. TRANS I�: 413157 S.CompuTme hes no control over end assumes no neaponsibdity for the e'Design caoaumes mutt bearing elect suppers ehovm.shim or wedpoN A OREG6N O(?, fabdeation,Wang,shipment end Installation of ra onente. ry y' g p nP 7.DeSign assumes adequate drainage is provided. 1R , �4 g 8,This design Is furnished wbfectta the Ilmimaona set forth by 8.Wates shall be located on both laces of trues,and placed so their center (u y .� ��I��1111I 111 I�(�g II I I�� III I II ll�� TpNNrCA In BCS{,capias of which v411 be famished upon request. g lines coincide Indicaate size)ofnptiata n Icanter nches, �� 1�I ( MiTek USA,IncicompuTrus Software 7.B.B(tL)-E 0.For baafc connector plata design voice,cc.BSR 13t I,ESR-1988(Wren) ( A Nt U EXPIRES:12/31/2014 1II I 11 1111 This design prepared from computer inputeby PACIFIC LUMBER-BC - LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1;00 TC: 2x4 KDDF 81OBTR LOAD DURATION INCREASE a 1.15 1-2n(-84) 61 1-4n)-37) 39 2-4"(-120) )26 BC: 2x4 KDDF 81aBTR SPACED 24.0" O.C. 2-3n(-10) 5 WEBS: 284 ROOF STAND LOADING TC LATERAL SUPPORT « 12"0C. RON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX BORZ BRG REQUIRED BRC ATEA BC LATERAL SUPPORT 0 12"0C. 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 ROOF ( 625) 3'- 10.5" -26/ 158V 0/ OH 5.50" 0.25 KDDF ( 625) LL a 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2; Design checked for net(-5 psf) uplift at 24 "oc spaci REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX TC PANEL LL DEFL - 0.018" 6 2'- 1.0" Allowed = 0.2i3" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAR TC PANEL TL DELL " 0.016" @ 2'- 1.0" Allowed a 0.334" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL a 0.000" @ 3'- 6.8" 3-06-12 0-03-12 MAX HORIZ, TL DEFL - 0,000" @ 3'- 6.8" 12 _ Design conforms to main windforce-resisting 6.00 p system and components and cladding criteria. . Wind: 140 mph, h=20.2ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,: (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dii), load duration factor-I.6, M-1.5X3 g Truss designed for wind loads -r in the plane of the truss only. Z •M q M I O • O em d I N I N 4 u•1 .-4,,.. d o ` 1�r Se=iell4 M-3x4 M-1.5x3 s 3-06-12 0-03-12 ,1 y ", 3-10-08 r JOB NAME : 5019-A POLYGON - A2- Scale: 0.5471 WARNINOS, OBNERAL NOTES,unless otherwise noted: .c e� P R F"+S` 1.Builder and enation contractor should ba advised of e0 General Notes 1.This design Is based only upon the parameters shown and Is for en IndNldual C♦'.- 'Q' Truss: A2 and Warnings before construction commence*. building component.App)eabiliy of design parameter and proper J _` a�NrC(� >Xn 2.2x4 compression web bracing must belmealled where shown 4. Incorporation of component la then C+^ • L P P responsibility of bu0ding designer, 2.Additional temporary bracing to Insure stebdly during construction 2.Design assumes the to and bottom chords to be late yyii i DES. BY: LA p S 2'09and et 10'Ito.respectively unless braced throughout length by f m the reepoesimury of the erector.Additional permanent bracing of continuant shoemi such as Bh �: it f.a s*_- DATE: 11/25/2014 the overall atruaura is the responsibility of the building designer. 3.2T Impact bridging �y1M0otl ah eelMng(TC)andfor drynag,eC), pp ging or lateral bonds required where Chown+I. SEQ. : 6125130 4.No load should be*pulled to any component unel after all bracing and 4.Inetagaean of trumpet tine res onelbalty of the reepeotNe contractor. y fastener are complete and et no time should any leech greater than i.Design assumes bruises are to be used In a non-corrosive environment, ,( J ,- /l f. TRANS I D: 913157 design loads b°applied to any component and ere for'dry condition"of use. bb 0.CompuTma hue no control over and imams no responsibilityfor the S.Design sesames fug bearing al eg supporta shown.Shim or wedge N fabrication.hendBng,shipment end inetellabon of components. necessary. p ( 6.This design U filmishad aub)eol to the timllatlona ear forth by7.Design destinies la ad°yna,drainage is provided, 1,' OREGON O(tj; I��III still II �I II�III�II��I H�I��II 1111 r 8.tries cMelee l,00lhag be dthJoin on both n eve of truss,and placed so their center - �,() II ajRli I TPIMIrCA h SCSI,copies of which sill be furnished upon request, boat coincide wftlnJelnt canrrgnea, '7 M)TBh USA,lsc.lCompuTru9 Software 7.8.6 1L•E B.Digits Indicate size Opiate In inches. C 1 3.. ( ) 10.For bask connector plate design selves see SSR•1311,ESR•1888(MRek) ��/ ,97`� G,gNe; L EXPIRES:12/ ,1/2014 This design prepared from computer inputiby 11114This LUMBER-BC TRUSS SPAN 15'- 3. s R0N0. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) LUMBER 4PECIFICATIONS LOAD DURATION INCREASE . 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF NISBTR SPACED 24.0" O.C. system and components and cladding criteria. 8C: 2x4 KOH 81CBTR TC LATERAL SUPPORT <e 12"OC. UON. LOADING Wind: 140 mph, h=24.1ft, TCOLa4.2,BCDL=6.0, ASCE 7-10,� BC LATERAL SUPPORT <n 12"0C. UON. LI( 25.0)+DL( 7.0) ON TOP CHORD a 32.0 PSE (All Heights), Enclosed, Cat.2, Exp.B, HMS(Dint, DL ON BOTTOM CHORD = 10.0 PSF Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factaxal.6,Truss designed for wind loads considered for this design. in the plane of the truss only. LL 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall Oa. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL N-1x2 ox equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. DESIGN ASSUMES SHEATHING TO ONE FACE ONLY 7-07-14 7-07-14 12 1)M-4x4 12 14.00 V' 2 \I 14.00 I 1 W i O ) A- c:, 11111111 •'/'-1 h ' 1-00 15-03-12 JOB NAME : 5019-A POLYGON - A GABLE Scale: 0.2769 G •I"i pRf Fps WARNINGS; GENERAL NOTES,unless Overate. 4 e noted: . 1 t fl M 1.Builder and erection conbaetor should be advised of ell Genanl Notes 1.This design is based only upon the peremeten shown sod U for an Individual Truss• A GABLE and Warnings before construction commence/, building component.Applicabllty of design parameters and proper 2.2x4 compression web bracing must be Metalled When shown 4. incorporation of component is the responsibaiNof the building designer. 3.Addetonellempote bracing to stab dodo construction 2.Design assumes the top and bottom chorda to Lelatenily braced at • .��{ N 9 Ety 9 Z'o il,end of i d co.respectively unless braced throughout their len r _! DES. B Y: LA h he reagens b by of Me erector.Add lenei permanent bradng of ox., sheathing such se plywood sheatidng(TC)and/or drywall(BC). DATE: 11/2 5/2 014 the overall structure is the responsibility oft e building designer. 3.2x Impact bridging or lateral bracing required where;howl e* � �. C� 4.No load ehoutd be applied to any component until after a8 braving end 4,Installation of bees is aro responsibility of Me respective aontreate, ( 1. SEQ. : 6125131 fastener*are ample%end acne erne should any loads greater than 5.Oesignassumes trussesare tobeused inanon-corrosive environment, design loads be applied to any component. end are for"dry condition"of use. 6.Design assumes to hien"beering al e8 supports Shaws.Shim or wedge if 2y OREGON TRANS I D: 413157 S.Compel=has no contras over and assumes no responsibility components. Me necessary. fabrication,handling,Oilmen(end inetalladon of components. 7,Design assumes adequate drainage ie provided. 9 Thi AnIs t SCSI,Piesetchel furnished subject limitation' nUhet forth by request.request. Pes coincide 8 Plates e jointcenter located n both ce h faces shores,and placed so their center ON 1 :2Q IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIillllliTAU �J. 9,Digits Indicate size of piste in Inches. ftytTek USA.Ir>c.tCompuTrus Software 7.6.6(11)-E 50.For beat oonnador piste design values see ESR-5711,ESR-1988(MRex) EXPIRES:1.2/31/2014 1tll l(I Ij1I This design prepared from computer input,by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-05-04 GIRDER SUPPORTING 94-00-00 FROM 0-00-00 TO 11-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x6 ROOF NIOBTR 20-05-04 GIRDER SUPPORTING 50-03-00 PROM 12-00-00 TO 20-00-00- 2=(-13024) 2952 8- 9=( -420) 1010 8- 1=(-8040) 1828 11- 5-(-4760) 0.32 BC: 2x8 ROOF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-11526) 2630 9-10=(-3122) 13964 1- 9=(-32581 14998 5-12-(-1558) 6156 WEBS: 2x4 ROOF 1)168TR; 3- 4=( -7682) 1874 10-11-0-1650) 7356 9- 2=0-57281 1316 12- 6=(-7870) 422 2x6 ROOF 916BTR A LOADING 4- 5-( -7682) 1874 11-12=(-1614) 7996 2-10-(-7342) 1708 6-13=(-5600) 1300 7-0-3406) TC LATERAL SUPPORT <- 12"OC. VON. TC UNIF 1.10 50.0)+DL(L =14.0)--F G64.0dPLF w 0'-(Pi 0.0" TO 20'- 560"7V(-13606) 3084 13-19=(5- 6-0-11672) 2674 12-13 --238)252) 11054 4524 13-11=(-4589) 1178 3=1-1478) 65617-14=(-8394)3- 11308 BC LATERAL SUPPORT <- 12"0C. UON. BC IMF LL( 525.0)+01( 377.0)- 902.0 PLF 0'- 0,0" TO 11'- 0.0" V 11- 4-(-2754) 11284 BC 0NIF LL( 0.0)+DL( 20.0)- 20.0 PIP 11'- 0.0" TO 20'- 5.2" V M' ( 2 ) complete trusses required. BC UNIF LL( 603.1)+DL( 410.1)= 1013,2 PLF 12'- 0.0" TO 20'- 0.0" V BEARING MAX VERT MAX EOM BRG REQUIRED BAG AREA Join together 2 ply with 3"x.131 DIA GUN LOCATIONS REACTIONS REACTIONS SIZE SQ.CN, (5000185) 11)4 nails staggered at: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -2189/ 9707V -279/ 2798 5.50" 15.53 KDDF ( 625) 9" oc in 2 row(s) throughout 2x6 top chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 5.2" -2215/ 0818V 0/ OR 5.50" 15.71 ROOF ( 625) AA 4" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 2 row(s) throughout 2x6 webs, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CO.t. : resign c ec er -or nett- ps ) up t at 4 "oc spacr.5� VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-05-01 6-09-09 6-09-09 3-05-01 MAX LL DEFL - -0.160" 8 I3'- 9.2" Allowed - 0.9(6" 0' '( f f MAX TL CREEP DEFL - -0.324" 8 13'- 9.2" Allowed - 1.331" 3-05-01 3-06-06 3-03-01 3-03 3-06-09 3-05-01 f '' T f 4 1' .f MAX HORIZ. LL DEFL - 0.028" 8 20'- 2.5" • 12 M-4x12 12 MAX RORIZ. TL DEFL - 0.046" 8 20'- 2.5" , 14.004 14.00 Design conforms to main windforce-resisting ,� 40 system and components and cladding criteria, =1 Wind: 140 mph, h=24.1ft, TCDL-4.2,BCDLn6.0, ASCE 7-10,, (All Heights), Enclosed, Cat.2, Exp,B, IiWERS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 1...1_5x6 M-4x8 i 0 yf 5 r M �N O O , j -1-10x10 "M-10x10 f M-i x7 6 M-5 x16 ommuko .a-.a- •- Y i-\11 R ne-110%!�n rmorcersQ �� NI� ��-m��_ N N M-39,10 M-7x10 =M-10x10 M-7x10 M-12x14 1s. M-12x14 M-7x8(S) M-3x10 •• 1 .6 3' .6 3' 3, 3. 3-01-09 3-06-08 3-06-08 3-06-09 3-06-09 3-01-09 1 3 . 8-05-04 12-00 J l 20-05-04 y . JOB NAME : 5019-A POLYGON - A GIRDER • Scale: 0.2130 L t� j} WARNINGS: GENERAL NOTES,UnionoMemdse noted: e L0'P R by I.Builder and erection contractor should be advised of all General Notes 1.This design is bolted only upon the parameters shone end le ter an Individualr! �? Truss: A GIRDER end Warnings before construction oommencos. building component.Applicability of design perametem and proper It QI �2.2x4 compression web bracingmustbe installedwhere shown+. Incorporationofcomponent ie the reepmreibilny ofthe building designer.DES. BY: LA 3,AddNonal temporary bracing to insure stability during construstion 2,2'Dn.e. ori t 10'the tap end bottom a orda to be rougho braced at h Me roaponsibidry of the erector,Additional permanent bracig of 2'o.a and at 10'os.snobntepeetiveiyanses brecetl Mroughtle Meir all )y p i,•a • DATE: 11/25/2014 the overall etruenee is the res ansl0il of Me building designer, wntlnuous ahsalMng each as plywood ahanMMg(TC)and/or dryweg C. p nYg D 3.2x impact bddghtg orlateral bracing required where shown++ • SEQ. : 6125132 fastened 4.No load should be applied to any component until after all bracing and 4.Instelledon oftruaa is the responsibility of the respective contractor. / fasteneare complete end atm lime should any loads greater than 5.Design assumes busses era to be used in a non-corrosive environment, ..•- / 1. (; TRANS I D: 413157 design hada be applied to any component and ere for-dry condition"of use. 1 6.CampuTrus has no control over and assumes no responsibility for the 8•Nato assumes.full bearing et all supporta shown.Shim or wedge if . • fabrication,handling,shipment and inaledegan of components. necessary. i11;90 OREGQN 5 . { 8.Thio design is furnished subject to the Bn te6ona set rotor byT.Oealgn assumes adequate drainage is provided. 'V O 1 1I��4 I Ilei M I 11 I[I�I11 TP1fWTCA In SCSI,copies of which nIB be NrnIshed e plates coincihall de located(Chi an bath facmroes.of truss,and planed so Melr senior . j� K Iupon raqusa4 Ones eehdde with lofncate size of plata In t center nohe. L �� 1 z 2�� MITek USA,If1C/CtxnpUTNs Software 7.8.6(11)-E 10.9.For baatagits lconn eet"plate design value.see ESR-1311,ESR-1986(Wok) •--1 •• '0A.NG ti EXPIRES:1,2/$1/2014 IIIc IIIIIII This design prepared from computer inputiby PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.5" iNr. : resign c ec e. or net - ps up tft at , oc spac 1. 1 TC: 2x4 ODE BSIOTR LOAD DURATION INCREASE 1.15Design conforms to main windforce-resisting BC: 2x4 KDDF IUISBTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT 0. 12"OC. VON. LOADINGWind: 140 mph, h-24.2ft, TCDLm4.2,BCDL"6.0, ASCE 7-10,! BC LATERAL SUPPORT <m 12"0C. SON. LL( 25.0)+DL( 1.0) ON TOP CHORD - 32.0 PIE' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dii), DL ON BOTTOM CHORD m 10.0 PSF load duration factormi.6, • Unbalanced live loads have been TOTAL LOAD " 42.0 PSFTruss designed for wind loads considered for this design. in the plane of the truss only. LL - 25 PIF Ground Snow (Pg) Gable end truss on continuous bearing wall Uai. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. DESIGN ASSUMES SHEATHING TO ONE FACE ONLY i 6-11-12 6-11-12 • 1 1 1 12 I IM-4x4 12 • • 1 ,o- 14.00 7 2 Q14.00 `. • N.8 r. 1 v L 0 i : 0 t rh , o a , o , N N A— K- rrri,,,,,, -,4r t r J' Y Y ,l 1-00 13-11-08 1-00 JOB NAME : 5019-A POLYGON - B1 Scale: 0,1793 ,f acQ-PR Qf WARNINGS: GENERAL NOTES,anises otherwise noted: r\``N( fN" , I.Builder and ereulfon contractor should be edoeed of all General Notes I.This design Is based only upon the parameters shown and Is for an Inolvlduai V .A;,, Truss• B1 end Waminga before construnBon commence+. buildingoomponenl Applicability ordesign parameters and proper 2.204 compression web bracing must be InetaHed where shown s. Incorporation of component Is the responsibility of the beading designer. 2.Design easumea the topand bottom chords to a laterally braced et 3.Additional temporary bredng to Insure stability during construction 2•o.a and at it IT o.c,respectively anises breced tttroughcul their lenppr�h by ki -p!e ap DES. BY: LA Is the respuneibiilhy of the erector.AddlHoml permanent bracing of continuous sheathing such eeplywood aheeling(TO)an dor drywellisc). DATE: 11/25/2014 the overall structure is em responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ 4,No Toed should be applied to any component until after as bracing and 4.Installation of truss le the responsibility of Pre reepecthre contractor. - �: SEQ. : 6125133 fasteners are complete and at no Dmshould any toads greater than 5.Design assumes busses are to be used M a non.eorrosNe environment, T RAN S I D• 41315 7 design loads be applied to any component and ere for'dry condition'of use. ff.tt • 5,Compurus het no control over and assumes no responsibility for the e.Design assumssboB treeing alag supports shown,Shim or wedge U OREGON �. fabrication,handing,ahl ment and ins(allabon of components, nesignesa .A /l g P P T.Design assumes b el cared sir oirhifac a is buss, 7.Li , �04 6.Thb design to furnished nabJeo{to the Ilmlla5ons set forth by B.Plates shall be Located on both faces of truce,and placed so their center ,7C[� .` (III II 11111 11111 11111 III VIII Illll I II till TPINYTGAA EC91,copies ofwh sh will be furnished upon request, Ones Indloat with)ofnfunsn inches. 7 • 9.0 Digi b Indicate size uof tnptne re naa. .",v MITak USA,Inc.(CompuTrus Software 7.6.6(h )-E f0.Forbasic connector pfate daelgnvalues see EBR!31 1,E$R 19aa(Mirex) Gill NIG EXPIRES:1.2/31/2014 11111IIIIIf(I This design prepared from computer input!by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-11-08 GIRDER SUPPORTING 48-03-00 IBC 2012 MAX 0)814800 FORCES 4WR/UDF/Cq-1.00 TC: 284 KDDF 81ABTR LORD DURATION INCREASE „ 1,I5 (Non-Rep) 1- 20)-4826) 1132 6- 7-(-286) 320 6- 1-i-5704) 1304 8- 4=(-1122) 02 BC; 288 ROOF 41ABTR 2- 3-1-3956) 1050 7- 8"(-782) 3052 1- 7-) -758) 3414 4- 9-) -368) 1048 NESS: 286 ROOF 82; LOADING 3- 9-(-3956) 1050 8- 9-1-692) 3052 7- 2-) -366) 1448 9- 50( -758) 3414 2x9 ROOF STAND A IL a 25 PSF Ground Snow (Pg) 4- 5-1-4826) 1132 9-10-) -82) 304 2- 8.1-1122) 402 5-10-1-5704) 1104 TC UNIF LI( 50. 1+81)TC LATERAL SUPPORT 0- 12"OC. UON. BC 5610 LL( 578,1)+DL) 413.11)- 991.2 PLF 0'- 0.0" TO 13'- 11,5" V 8- 3g(-1522) 5686 BC LATERAL SUPPORT c= 12"0C. VON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE N. (SPECI S) Join together 2 ply with 3"8.131 DIA GUN REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING NET. 0'- D.0" -1668/ 7365y -289/ 2800 5.50" 11.78 KDDF { 6 5) nails staggered at: 13'- 11.5" -1668/ 7365V 0/ OH 5.50" 11.18 KDDF ( 6?51 9" oc in 1 row(s) throughout 2x4 topchords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD, TOP S" oc in 2 row(s) throughout 2x8 botom chords, AND BOTTOM CHORD LIVE LOADS ACT NOH-CONCURRENTLY. (GONG. 2: Design checked for net(-5 p5#) uplift at 24 "oc spaci. , 9" oc in 2 row(s) throughout 2x6 webs, 9" oc in 1 cowls) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL0L/180 MAX LL DEFL . -0.032" 8 6'- 11.7" Allowed . 1.6`x2" 6-11-12 MAX TL CREEP DEFL - -0.065" 8 6'- 11.7" Allowed - 0.839" 6-11-12 • 1' 1. 1 MAX HORI2. LL DEFL . 0,004" 8 13'- 8.8" • 3-09-06 3-02-06 3-02-06 3-09-06 HAX HORIZ. TL DEFL - 0.007" 0 13'- 8.8" T f d 4 4 12 12 Design conforms to main windforce-resisting 14.00V M-4x6 system and components and cladding criteria. ' 34.0" 14,00 Wind; 140 mph, h"24.2ft, TCDL-4.2,BCDL-6,0, ASCE 7-10,, `Q (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, • in Truss designed for wind loads in the plane of the truss only, M-3x4 M-3x4 :111111PIP: c;u7 0r ojf M-3x10 M-3x10 �iO0/ yrm0)o flim osh N - ME 1 I c . • .- /- N b - LO M-3x10 M-4x10 -M-10x10 M-4x10 M-3x10 11 1 1 1 3-05-14 3-05-14 3-05-14 3-05-14 y 1 13-11-08 i JOB NAME : 5019-A POLYGON - B2 Scale; 0.2333 WARNINGS; OENERALNOTES,unto..otherwise noted: • •�Q.,PR �rFs I.Builder and erection contractor should be advised of alt General Notes I.This design is based only upon the parameters shont,and Is for an Individual .t (N �yG� Truss: 82 and Wemings before construction commences, buildingcomponent. t ` ` Q �QO� Po p oent la tyo designplity errand proper `N "7Cn.; 2.204 conal temporary arab bracing oust be Installed where shovel ru.. incorporation o/component la Na responsibility at Me building designer. V 0/ DES. BY: LA J.AddiBonel temporary WacMg to Insure arebSry during conotrudion 2,Design assumes the top end bottom chords to he laterally braced at /,® ; Is the responsibility of the erector.Additional permanent brsdng of 2'c.o,and et 10'0.4.reapanOvety uniess braced throughout their length by i':a DATE: 13,/25/2014 the overall is the responsibAlry of bit bWldki aosi er, continuous sheathing such as plywood shea6dng(TC)andlor drywellin), • g gra 2.Do Impact bridging or lateral bracing required where shown.. SEQ. : 6125134 S.No load should be applied to any component untli ager all bracing end 4.In.Mganon of trues ie the reaponsibBty of the respective contractor. . fasteners ere complete and at no time should any road'greeter than 5.Design assumes trusties are to be used in a non•corroslve environment, l I 1/;Z--.. . (_- TRANS ID: 413157 design loads be applied to any component and are Mr Miry pond neo'of use. 1 if( - 5.Compule.a hes no control over end assumes no responsibility forma 6,Design assume.fug bearing stag supports ahovm,Shim or wedge If f fsbnagon,handling,shipment and Installation of components, necessary, provided.le 8,nils dedgn le furnished sub)ect to the llmliatlone set foNt by 8.plewea shag he locateddo or boll,ate ban of , d ptecod so their tamer OREGON ,,`` 111111111111111111111011010111111 M(TA USARInesCompuTrus Software 6I,copies of which will be 88(1L)-E hed upon request. t9.0.For battleIndicate ice olfat dee Ines coincide with joint Center linveWee see E6R-1311,ESR-1938(MiTax) 'T 11 \,,,,, \ GANG. • EXPIRES:12/31/2014 L. II[I1i1lll This design prepared from computer input:by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci7jj TC: 2x4 (ODE O1BRTR LOAD DURATION INCREASE - 1.15 Design conforms to main windforce-resisting BC: 2x4 KIM B1EBTR SPACED 24.0" D.C. system and components and cladding criteria. TC LATERAL SUPPORT <« 12"OC. ION. LOADIHGWind: 140 mph, h-25.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10,. BC LATERAL SUPPORT <- 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PIP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di;), DL ON BOTTOM CHORD « 10.0 PSF load duration factor-1.6, Unbalanced live loads have been TOTAL LOAD " 42.0 FOE ,End vertical(s) are exposed Co wind, , considered for this design. Truss designed for wind loads LL - 25 PIE Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall VON, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. 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. . DESIGN ASSUMES BNEATHING , 21-10-08 17-10-07 TO ONE FACE ONLY 9-08-03 12-02-05 12-02-05 5-08-02 1' .( T 4 4 12 HM-4x4 12 /- 6.00 l 2 X 6.00 M M 3x5(S) -3x5(S) Ij v, .a i ww w `0 n , i 1 ..f I O a V) 0 I — N y fwRo¢aL1:1 » 5 —, ' r 4 M-3x5(5)+ M-3x5(S) ,1 ,P y )-- 13-10-04 16-00-12 9-09-15 Y 1 b 39-08-15 1-00 i JOB NAME : 5019-A POLYGON -- Cl Scale: 0.2018 e0)'PA J�es WARNINGS; GENERAL NOTES,unless otherwise noted: r��r.`-`.Q' a W__ 1.&der and erection contractor should be advised of all General Notes t.Thu design le baled only upon me pparameters shown and la for an Indviduat 'S \Y ='�J T ru S S: C 1 and Warnings before constructon commences. building component AppllcabiSty of design parameters end proper 2.2e4 compression web bracing must be installed wdlere shown+, Incorporation of con onent ie the res onsm1111y of the buidin designer. ) 3.Additional brawn to insure stebiRy dude cvnsbustion 2.Desitin assumes the topPnd bottom chords to ba lelerelty brec ed et M/ l. P,r e r0 DES. BY: LA 3 the re onsibih temporary!We Greater.Addiaonsl permanent bradng of o 0.0.and at 10'OA.respectively eetvely unless braced throughout then len by s W ty ontnueus sheathing such as plywood sheathing(TC)and/or drywall C). DATE: 11/25/2014 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing remitred where shown++ �-^}^ //� r f 4.No load should be applied to any component until after all bracing and 4.Installation of Buse Is file responelblfily of the respective miracles.aetomiracles. t 1 / .—. /t - SEQ. : 6125135 fasteners are complete and at no time should erry toed,greeter then 5.Design assumes busses are to be used bra noncorrosive environment, design loads be applied to tiny component. end are lar"dry condition"of use. A� TRANS I D: 41315 7 5.CompuTrus has no control over end assumes no responsibility inr We 6.Design assumes htl bearing atoll supports shown.aRm or wedge N 7 n#3 •QC• fabrication,handling,shipment necessary. 0 q iulded to thellmitapn of oomponby 7.Pates shall opted nhfeesnprovided. /77 �Q 5.This design is furnished auhfed to limitations set lorW by S.Plates shnp be located on both feces of truss,end pieced so their center y� (�L r 1'., IIIIIi IB[!IIS[VIII VIII III[[il[I IIII IIII TPIMfTCA h 6051,copies of which will be furnished upon request 8.Digit.IndicOnes ate sizde e)t plate lnoint rinlches, V 7 A1 MITek USA,IGC.(C GmpuTrus Software 4-7.8.6SP1(1L)-Z 10.For basic connsdor piste daelgn values see ESR-1311,ESR-1866(Moak) ANC G EXPIRES:12/31/2014 iIHl11II 4 1 This design prepared from computer input by PACIFIC LUMBER-BC LMM68R h8840fFSDA38ONS See approved plans TRUSS SPAN 39'- 9,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 i TC: 2x4 KDDE 9108TR LOAD DURATION INCREASE - 1.15 1- 2•) -49) 78 10-11.(-379) 1555 1-10.1 -88) 62 6-14•7 -177) ;.61 BC: 2x4 CODE 910510 SPACED 29.0" O.C, 2- 3e(-1884) 434 1I-12-(-394) 1939 10- 2.1-2071) 431 14- 7=7 0) 116 NESS: 2x4 RODE STAND 3- 4-(-1983) 508 12-13-(-316) 1768 2-11.) 0) 574 7-15..7-1893) X73 LOADING 4- 5-(-1513) 496 13-14.(-254) 1460 11- 3.1 -357) 131 15- 8.) -271) 178 TC LATERAL SUPPORT (- 12"0C. UGH. LL( 25.0)+DLI 7.0) ON TOP CHORD - 32.0 PIE 5- 6-(-1519) 481 14-15•(-258) 1173 3-12.1 -162) 146 BC LATERAL SUPPORT c- 12^OC, DON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-1654) 429 12- 4.1 -26) 469 i. TOTAL LOAD - 42.0 PSF 7- 8.7 -104) 135 4-13-7 -750) 260 OVERHANGS: 0.0" 12.0" 8- 9•7 0) 50 13- 5.1 -270) 1022 i' LL - 25 PIE Ground Snow (Pg) 13- 6•7 -372) 100 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORS BRG REQUIRED HO AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECKS) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -262/ 1705V -319/ 354H 5.50" 2.73 KDDF ( 625) 39'- 9.0" -302/ 1805V 0/ OH 5.50" 2.89 UDE ( 6:5) [COND. 2; Design checked for net(-5 psf) uplift at 24 "oc spaci:laj VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0,096" 8 13'- 10.0" Allowed - 1.942" MAX TL CREEP Inn . -0.182" 8 13'- 10.0" Allowed . 2.589" MAX LL DEFL - 0.002" 8 40'- 9.0" Allowed - 0.110" MAX TL CREEP DEFL - -0.002" 8 40'-' 9.0" Allowed - 0,133" MAX BORIE. LL DEFL - 0.050" 8 39'- 5.5" 21-10-08 17-10-08 MAX BORIS. TL DEFL • 0.078" 8 39'- 5.5" 1 3-09-06 6-00-06 6-00-06 6-00-06 t 6-00-06 6-00-06 5-09-12 Design conforms to main windforce-resisting 1' 'f 1. 4 '1 4 1 4 system and components and cladding criteria. 12 12 6.0077 14-4X6 ':Z16.00 Wind: 140 mph, h-25.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,1 On (Ail Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), 4 S .0 load duration factor-1.6, ( * 34 Truss designed for wind loadsin the plane of the truss only.M-5x6(5) 6 M-5x6(S) 0.25,3," 0.25" 7 0 iIt__ 8M-1,5x3 9 M-1.5x3 .� 0 M-3x6 M- x9 1,25" M- x8 0.25 M-3x5 15 M-5x6(S) 11-5x8(5) • 1, 3 3 3 J. 3 5-09-08 8-00-08 8-00-08 8-00-08 9-10 39-09Y 0-11-15 JOB NAME : 5019-A POLYGON -- C3 Scale: 0.1386 - ryrypp' . WARNINGS: a ,U-fr7ifi'� GENERAL NOTES,tmlessothernlaenoted: t.Builder and erection contractor should be advised of ell General Notes 1.This design Is boned only upon the pPeremeten shown end is for an Individual '(,�� a N Truss: C3 sod Warnings before construction commences. building component,Appleabtlty el design parameters end proper (��. ` . 2.234 compression web bracing must be installed where shown*. Incorporation of component Is the responsibility of the building designer. �. 3.Additional temporary bracing to insure stability during conatroetion 2.Design assumes ms top and bottom chorda to be latently bread at DES. BY: LA 2'o.o.end at In'o.r.respectively unless bread throughout gth `,1 `i.a'� .. . Is the responslbmty of the erector.Addition.'permanent bracing of continuous sheathing such as plywood eheathlng(TC)end/ordrdryweil(BC).Y - `.e DATE: 11/25/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required whore Womb*e j SEQ. : 6125136 4.No load should be applied to any component unfit rifled bracing end 4.Instal anon o(truss is the responsibGty of the respective contractor. / / `� /I L fasteners are compute end Si no time should any loads greater than 6,Design ammo busses ere to be used In anon-corrosive environment, { -..r C4- TRANS I D• 913157 design loads be applied to any component end are for'dry eonditlon'of use. 6.CompuTrus has no conical over and assumes no responsibility for the 8.Design assumes fug bearing at at supporta shown.Shim or wedge.if fabrication,'unarm,Shipment and installation of components. necessary. OREGC)Ncin e.Thu design to furnished subject to the limitation'tel tarot by7.Design assumes adequate dninege la provided, r 4 1111�� Hui Ill II 3 I I I II r 6.plates shall be located on both teas of Yen,and placed so their center ,(� 7PVWTCAM SCSI copies of which will be furnished upon request lines ts indicat with ir)ofptanInrlfoke. C� 1 MITek USA,Ina/CompuTrus Software 7.6.6(114-B 10.For heel('connectorplate design values see 858-1311,ESR-1088(MITels) '7 yt� FGANt 4: EXPIRES:12131/2014 : py II1IIIIIII 11 This design prepared from computer inputby PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 0,0" IBC 2012 MAX MEMBER FORCES 4W14/DDF/Cq-1.00 TC: 2x4 KDDF 916518 LOAD DURATION INCREASE - 1.15 1- 2-( -49) 78 11-12-1-538) 1786 1-11-( -89) 98 15- 7-( -409) 894 BC: 2x4 KDDF 8168TR SPACED 24.0" 0.1. 2- 3=(-2198) 990 12-13=(-665) 2294 11- 2=(-2417) 1021 7-16-) -55) 698 WEBS: 2x4 KDDF STAND 3- 4=(^2410) 1129 13-14-(-575) 2171 2-12=) -79) 711 16- 8-( 0) 202 LOADING 4- 5-(-2005) 1073 14-15-(-591) 2156 12- 3-( -495) 185 8-17-(-3026) 1530 TC LATERAL SUPPORT <- 12"OC. 00N. 11( 25,0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-2002) 1070 15-16-0-770) 2928 3-13-) -1011 203 17- 9-( -203) 281 BC LATERAL SUPPORT ca 12"0C. VON. OL ON BOTTOM CHORD = 10.0 POP 6- 7.'7-2607) 1185 16-17-(-879) 2426 13- 4-) -79) 402 TOTAL LOAD - 42.0 POE 7- 8-(-2903) 1227 4-14-) -699) 431 OVERHANGS: 0.0" 12.0" 8- 9-( -62) 151 14- 5=( -669) 1960 LL - 25 PSF Ground Snow (Pg) 9-10") 0) 50 14- 6-( -921) 516 0-1.504 or equal at non-structural 6-15-( -163) 675 vertical members (uon). BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE "s For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORS 800 REQUIRED RRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE 50.I8. (SPEC226) 0'- 0.0" -303/ 1964V -334/ 299H 5.50" 3.14 KDDF ( 625) 46'- 0,0" -344/ 2048V 0/ OH 5.50" 3.28 KDDF ( 625) (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL-L/240, 11-1/180 MAX LL DEFL . 0.174" 8 29'- 11.0" Allowed - 2.254" MAX TL CREEP DEFL = -0.329" 4 29'- 11.0" Allowed - 3.006" MAX LL DEFL - 0.002" 8 47'- 0.0" Allowed - 0.180" MAX TL CREEP DEFL = -0.002" 8 47'- 0.0" Allowed - 0.133" MAX HORIZ. LL DEFL - 0.079" 8 45'- 8.5" MAX HORIZ. TL DEFL - 0.127" 0 45'- 8.5" 21-10-08 24-01-08 Design conforms to main windforce-resisting 4 system and components and cladding criteria. �3-09-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-01-15 5-10-13 4 1' 1 ,r '( T 4 1' '1 Wind: 140 mph, h-25.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10„ 12 12 (011 Heights), Enclosed, Cat.2, Exp.B, MWERS(Dil), 6.00 p 64-4x6 '''Z16.00 load duration factor-1.6, 4, 0" Truss designed for wind loads S .K in the plane of the truss only. M-3x4 3.1 M-3x4 M-5x6(5) 6 M-5x6(5) ,,, 0,25" 0.25" 3 7 O CI I ` r, M3x6211,11111011(1111111111I1 `M-4x4 M-1.5x3 hill M-1.5x3 5" 1.P [] • h 10 - • s� Ind 4x6 M-3x4 61.25" M-13x8 0.2 M-66x4 M-5x6 17 .� M-5x6(5) M-5x6(S) • y 5-09-08 1 8-00-08 1 8-00-08 8-00-08 l 8-00-08 Y 8-00-08 l y 1 46-00 1-00 JOB NAME : 5019-A POLYGON - C4 Scale.: 0.1226 • .cn PRQp..S WARNINGS: GENERAL NOTES,unless otherwise noted: `' 1.Guider end enc0on contractor should be advised of all General Note. I.This design to based only upon the parometen shown end is for an Individual •/ a11Y .; Truss: C 4 and Warnings before construction commences, building component.Applicabmty of design parameters and proper VV 2.Zx4 compreselon web bracing must be Installed where shown+. Incorporation of component is the raspansibiRy of the building designer. ati 3.Additional temporary bracing to Insure atabmy during consbuc6on2.Oesign assumes the top and bottom chorda le tis laterally broced at R �j.DES. BY' LA Is the rosponsiblliy of Che erector,Pdditlenal permanent bracing ai 2'o.e•end at 10'o.e.respectively unless braced throughout their/ensile by continuous sheathing such as plywood sheathing(TC)and/or drywell(e1). DATE: 11/25/2014 the overall structure is the responslbOly of the building dealgner. 3,2x Impact bridging or lateral bracing required where shown++ /l ( � 4.No lead should be applied to any component until after al bracing end 4.InstaOalon of Imo is the napansibiiy or the respective contractor. f .r .-.. / ` `K S EQ. : 6125137 fasteners aro complete end at no Owe ehotdd any loads greeter Men 5.Cosign assumes trussee are to be used M a non<onosWe envitenment t TRANS I D: 413157 design loads be applied to any eamponent. end are for"dry condition"of use. r��sp A' 5,Comp"Tnrs has no control over and Saturn no reeponeibmy ler the B•Design assumes lull baering et 511 euppoda sham.Shim or wedge It V r7 Er �I V _ fabrication,handling,shipment and Installation of co onenlo. necessary. V Viv c g P comp 7.Oesign assumes odequete drainage Is provided, 1,4 � , 6.This design is furnished subject to the limitations set forth by e.plates shag be located on both feces of trues,end pieced so their center 'ICL, 1,` I III{��(Ilill IIII��]ILII Ilill III I TPIANTCA n SCSI,copies of which will be famished upon request. 9.fines w dleot with joint center lines. .�^ r l ��' Itf II 1 I i!r 1{I foes indicate Nee of plate In Inches. p^ .:::::':/::::/1 . MiTek VSA,Inc./COtnpuTrus Software 7.6.6(1L)•E 10.For basic connector pieta design values est ESR-1311,E9R-1148(MIMI* F • 1� `' . '-i EXPIRES:12/$112014 ___ _sees IfAII� HIII This design prepared from computer input)'by 999! I PACIFIC LUMBER-BC 1901881 h88401F8pASOON6 See approved plans TRUSS SPAN 46'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C91-1.00 ; TC: 2x9 KDDF 81&BTR LOAD DURATION INCREASE a 1.15 1- 2•( -49) 78 11-12.9-536) 1784 1-11-9 -89) 98 15- 7..) -409) }94 BC; 2x4 KDDF 8148TR SPACED 24.0" 0.0. 2- 3.1-2198) 990 12-13.9-665) 2294 11- 2.1-2417) 1021 7-16-) -55) 998 WEBS: 2x4 KDDF STAND 3- 4.9-2410) 1129 13-14-9-575) 2171 2-12.) -79) 711 16- 8-) 0) 202 • LOADING 9- 5-1-2005) 1073 14-15.9-591) 2156 12- 3•) -495) 185 8-11.9-3026) 1130 TO LATERAL SUPPORT <. 12"OC. UON. LI( 25.01401) 7.0) ON TOP CHORD . 32.0 PSF 5- 6-(-2002) 1070 .15-16-1-730) 2418 3-13-) -101) 203 17- 9-) -263) 281 BC LATERAL SUPPORT <. 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7•(-2607) 1185 16-17-(-879) 2426 13- 4-) -19) 402 1 TOTAL LOAD - 42,0 PSF 7- 8-(-2903) 1227 - 4-14-9 -699) 431 1 OVERHANGS: 0.0" 12.0" 8- 9•) -62) 151 19- 5-) -669) 1460 LL - 25 PSF Ground Snow (Pg) 9-10-) 0) 50 14- 6.1 -921) 516 6-15-1 -163) 675 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BOG ASEA THE BOTTOM CHORD DEAD LOAD IS A IICR00UM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1964V -334/- 299H 5.50" 3.14 KDDF ( 625) 46'- 0.0" -344/ 2048V 0/ OH 5.50" 3.28 KDDF ( 625) COND. 2: Design checker or net(- ps 1 upl t at 24 "oc spactag.j VERTICAL DEFLECTION LIMITS: LL-1/240, 11.1/180 MAX LL DEFL - 0.174" @ 29'- 11.0" Allowed - 2.2.54" MAX TI CREEP DEFL - -0.329° @ 29'- 11.0" Allowed - 3.006" MAX LL DEFL - 0.002" @ 47'- 0.0" Allowed - 0.190" MAX TL CREEP DEFL - -0.002" 8 47'- 0.0" Allowed . 0.133" MAX HORIZ. LL DEFL - 0.079" 8 45'- 8.5" MAX HORIZ. TL DEFL - 0,127" @ 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 6-00-06 6-00-06 6-01-15 5-10-13 system and components and cladding criteria. T ' 1 1" T '1 1 T 1 Wind: 140 mph, 0-25.7ft, TCDL-4.2,8001,-6.0, ASCE 7-10,.' 12 M-9x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), 6.00 p 'ZJ 6.00 load duration factor-1.6, 4.0" Truss designed for wind loads 5 rtY in the plane of the truss only. 7` M-3x44 s-3x4 M-5x6(5) M-5x6(S) srt 0.25" 0.25" i 3e 7 0 h 1-3x62 �M-4x4 M-1.5X3 /- I�\ M-1.5x3 / / + r -. ..- PP1,2 M-32x4 e.25" M-13x8 0.2 3 M-13x4 M-5x6 17 .../c''''' 14-5x6(S) M-5x6(5) k ), 6 Y J' y y y 5-09-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08 46-00 l l 1-00 'r JOB NAME : 5019-A POLYGON - C5 Scale: 0.1226 WARNINGS, GENERAL NOTES,unless otherwise notes: �, 1.Strider end erection contractor should be edvised of as Genera{Notes 1.This design Is based only upon the parameters shovm midis for en individual rr_ Truss: C5 end Warnings before construction commences. building component Applbabiofy of design parameters and proper J �N ,N • 2.2x4 compresebn web bracing must be Instolied where shorn*. Incorporation of component Is the responsibility of the building designer. 3.Additional to 2.Design assumes the to and bottom chorda to be lateral braced a e DES. BY: LA mporery bracing to Innate sfobmty during construction p laterally 1 1,� ';e a� Is dire responsibility of the erector.Additional permanent bracing of 2•ntinend at10' in such as ly oodaebraced)TC)and!,throughout drwengm)y ! A DATE: 11/25/2019 the overall structure fa manna onslblll of the building dee continuous sheathing such as plywood shealhing(TC)and/ar drywall 0. 4.No alle td be b g ignef• 1.2n Mast bridging or lateral lancing required where shown*0 SEQ. : 6125138 applied Coto any component until after NI bracing and 4.Inatatlaton of truss le the responsibility of the respedWe contractor. ( r f fasteners are complete and at no erne should any bads greater than 5.Design assumes busses are to be used In a nen'conosMs environment. J2- /( ('1'- TRANS I D• 413157 design bads be applied to any component end are for dry condition"niece. ' S.Compnlrtn has no control over and assumes no responsibility for the 6.Design assumes full bashing et e8 supports shown.Shim or wedge II 'A� ,y fabrication,hendling,shipment end installation of components. Design as, 79 V.��Q�N d�, 6.This design Is(umished wiled le the BMtatlena set forth by7•Design assumes adequate nthfeces drainage is provided. V 111101111111 I VIII ILII IMI lin II ILII III 8.pietas shall be located on icon tacos a1 puss,and placed so their center RC� j 9- TF6/WTCA m SCSI,copies of which win be furnished upon request, lines coincide with joint center Ones. Wok USA.Inc.lCompuTnrs Software 7.6.90 L]•E 10.Digits9. r a std concate necter plze ate design values tree ESR-1311,EBR-1066(MiTek) v v �� ' GANd EXPIRES:12f 1/2014 This design prepared from computer inputjby NI.;1111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 3.0" IBC 2012 MAX MEMBER FORCES 41:1R/0DF/Cg=1.00 ' TC: 2x4 KDDF 416850 LOAD DURATION INCREASE - 1,15 1- 2=( 0) 50 12-13=(-582) 1894 2-12-( -214) 225 8-17-) -54) 196 BC; 2x4 KDDF 816050 SPACED 24.0" 0.C. 2- 3=) -52) 88 13-14=(-6B6) 2347 12- 3=)-2486) 954 17- 9") 0) 204 WEBS: 2x4 KDDF STAND 3- 4th)-22901 991 14-15-(-587) 2202 3-13-) -53) 658 9-18=(-3044) 1138 LOADING 4- 5-)-2451) 1129 15-16"(-5991 2175 13- 4-) -439) 161 18-10-) -263) 281 TC LATERAL SUPPORT <- 12"0C. DON, LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-20251 1077 16-17-(-777) 2435 4-14=1 -126) 194 BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF. 6- 7"(-2023) 1074 17-18"(-884) 2490 14- 5") -71) 931 TOTAL LOAD - 42.0 PSF 7- 8-(-2627) 1193 5-15-1 -723) 440 OVERHANGS: 12,0" 12.0" 8- 9"1-2920) 1234 15- 6-) -675) 1479 LL - 25 PSF Ground Snow (Pg) 9-10-) -62) 151 . 15- 7=) -920) 516 10-11-1 0) 50 7-16-) -163) 674 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 8=( -407) 293 LIVE LOAD AT-LOCATION(S) SPECIFIED BY IBC 2012. , THE BOTTOM CHORD DEAD LOAD IS A MINOR OF 10 PSF. BEARING MAX VERT MAX HORZ ' HO REQUIRED 8RG A%00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0,0" -345/ 2056V -335/ 3100 5.50" 3.24 KDDF ( 625) 46'- 3.0" -346/ 2057V 0/ OH 5.50" 3.24 HOOF ( 625) (CORD. 2: Design checked for net(-5 pst) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.002" 0 -1'- 0.0" Allowed . 0.100" MAX TL CREEP DEFL - -0.002" 0 -1'- 0.0" Allowed . 0.133" MAX LL DEFL - 0.177" @ 30'- 2.0" Allowed = 2.257" MAX Ti CREEP DEFL - -0.335" 4 30'- 2.0" Allowed - 3.022" MAX LL DEFL - 0.002" 0 47'- 3.0" Allowed - 0.110" MAX TL CREEP DEFL = -0,002" @ 47'- 3.0" Allowed - 0.1$3" 24-01-08 MAX HORIZ. LL DEFL - 0.081" @ 95'- 11.5" 22-01-08 MAX HORIZ. TL DEFL " 0.130" @ 45'- 11.5" C4-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-01-15 5-10-13Design conforms to main wlndforce-resisting I { 4 T ( ( ( 1 system and components and cladding criteria. r 12 12 6.110 D M-9x6 '716.00 ; Wind: 140 mph, 1-25.7ft, TCDL=4.2,8CDL-6.0, ASCE 7-10,` 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDis1, 6 At' load duration factor-1.6, Truss designed for wind loads 3.1 in the plane of the truss only. M-5x6(S} M-3x95 J4 3x9 M-52)6(5) in 0.25"./ 0�8.25" t 0 rn 1,1-5X5, + SM-4X4 14-1.5n / • ... 1.5x3 0 4-'4- .4( �5 �,. •181 0 lz'M-4x6 M-318 x9 (3.4. 5„ M-115 0.2 4' M-1 3x4 M-5x6 • M-5x6(6) M-5x6(8) k ,1 ). k k k k ` k is 6-00-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08 1 kis 1-00 46-03 1-00 JOB NAME : 5019-A POLYGON - C7Scale: 0.1008 .0.11R OS WARNINGS: GENERAL NOTES,noIsea othsMite noted: r 1' �+ 1.Builder end erection contractor should be advised of eS General Notes 1.This design m based only upon the parameters shown and is for en indMldual J: 1.NQ)N s+ ♦ 4 Truss: C7 end Winnings before construe/on commence,. building component,Applcabi6ly of design parameters end proper 2.2x4 compression web bracing must be installed where shown.. Inoorporadon of component le the responeibility of the building designer. / 3.Add 6cnal tenparary bracing In Mauro stability during construction 2.Design assumes the lap end bottom chorda to be letengy braced a, • 7-.I �,i e s f' DES. BY: LA Is the reaponsihlgry of the erector,AddlBonei permanent braein of 2'ea.and at 10'o.e.respectively unless braced throughout their lengpt1hh by ,f. g continuous sheathing such en plywood eheathing(TC)sndfot drywNHEC). • DATE: 11/25/2014 the overall structure is the responsibility of the building designer. 3. Impact bridging or lateral bracing required Were shown++ - SEQ. : � 4.No load sheuid be applied to any component until aner all bracing and 4.Inalatiagon of muss m the roaponotMity of the!sweaty.contractor. 1 / �•..;y/ft- ,,]) Q- : 6125139 fasteners era complete and at no lime should any loam greater than 5.Design assumes trusses are to be used Ina nen-corrosive environment, design loads be applied to any component. and ere for'dry condition"of use. TRANS I D: 413157 5.Campania has no conlrei over and assumes no respomibity for the 6•Design wormer)Ml bearing at all supports shown.Shim or wedgy If y` M . febrioaeon,handling,shipment and installation of components. • necessary. '. OFREG J S. Design assumes adequate drainageIs provide. A? r. t�f 6.7hh design la furnished subject to the limitations eel forth by 9.Plates shell be located on beth faces of buss,end placed so their center t II I Il�ll III1 IIIII IIT 0111111111 IT III Ii1I TPIMITCA In SCSI,aide*of WW1 will be furnished upon request • lines01511 coincide with iolint plate in -+-, cy -! �� I I� i9•Digits Indican size cto ofl te4a Coign vat.. 5J 1 Marek USA,InalCrxtlpuTfus Software 7.6.6(10-E 10.For beats connector plate design values see EBR-1311,ESR•igag(MiTek) 0A N�t `' EXPIRES:12/81/2014 , 10111111111This design prepared from computer input)by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 48'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 111 MR LOAD DURATION INCREASE - 1.15 1- 2-( 0) 50 14-15-) -925) 2784 2-14-) -268) 286 19-10-) -229) 191 BC: 2x4 KIM N15BTR SPACED 24.0" O.C. 2- 3-1 -63) 155 15-16-( -837) 2745 14- 3-(-3162) 1193 19-I1-1 -219) 1115 WEBS; 2x9 KEW STAND; 3- 4-(-3032) 1298 16-17-1 -679) 2426 3-15-( 01 211 11-20-1-4570) 1)74 2x4 ROOF STUD A; LOADING 4- 5-(-2740) 1256 17-18-( -577) 2143 15- 4-( -S8) 189 20-12-( -276) C•74 2x6 KOBE 12 B LL( 25.0)+DL( 7.0) ON TOP CHORD - 32,0 PSF 5- 6.1-2160) 1143 18-19-{-1039) 3141 4-16-1 -399) 285 DL ON BOTTOM CHORD - 10.0 PSF 6- 7-1-2131) 1161 19-20-(-1455) 3744 16- 5-( -160) 653 TC LATERAL SUPPORT <- 12"0C. UON, TOTAL LOAD - 42.0 PSF 7- 8-(-2682) 1362 5-17-( -907) 514 <- BC LATERAL SUPPORT 12"OC. SON. 8- 9.1-2688) 1258 17- 6-( -802) 1638 LL - 25 PSF Ground Snow (Pg) 9-10.1-5235) 2116 17- 7-( -7901 554 OVERHANGS) 12.0" 12,0" 10-11-(-5259) 2022 7-18-( -367} 774 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12-) -59) 118 8-18-) -236) 196 . LIVE LOAD AT LOCATION(S).SPECIFIED BY IBC 2012. 12-13-1 -2) 62 18- 9-1-1344) 594 THE BOTTOM CHORD DEAD LOAD IS A MMINIMUM OF 10 PSF. 9-19-) -935) 2622 BEARING MAX VERT MAX HOZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECISS) 0'- 0.0" -359/ 2144V -321/ 323H 5.50" 3.43 ROOF ( 625) 48'- 3.0" -361/ 2149V 0/ OH 5.50" 1.45 RODE (1485) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) • VERTICAL DEFLECTION LIMITS: 1,1.1/240, 11,-1/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.002" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL - 0.340" @ 32'- 2.0" Allowed - 2.357" 24-01-08 24-01^08 { MAX TL CREEP DEFL - -0.633" @ 32'- 2.0" Allowed - 3.156" 6-01 6-00-10 5-11-01 6-00-13 f' 00-12 3 L1 3-11-083-11-063-11-089-03-04f MAX LL DEFL - -0.002" @ 49'- 3.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.002" @ 49'- 3.0" Allowed - 0.113" 12 6.002' D0-4x6 '"'a 6.00 MAX HORIZ. TL DEFL - 0.311" 9 48'- 0.2" 4.0" --/ fi Design conforms to main windforce-resisting 3.1 7M-3x4 system and components and cladding criteria. ) M-5x6(S) M-3x45 Rind: 140 mph, h-25,7ft, TCDL-4,2,BCDL-6.0, ASCE 7-10,' A^1.5x3M-6x$(S} (All Heights), Enclosed, Ca t.2, Exp.B, )4ItFR8(Dii), '^ 0.25" 0 25" load duration factor-1.6, i14.. Truss designed Por wind loads 0 „ in the plane of the truss only, ! M-3x6; t �i-1.5x3 �� 1-9x12 i M-1.5x32"-` -. ..,,,i.:44. 1„. 1.5x3 M o � 14• M-6x8 ,;YB 3 o f M-5x6 M- x4 d:25" M-3x8 M- X10 M-4x11 . M Sx6(S) 3.50 3.50 i 3' 3' l 3. 12 l 12 1 8-00-12 8-00-12 8-00 8-01-08 7-09-04 y 8-02-12 l l }l 1-00 32-03 7-09-09 8-02-12 1-00 1-00 48-03 1-00 JOB NAME : 5019-A POLYGON - C8 Scale; 0.1018 T� ft •y WARNINGS' GENERAL NOTES,unless otherwise noted: • L! �R, 1.Bulkier and erection contractor should be advised al ell General Notes 1.Thla design is based only upon the parameters shown and Is for an individual CO.: G)I i �s Truss: C 8 and WaooIngs before oonetnlcUon commences. building component.Applicebinly of design parameters and proper JJ 2.2x4 compression web bracing mat be Installed velure shown 4. lncerporetion of component Is the responsibility of the building designer. DES. BY: LA 3.Additional temporary braoing to Maitre stability during construction 2.OesIgn acmes the top and bottom chords to be laterally braced al r ! is me tesponalbifity of the erector.Addition el permanent bracing of 2'om.and at 10'o.c.respectivery unless braced throughout their length by • r l� , to DATE: 11/25/2019 Ore overall etrucmn Ie he responsibility of the building denfgner, continuous sheathing each as plywood sherobing(TC)ehdror drywsll(BC), f 4,No loadaheuld be3.2x Impact bridging or lateral bracing required where shownta ��iii S E Q. : 6125140applied to coy component until after all bracing end 4.installation of hues is the respo be of the reapecn,e contractor. r/ fasteners n is are complete and Cl no time should any toads greater then S.Design assume*truasea me to be used in a nonnoenoshre enVitonment ( .z--. ( L (.� TRANS I D• 913157 design loads be applied to any component. end are tar dry condition"of use. S.CompuTrus has no control over end assumes no responsibility for the 6.O:elfin aesumos full boating at ell supporta shown.Shim or wedge If OREGON tabrteaaon,handling,shipment end installation of components, necessary. vn �?iv M 8.This design Is furnished subject to the gmnatlona set forth byT.Design auumee adequate drainage loos Is provides, iIIIII IIIA IIIIi IIIA IIIA IIIA ILII IiII 1 TP9WTCA In SCSI,copies of which will be furnished upon request. 8 lines Plates 9res)toint center Unna..of truss,and placed so their aontm L� L 1 0. 11 MiTek USA,InalCompuTTus Software 7.8.8(1 L)-B f a,Digits basic connte euu of den In gn veleta see ESR-131 t,ESR-1988(NUN +le, 11 t 2\v3 GANG EXPIRES:12/81/2014 1 This design prepared from computer inputiby {ill{illllllll PACIFIC L(.1MBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 48'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 IC: 2X4 KDDF 816818 LOAD DURATION INCREASE - 1.15 I- 2-( -63) 135 13-14-) -938) 2787 1-13') -155) 198 8-18-) -935) 2622 BC: 2x4 HOOF 81a8TR SPACED 24.0" O.C. 2- 3-(-3035) 1335 14-15-) -836) 2746 13- 2-(-3164) 1257 18- 9-( -229) 191 WEBS: 2x4 KDDF STAND; 3- 4•(-2741) 1267 15-16-) -679) 2427 2-14-( 0) 211 18-10-1 -222) 1117 2x4 ROOF STUD A; LOADING 4- 5-(-2160) 1150 16-17-) -581) 2143 14- 3-8 -88) 189 10-19-(-4570) 1174 2x6 RODE 42 B LL( 25.01+01( 7.0) OH TOP CHORD = 32.0 PSF 5- 6-8-2132) 1161 17-18=(-1039) 3141 3-15=8 -400) 292 19-11-) -276) 274 DL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-2682) 1362 10-19-(-1454) 3744 15-5-14-) -907)653 653 IC LATERAL SUPPORT C- 12"0C. SON. TOTAL LOAD " 42,0 PSF 7-- 8=(-2688) 1258 8 )1258 16- 6-( -808) 1639 BC LATERAL SUPPORT <- 12"OC. LION LL - 25 PSF Ground Snow (Pg) 9-10-(-5254) 2021 16- 6-8 -790) 554 10-11=0 -59) 118 6-17.( -367) 774 OVERHANGS: 0.0" 12.0" 7-17-I -236) 196 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12-0 -2) 62 17- 8•(-1344) 593 ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM AF 10 PSF. BEARING MAX VERT MAX 0080 ERG REQUIRED BRG AlEA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -318/ 2032V -318/ 3138 5.50" 3.25 ROOF ( 655) 48'- 3.0" -361/ 2151V 0/ OH 5.50" 1.45 ROOF (14;5) (COND. 2: Design checked for net(-5 paf) uplift at 24 "or spaci:3 VERTICAL DEFLECTION LIMITS: L1-L/240, TL=L/180 MAX LL DEFL 0.340" @ 32'- 2.0" Allowed - 2.367" MAX TL CREEP DEFL - -0.633" 0 32'- 2.0" Allowed - 3,116" MAX LL DEFL - -0.002" 0 49'- 3.0" Allowed - 0.1,)0" MAX TL CREEP DEFL - -0.002" @ 49'- 3.0" Allowed - 0.133" 24-01-08 29-01-08 MAX NORIZ. LL DEFL - 0.187" 0 48'- 0.2" 6-01 6-00-10 5-11-01 6-00-13 9-00-12 3-11 3-11-083-11-083-11-084-03-04 MAX 008I1. TL DEFL = 0.311" @ 48'- 0.2" 4 ( T 1 12 { Design conforms to main windforce-resisting 12 14-9x6 6.00 system and components and cladding criteria. : 6.00 p 4.0" Wind: 140 mph, h-25.7ft, TCDL-4.2,BCDL-6,0, ASCE 7-10,) 5 �( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di,), M-3x9 load duration factor-1.6, M-3x4II 6 M-6x8(5) SIM designed for wind loads M-5x6(5) 4 -1.5x3 in the plane of the truss only. v 0.25" 0,25" 3 M-1.5x3 o M-3x62 4x12 M-1.5x3 �.; f4-1.5x3 . M-6x8-� 2 j o 3M-5x6 M- x9 1.25" M- x8 M-5x10 P4-4x12" ^+ M-5x6(5) ®3.50 3.50 c.- 12 12 y 6 ,l 1- / 1 l 8-00-12 8-00-12 8-00 8-01-08 7-09-04 8-02-12 Y b l 32-03 7-09-04 8-02-12 1-00 j Y 48-03 1-00 JOB NAME : 5019-A POLYGON -- C9 Scale: 0.1032 aD PRps WARNINGS: GENERAL MOTES,miles*otherwise noted: '(4, . • rA,eep yrs • 1.Builder and erection cons-solos should be advised of all General Nolen I.This dealgn is belied may upon the aerometer shown and la for en individual f 011IY Truss: C9 end Warnings before construction commences. building component,Applicability of design paramefere end proper L 2.2x4 compression web bracing must be Installed where*boom-, Incorporation of component Is the responsibility of the building designer. ! r s 3.Addl6ond temporarybrad to insure elab2) dodo anetruction 2.Dtsign assumes the top end bottom chords to be laterally braced at ►F e n9 ty g 2'no.end at 10'or..napeetiw{y unless braad thrau haul their fenngOhl by DES. BY: LA Is the responsibility of the erector.Additional perm anent breoing of continuous sheathing auch as plywood sheathing(TC)and!ardrywali(BC). DATE: 11/25/2014 the overall structure is the responelbilty of the building designer. 3,2x Impact bddging or lateral bracing required oilers above,+" /I( [ :�_ 4.No load should be applied to soy component until after all bracing end 4,IvstaBaltle os of truss the responsibility of the respective contractor, ( t ( "� SE612 5141 fasteners are complete and at no time should any loads greater than 5.Design assumes busses aro to be used Ina non-coroahe environment, Q design toads tis applied to airy cempanent. end era for"dry condition'Must, ,+ TRANS I D: 413157 6.C"mpuTml has no control over and assumes no res porralblety for the 6'Design e s res full bearing at oil supports shown.Shim on wedge II �rf OR EO1 N. �I febdpenon,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. 'TfQ Z 6.This design is furnished eub(ed to the Wndtsguns set forth by 6.Plates shell be Jousted en both lanes of truss,and placed so Stair anter 1 I III 111/11/1 l�11 lIIN IIIA lI1131 1111 TPWWTOA In SCSI,copies of which will be hrrniehed upon request. n.lines coincide with th join6515115 tines. {II 11 I!I {111!1) 1I11ii11 11 11111 Ik1 11 MITE*USA,Inc./CompuTru6 Soflwele 7.8.0(1L)-E 1O.Far basic connector plata design values see ESR-1311,ESN-IBIS(Mild,) SAN 3 EXPIRES:1.2/31/814 v1111111 This design prepared from computer input(by PACIFIC LUMBER-SC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 3.0" of). 2: Design c ec er or net(- psf up i t a 4 "oc specaq.] TC: 2x4 KDDF B1613TA LOAD DURATION INCREASE " 1.15 Design conforms to main windforce-resisting Sc: 2x4 KDDF BTR SPACED 29.0" O.C. system and components and cladding criteria. lS TC LATERAL SUPPORT <a 12"OC. UON. LOADING Y BC LATERAL SUPPORT C. 12"0C. HON. LL( 25.0)40L( 7.0) ON TOP CHORD b 32.0 POP Hind: 140 mph, h°<25.7En used, .2,BCDLa6.0, ASCE i-20,`j Unbalanced live loads have been DL ON BOTTOM CHORD = 10.0 PSF (All duration Enclosed, Cat.2, Exp.B, 11NFRSIDI;1, TOTAL LOAD = 42.0 PSF load duration Factor-1.6, considered for this design. End s designedal(s) are exposed to wind, • LL- 25 PSF Ground Snow (Pg) • Tzusa for wind loads in the plane of the truss only. • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UGH. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 ox equal typical at stud verticals. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Refer CO COmpuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, complete specifications, DESIGN ASSUMES SHEATHING To ONE FACE ONLY • • • f 24-01-08 24-01-08 15-02-03 8-11-05 8-11-05 15-02-03 f 4 T f 1' 12 IIM-4x9 12 6.00 p 2 ' 6.00 M-3x5(5) 14-3x5(5) I ul I. -r o ,n ) 1 I rn o s- M 1 3 -1 0 v H f- as a l M-3x5(S)+ M-3x5(5) i l y y 1 I y 1 19-02-19 9-10-10 19-01-08 1-00 48-03 1 0 1-00 JOB NAME : 5019-A POLYGON - C10 ' Scale: 0.17367❑ e�, 'full F'r WARNINGS: GENERAL NOTES,unless otherwise noted: n 1.Builder end erecden contractor should be advised of all General Notes 1.This design is based only upon the verameters shown and is for en Mdiiduel aeO\,t G�sG'��fs�Truss: C10 andWaringsbeforeconstructioncommences. building component Applicability of design parameters end propper �N�7lRIET' �r2.2x4 compreselon web bredng must be installed where shown.. incorporation of component)s the responsibility of the building designer.DES. BY: LA3•Addmonai temporary bredng to Insure ohbHry during conatrudlon 2.Design assumes the top and bottom chords to be lateregybraccd atis the responsibility of the erecter.Addidonet permanent bracing of 2'o.a end el te'o.e•reepaetively unless braced throughout their len by / continuous sheathing such as plywood sheaihmg(Te)andfor dryvrd1(80). : ♦or:}•7 .. DATE: 11/25/2014 the overall structure Is the responsibility of the building designer, 3.2x Impact bddging or lateral bracing required where shown,e SEQ. : 6125142 4.No load should be applied to any component until after all bracing end 4.ioctellaHon of truss is the recpensibtliry of the respective conlnedor, gr y � l fasteners are complete end et no time should any loads ester than e.Design assumes bb trusses em to be used s non•oono0We emlranment, { l f _ C-1-' TRANS I D• 413157design loads be applied to any component end are for"dry condition"cruse. S.ConrpuTrue has no control over and assumes no responsibility for ere 8.Design assume*fug bearing at an supporta shorn.Shim or wedge if �+ fabrication,handling,shipment and lnstellation of components, necessary. 7, OREGON eP IL This design M furnished subpar to the limitations sal forth by7.Design assumes adequate drainage Is provided. r'(O 8.Plates shall be locatedonboth feces of 504,0,and planed so their center 111111111111111111 rnished upon request. MITeTPIbe USA,(ncDA in SCompur 9I,copies or ich will be Sottweretl+78.6SP1(1 L)-Z to,For*coincide uun joint center lines. t indicate connector eetor piaci Opiate values see E8R-1317,FSR-1geE(MlTek) N 1}; r+U „,yr� ' GAN(*. EXPIRES:12/31/2014 t ��{II�I�III This design prepared from computer input(by PACIFIC LUMBER BC • If LUMBER SPECIFICATIONS TRUSS SPAN 4'- 10.7" (GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciay TC: 2x4 KDDF MIABTR LOAD DURATION INCREASE - 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF 41411TR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <- 12"OC. DON. LOADING Wind: I40 mph, h20ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, ;. BC LATERAL SUPPORT <II 12"OC. UON. LL( 25.0)401( 7.0) ON TOP CHORD - 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, Mt4FRS(Diri), DL ON BOTTOM cHORD - 10.0 PSF load duration factor-1.6, TOTAL LOAD - 42.0 PSFTruss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. Y REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, Refer to CompuTrus gable end detail for complete specifications. '_ BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. i 12 4.00C=. 3 f A. c, j t o i , N 2 t .-,h I 1Aar IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII - c, lir Allreadralger Ardrovir Am" M-3x4 • 1 1 1 1-00 4-10-04 • t JOB NAME : 5019-A POLYGON - El Scale: 0.6951 a 0 PROpk. WARNINGS: GENERAL NOTES,unless otrerelse noted: I 1.Balder end ereemon contractor should be edvieid of at General Notes 1.Titls design b based only upon the parameters shover endts for an individual `NG�� • 'sTruss• E1 buildin Sem n ns, Iluab of dssl n arameters snd ro er Vt and compress beton c racin em u the Mentes. o Pe+ MP �t7 0 P D 2.2x4 campre++bn weh bradng mv+t be installed vfiere ahovm a ineoriloradon of component le the respondbd(ry of the bvlldinp deli er, 3.Additional tem ore to insure otabit durin conswcdan 2,Design ecnumee the topend bottom chords to bn tetardty braced a� 1 r 4 e yp DES. BY: LA temporary bracing ty g 2'eAn and at 10'o.a respectively unless braced throughout theirlenggtthh by le the rssponatbillty of Ms erector.Addimond permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat(BC). • DATE: 11/25/2014 the overall structure is the responsibility et the buading designer. 7.2x Impact bridging or lateral bracing requited"bore shown a a ( y /( { � SEQ. : 6125143 4.No load should be applied to any component until after et bracing end 4.inetateton of Wes is the responsibility of the respective centraeter. { ! ! 1, (—t - TRANS ere complete and atro ems should goy loads greater than 5.Design assumes busses Crete be used In a nonconostve environment, design loads ba applied lo any component. and are for-dry full bearing of ma. TRANS S D' 413157 S.Design assumes odd ien' at all supporta shorn.Shim e wedge if 4.• OREGON OAS 8.CompuTrus has no control over and assumes no resPorhslbitty for the necessary. febdcsWon,handling,shipment and installation of oomponents. T.Design assumes adequate drainage Is provided. 8.This design Is Nmished subject to the Imitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center C� 11'.2P oincide 1111111111111111811111111111111111111111111 MiTek SA lnc lCompurrasies of lSoftware 7.6.6(11)-B ch v.411 be thmisheci upon request. 80 ppb hk ce^ea joint pl`desl�vdues+es E50.-1311,E50.-i8aa(MRelry EXPIRES:12/31/2014 11E111111111 This design prepared from computer lnput.by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 10.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg-1100 TC: 2x4 KDDF 816DTR LOAD DURATION INCREASE • 1.15 1-2-( 0) 36 2-6-(-253) 372 3-6-(-412) 239 BC: 2x4 KDDF 41BBTR SPACED 24.0" O.C. WEBS: 2x4 KODF STAND 2-3.1-4371 205 6-4-1-120) :97 3-4-( -801 74 LOADING 4-5-( -7) 3 IC LATERAL SUPPORT o. 12"OC. DON. EL( 25.0)+DL( 7,D) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD 42.0 PSF BEARING MAX VERT MAX NZ BRG REQUIRED BRG A:)EA OVERHANGS: 12.0" OA" REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0,0" -69/ 500V -36/ 105H 5.50" 0.80 KOH ( 6)5) 8'- 10.3" -441 371V 0/ OH 5.50" 0.59 KDDF ( 65) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. : Des gn c ec e. or net(- psf) uplift at 4 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LII4ITS: LL-L/240, TL=L/180 AND BOTTOM CHORD lIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL a 0.002" 0 -1'- 0.0" Allowed - 0.100" MAX IL CREEP DEFL " -0.003" 8 -1'- 0.0" Allowed - 0.133' MAX BC PANEL LL DEFL - -0.146" 8 4'- 5.1" Allowed - 0.358" MAX BC PANEL TL DEFL " -0.220" 0 4'- 5.1" Allowed - 0.478" 4-10 3-08-08 0-03-12 f f f f MAX HORIZ. LL DEFL - -0.003" 6 8'- 4.8" 12 MAX BORIS. TL DEFL - 0,004" N 8'- 4.8" 4.00 t"- M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. 4 g Wind: 140 mph, he15ft, TCDL.e4.2,BCDL-6.0, ASCE 7-10, II (All Heights), Enclosed, Cat,2, Exp.e, 1414FRS(Dii), load duration factor-1.6, M-1.5x3 Truss designed for wind loads in the plane of the truss only. N 8 w l cc n r- � m I iIt O O I m y N OW I O 1 e C!1 l ►-� F n M-3x9 ►� S / M-3x4 r y 8-04-12 ) Y 0-05-00 8 l 1-00 8-10-04 JOB NAME : 5019-A POLYGON - E2 • Scale: 0.4946 �^1 p�a WARNINGS: GENERAL NOTES,unless°thew**noted: ,L a ,M? P!?CJ/r 1,Builder and erection contractor should be advised of ail General Notes 1.This design Is betted only upon the parameters Gloom end is for en indlvlduei f!hi ` �V.(�. Truss: E2 and Warnings before conetructlon oommencee, building component.Applicability of daelgn parameter*end proper ,N. !Y� 2.2x4 compression web bracing must be metalled where Chown+. incorporation of component h the racponslbtily of the building proper designer. 1f DES. BY: LA 3.Additional temporary bracing to insure stability during eonsWdlon 2.Design assumes the tap and bottom chordst be laterally braced at is the responsibility of the erector.Add Oonet permanent bracing et e c.c.end at 10'o.a respectively unless braced throughout their ten by P DATE: 11/25/20141 the overall stueturd is the fesponslblNty of the building designer. 3.20 I9mmnppu st bridging or ouch as plywood reW ired where shew�rlo* *R(BOI, o a{- SEQ. : 6125144 4.No load should be applied to any component unbt after ell bredng and 4.Instillation of truss Is the responsibility of he respective contractor. ) /' . fasteners ere complete end dna time should any loads greater than 5.Design assumes bowel ere to be used In a noncorrosive environment, ( 1 / :_ / Lk"' ,,,.- TRAN S I D: 413157 design Ieeds be applied to any component d are for"dry condition'at use. 7 l 5.Comprffroe has no control over and assumes no responsibility for me S.Design assumes fAS bearing at ail supports shown,Shim or wedge if iir�� fabrication,hoodoo,shipment and installation of components, /�q OREGON C,LV O{1O. trr 8.This design h furnished subject to the limitations sat forth byT.Design as ewmea adequate drainage is provided, '' GO N 103 HIM�l�II I��II��II�(I�I�I Int TPIIWTCA In 9061,copies ofwhloh v111 be furnished B.pieta*heli be tested an both feces of trues,and pieced so they center Q ' INI 1 JI I4f tI i! Won request. $nes coincide tIto joint cene ter laces. �� 'IA' �; r'�.,� MITek USA,lne.lCompuTrus Software 7.8.6(7 L)-E t0.Fob basic connector plate design values see ESR-121 t,E9R-1909(MITch) EXPIRES:12/?7/2014 lillll IIIIII • This design prepared from computer inputtby PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 10.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1:00 TC: 2x4 KDDF tliBTR LOAD DURATION INCREASE - 1.15 1-2.) 0) 36 2-5•(-43) 57 3-5•(-213) 156 BC: 2x4 KDDF 41iBTR SPACED 24.0" O.C. 2-3-(-89) 75 3-4-( -7) 3 WEBS: 2x4 KDDF STAND i LOADING TC LATERAL SUPPORT <- 12"0C. UON. LI( 25.0)+DL( 7.0) ON TOP CHORD . 32.0 PSF i BC LATERAL SUPPORT <. 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX KOHBEG REQUIRED BRG AtEA TOTAL LOAD . 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -77/ 428V -29/ 080 5.50" 0.68 HOOP 1 625) LL . 25 PSF Ground Snow (Pg) 6'- 10.3" -33/ 280V 0/ OH 5.50" 0.45 KDDF ( 625) 1.4-1.5x4 or equal at non-structural vertical members (con). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net)-5 paf) uplift at 24 "oc spacifig,1 REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL"L/240, TL•L/180 • BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL - 0.002" 0 -1'- 0.0" Allowed . 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. HAX TL CREEP DEFL - -0.003" 14 -1'- 0.0" Allowed - 0.113" MAX TC PANEL LL DEFL - 0.128" 0 3'- 5.7" Allowed - 0.312" 6-06-08 0-03-12 MAX IC PANEL IL DEFL - -0.169" 0 3'- 5.8' Allowed - 0.588" T f MAX HORIZ. LL DEFL - 0.000" 0 6'- 6.5" 12 4.00 G.' MAX HORIZ. TL DEFL - 0.000" U 6'- 6.5" Design conforms to main windforce-resisting t4-1.5x3 system and components and cladding criteria. , 3 4 -"r Wind: 140 mph, h-20.3ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.b, MWFRS(Dir), A load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. w 0 o, •b 1 N I ov f 1 x i 0 0 1 ►t5 ' M-3x9 M 1,5x3 t 1 3. y y 6-06-08 0-03-12 l 3' y 1-00 6-10-04 • JOB NAME : 5019-A POLYGON - E3 Scale: 0.5599 ( eEc):pRO WARNINGS; GENERAL NOTES,unless othervdse noted: fr�`�G' �Na�:.1.Huilder end erection cenbactor should be advised of e0 General Notes 1.This design le based only upon the parameters shown and Is Por an Individual _'J. l.N. 1,1„,,,. 'Tru$S: E.3 end Wemings before conebuoton commences. building component rioplleabtlify of design parameters and properV2.2o4 compression web bracing must be Installled where shorn+. Incorporation of oamponent is the responsibility of the bolding eslgner, ''y3.Additonal temporary bream;to Insure stability during counteraction Z 2'o.e,endsign setR o.e,raurn.,the ipecBvaly vnleeeend bottom rbrads e d tluoughoutbe laterally rthalattttng�h by a / TP i e f(- A DES. BY: LA is the responslMtty of the mentor.Additional permanent bracing of continuous sheeting such as plywood theta&I(TC)andlor drywel(HC). DATE: 11/25/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridgIng or lateral bnehgg required where ahevm++ / ( ( 4.Na toed should be applied to any component until alter all bracing and 4.Installation of baso la the reeponsibllily of the respective contractor. �,7 2- r L "1'� SEQ. : 6I 2 514 5 fasteners are aomplele and at no ems should any loads greater than 8.Design Returnee fusses aro to be used In a non-corrosive environment, TRANS ID413157 deol0o toads be appDsd to any component and are far"drycondiearing auss, , S.CompuTrus has no control over end maimed,no responelbifly for the 6.neciassume.NII beating at ap supporta ahem,Shim or wedge N OREGON w fabrication.Tendon;,shipment and lr teMtion of components. 7.Design aryasumss adequate drainage is provided. "V9 9..\..0 0: tl 6,The design is furnished subject la the limitations set fodh by 8.pates shell be located on both fades of bosa,and placed so their center C !- \ �III��II�I II I jt� II�I II) I�t 1I I��I TPWYfCA kr BC61,copies of which will be furnished upon request g cIndicat size with Joint tenter Ines `. �'x,7�. 11j I� 8,Digitsb maleaneaotooppets dent vol V Ci A Ai.1 MiTgk USA.Inc./CompuTrus Software 7.3:8(t L)-B 10.For basic connector lista droll valuer sae ESR-1311,ESR-t868(MITek) v-7 n lv EXPIRES:12/81/2014 1111111ilif This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1i00 TC: 204 KIM OlaBTR LOAD DURATION INCREASE - 1,15 1-2•0 -21 43 5-6-(-163) 115 5-2-(-226) 17I BC: 2x4 EDDY @laBTR SPACED 24.0" O.C. WEBS: 2x4 ODE STAND 2-3•(-52) 49 2-6.9-134) T32 LOADING TC LATERAL SUPPORT <= 12"OC. ION. 3-4-( -7) 3 6-3.( -70) ;32 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA OVERHANGS: 12.0" 0.0" 12 TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECI'US) 4.001 0'- 0.0" -57/ 243V -59/ 82H 5.50" 0.39 000F ( 625) LL * 25 PSF Ground Snow (Pg) 2'- 0.0" -67/ 111V 0/ OH 5.50" 0.18 KDDF ( 625) LIMITED GE REQUIREMENTSAOF IBCS20012 T ANDLIRCU2012 NOT BEINGE TO THE AMET.L !COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacity� VERTICAL DEFLECTION LIMITS: LL-L/240, TI-i/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LI, DEFL • 0.002" 8 -1'- 0.0" Allowed - 0.180" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LI DEFL • 0.001" 8 0'- 9.9" Allowed • 0.017" MAX TC PANEL Ti DEFL - 0.00I" @ 0'- 9.9" Allowed * 0.1i6" M-1.5x3 MAX NORIZ. LL DEFL - -0,000" @ 1'- 6.5" 4 MAX HORN. TL DEFL * -0.000" 8 1'- 6.5" y 3 Design Conforms to main windforce-resisting M-3x4 system and components and cladding criteria. 2 Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6,0, ASCE 7-10, Enclosed,(All Heights), Cat.2, Sp,8, MWFRS)DX ), load duration factor-1.6, Truss designed for wind loads so rin the plane of the truss only. o v 0 O I O 1 N O 1 N , 1 illiil I f J- r M-1,5x3 M-3x4 ( l y Y 1-00 2-00 • i JOB NAME : 5019-A POLYGON - E4 Scale: 0.8360 1n7 WARNINGS: GENERAL NOTES,unless othenrlae noted; --_ .C' t - 1.Builder and erection contractor should be advised of all General Notes f.This design Is based only upon ma peremeters Omen and Is for en Individual ".s. 1:1'!: F4,14, :6'4 ) Truss: E4 and Warnings before ennatmelion commences. building component Applicability of design peremetere and proper �2.204 compraaeion web bracing must be instated where therm.. Inoorpomeon of component Is the responsibility of the building design r `DES. SY: LAJ.Addltlenal temporary bracing to insure abblrry during coneo ne 2.Oeslpn assn ea tho top and bosom chords to be ishrepy braced el a la the renpo truot ty of are ereelor.Addltorti permanent brednp or 2'c.e.and ata0'o.c,rweavey unless bracedihrougheut their length bys f DATE: 11/25/2014 Si.overall structure k the raspondbiAty slime building designer. a, jmnppuset bridging oous r lateral blsudt as;dnq moulted lwtie aCekewJ;'tl yweA(BC. SEQ. : 6 2 2 514 6 4.No toad should be appaed to any component until after all bracing and 4,Insteiaaon of truss la the responsibility of the respective contractor. fasteners are complete end et no time should any loads greater lien ti.Design assumes busses Sr.le be used Si a nomeorroetee environment • I. .i/ - ( f. TRANS I D• 413157 design loads be applied to any component end are for'thy condition'cruse. 6 S.Compul'rus hes no control over and sesames no respenalbity for the B.Design assumes full bearing et all*undone slums,Shim or wedge if I febrloatien,handling,shipment and Installation of components. necessary. Amy Ot EGQN Q� 6.This design V furnished subject to Om trnlIetons antfodh by7.Dealprt eeaumae adequate 8.Plates shall be legated on nils faces IS provided. y7 •` ' IJliil Illi iilil illli lull lilii lull JJ Illi M Tek USA,Irtc.OlOmpulruo Software 7.6.8(1 L)-E raceme, lines coincide with Joint canter lines. 0,For b indicate connectorplatetdesign Moine, se ESR-t31and 1,,ESR-ed me N1R8E(Mile k) .. Y. EXPIRES7.1.2M/2014 IMP F 1/ II�IIiIIII�II This design prepared from computer inputlby PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF(Cgol)00 TC: 2x4 KDDF O1uBTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 36 2-5=1-53) 69 3-5=(-266) 385 BC: 2x4 KDDF 816BTR SPACED 24.0" 0.C. 2-3=(-109) 91 7-4=( -7) 3 WEBS: 2x4 KDDf STAND LOADING TC LATERAL SUPPORT <- 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD z 32.0 POP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG ATEA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0t- 0.0" -69/ 493V -34/ 1010 5.50" 0.79 ROOF ( 625) LL - 25 PSF Ground Snow (Pg) 8'- 6.0" -41/ 350V 0/ OH 5.50" 0.56 RODE ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL CONE. : Des on C ecked or net - ps up t at 4 oc spat ng) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BRING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL - 0.002" B -1'- 0.0" Allowed - 0.160" AND BOTTOM CHORD LIVE LOADS ACT SON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL - -0.355" 0 4`- 3.1" Allowed . 0.508" MAX TC PANEL TL DEFL - -0,475" 0 4'- 3.8" Allowed . 0,702" 8_02-04 0-03-12MAX HORIZ. LL REEL - 0.001" fl B'- 2.2" 1 ( f MAX HORIZ. IL DEFL = 0.001" 8 8'- 2.2" 12 4.00 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 r ; Wind: 140 mph, h=15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D1f), f load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. u7 r . 11111111111111111111111 r4 u; 'h 0 M I m o 1 �� ► 5 a r { r- M-3x4 M-1,5x3 1 I } } } 8-02-04 0-03-12 } } } 1-00 8-06 i JOB NAME : 5019-A POLYGON - P1 Scale: 0.5136 •V PR Fe f� WARNINGS: GENERAL NOTES,unless otherwise noted: pp__�� GIN 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shove and U for an Individual -'J . G`r Y ii1P'Truss: P1 and Warnings before tonstnneen commences. bulWing component.Applicability of design parameters end properV. 2.2x4 compression web bracing mud be Installed where ahown+. inarporadon of component is the res ansibility of the bultdtn destpnew. ,3.Additional temporary bracing to Insure stabmty during construction 2.Design assumes rhe tap and bottom chorda robe leterogy broeedst a /,. p • i] DES. B Y: LA m rho roe ene1N of he erscmr,Ad Rtlonel m anent b ad e} 2'a.n.and et 1 V o.c.respectively unteas braced H roup oW tl elr longg b by } •s S p N Pe nP continuous such as plywoodaheathinglTC)andtordrywe8{SC). ) DATE: 11/25/2014 the overall structure is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown"+ 4,No load should be applied to any component until after all bracing and 4.Installation of Musa in the responsibility of the reepative contractor, ( .•-. . f( �--(" SEQ. : 6125147 fasteners are complete and et no dshould any loads greeter than 1.Design assumes busses are to be used In a non-conosive environment, design loads be applied to arty component and are for'dry condition of use. r�•nn TRANS I D: 413157 6.Compares has no control over and assumes no responsibility for the 8.Dedgn assumes tug bearing at ail iuppo h shown.Shim or wedge it i1R Ca7�N, fabdesdon,handling,shipment and Instelkgon of components. neo Design ass ,d� Q ' p mP 7.Design assumes adequate drainage le provided. r9 t�� 6.This design Is Nrniahed subject to the limitedons set forth by e,Plates shall be boded on both lactase truss.end planed so their center {, ,` Rill TPIMITCA h SCSI,ogles Which wHI be tarnished upon roqunsl, Dies coincide with)alit anter Mee,e in Inches. T. . �V /11 I Him I IIIII Illlf II IIIII III M{Tek USA,IneiCompuTrus Software 7.6.6(1L)-E 10.Digits or basic Indicate size to platetdesign vales sae EER.131 t,ESR-1988(MITek) t!� 9. GARG �' EXPIRES:1.2/31/2019 I 1 ilI11(11II This design prepared from computer inputlby PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" IBC 2012 MAX MEMBER FORCES 4t8R/DDF/Cq=1f.00 IC; 284 KDDF 81EBTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 16 2-5=(-53) 69 3-5=(-266) 185 0C: .284 KDDF 816BTR SPACED 24,0" O.C, 2-3-(-104) 91 WEBS: 2x4 KDDF STAND j 3-4,.1 -7) 3 i TC LATERAL SUPPORT <- 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HOAX ERG REQUIRED BRG AOEA OVERHANGS: 12.0" 0.0" TOTAL LOAD 42.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (S PECi S) 0'- 0.0" -69/ 493V -34/ 101H 5.50" 0.79 KDDF ( 615) LL = 25 PSF Ground Snow (Pg) 8'- 6.0" -41/ 350V 0/ OH 5.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci,ina REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. j VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" 0 -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX Ti CREEP DEFL - -0.003" 8 -1'- 0.0" Allowed - 0.113" MAX TC PANEL LL DEFL = -0.355" 8 4'- 3.7" Allowed = 0.58" MAX TC PANEL TL DEFL - -0.475" a 4'- 3.8" Allowed = 0.12" 8-02-04 0-03-12 ORIZ. LL DEFL - 1 ' f 1' '1 MAX NORIZ. TL DEFL = 0.001" B 8'- 2.2" 12 4.00 0 Design conforms to main windforce-resisting 14-1.5x3system and components and cladding criteria. 4 a Wind: 140 mph, h=1Sft, TCDL-4.2,BCDL=6.0, ASCE 7-10, i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di2), i load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. -., '�-r ! t v M O 0 in1M 1111-A t cn cra 1 II E c. M-3x4 M-1.5x3 4 f .( Z b Y 1 8-02-04 0-03-12 j I-00 b 8-06 j i JOB NAME : 5019-A POLYGON -- P2 Scale: 0.5049 WARNINGS: GENERAL NOTEe,unless otherwlae noted: e o PR .fids Truss: P 2 and Warnings before construction commences. bu 1,Builder end erection contractor should be advised of of General Notes 1.This design la based only upon the parameters shown and is for an individual .( r� gdfng component,Applicability of design parameters end proper `, v * 2,204 compression web Mooing must be Installed where alrovet+. Incorporeaon of component to the reeponeibllM of the building designer, q DES. BY: LA 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the Sap and bottom chorda Io be lateroop breed at te the responsibility of the erector.Additional permanent bracing of Toto and sheathing to' such es plyw od o braced(TC)endIo dr lanpth b e '®_ : Ly ' g continuous N49M11such lateral b g(g y : l DAT'n: 11/2 5/2 014 tier ove all abucNrs Is S e response N1y of hs bWldmg des finer. 3.2Y Im ax bdd Idywood eheatldng(TC)andlof d ywa e), r . pp hm s thbracing required where shown t 0 a SEQ. : 6125148 4.lu load should be applied n to any component uo➢I all bradng and 4.Inca assumes c N es responsibility ran of the reepective contractor, fasteners are complete and Moo sere should any loads greater then 6.Design assumes trusses are to be steed In a noncorrosive environment, ( .1 -j C4'/� TRANS ID• 413157 design bade be applied to any componenk and arefor'drycondltlon of use. �C. f� S.CompuTms has no control over end enames no recporpibifrly ton the 6.Design assumes Ml beerbtg at all supports shown.Shim or wedge if fsbdcationimamshipment end installation of components. necessary,imam I t 6.Thin design Is furnished oab)ect to the IlnuLtloru act forth by7.Design assumes adequate drainage la boos,a 7j� QR EG( N 4Aj• IiI11I(IIII III VIII(IIII+IIII `��II IIII TpgWTCA to 0001,copies of which hill be furnished 8.Plebe shell located on bath feces of baso,end placed so their Denten 6, I( upon request. lines coincide with Joint minter lines. ,..�•�7 `, MITek USA.Inc.fConlpuTrus Software 7.6.6(1L)•E 10,For baalcits iconnectorplate design relies see HOWl i,E9R-1ION(Mink) f'7 Al:' _J EXPIRES:1.2/31/2014