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Plans (95) RECEIVED /5-303 ‘w /4< ,s,s6,/Pt f 8 2016 L p MAR a C1fIGARD . 2814? Ww .NGDIMS _. .. . ... _ _ _._ . _ r Na • �� -I ray E -i z if— ...,-. 5- MSMMMMMMMME , _ 4: s as Z 1111 A. 4 K' DJ3 M82 V J! oc,� . R. "2 FV-1111 oC,es IPF' CJI .- 6 �; �.��. WS� f >' i��/'A DCA Cli _ME L.- A gallhll. 411111111 EUB !!: . ,Miner a '" 8:*2 a .�Ja CM AMI A min ADA P) o :s Aon t, , - loit 1 ,�.� �! c3) A$ a 1 g, ID 4:12 1111/� B2 rA UMW A2 6” II ■Its 4 'Al : y. " BARKE At CONFORMS TO DESIGN CONCEPT • IIAI Dl al CONFORMS TO DESIGN CONCEPT WITH I-414.-I I 1l'- •s REVISIONS AS SHOWN �p� i 1O T ❑ N -CONFORMING-REVISE AND RESUbHTT F 181.5.1/2' ri. �� W I TITS DIE Wt5 9 MIME 15 P 1 SOUS L'0TIEPYA�E SITS THE GEBFai INCEPT501OILY NO Des 0 SKIM TEE FABfItA155211002 OE BE0P02610AIIY FOB SOIR541s5E I118 TEG 050182 111x.'151 NO SPECIFICATIONS ALL OF IMO NYE P2152115 0555 BIN WV 55100. or Amid IL Bela. 00.0:9010.5.'10,2011 CT ENQINEERING INC BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 11/21/14 TRUES PLACEMENT AND PROJECT TIME: REV1SlON 1: DRAWL FORALLFU HER 5017-B POLYGONDESIGGNN°EBUILDING �RROFRSCDRD PEON: SS DRAWN BY: DM REVISION-2: RESPONSIBLE °Rt>SS CONNECTIONS.eOR ALL iIEtG ,. r. DFSIGMERIENGEPIEE2 OF RECORD TO 5017-B 1 B-B CHECKED BY: EszrArxrcvSs '{ 'E COMPANY DELIVERY LOCATION: SCALE: REVISION-3: ° P5001.1000NSERUCTroN. E ti- . • 0.11"-I • All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. -:i. .,.'::,!-: !•.:,1 .. , •••-, :i :. - i: ...,. ....„..• .i .. -,.. ...I....-.....;-..,. ..........,............,.........-..— • - .• • .•- •- - -- - - ------- -- .". • ...- ':' .'-- -•"-- ": •" •• - . -. - • •?: MiTek USA, Inca 1 Compuittts:•igtifiiiiia r& -., Warnings *.:Gengirat Note*: i.:.. , . WARNINGS •1:, . „-.. t 4. 0.1.00440. *0000 tork000rthiAid:be-a.'dyis0 of#00-0. 0i.01400* and Warnings beforeoon410ivii commences. i - i;:.'• • • Z ::ZS Oomp.0$004*ek.biOilit.i.tioticaeinstaikde*het#0:044,2 .-. * *011.000.* O*601:64i40***040itki000006. , .1:St00:-00.0000$!!!!iOrn**.600,.::::M060.00000.000t*O00i*:.- 100,tioton:*:4040'.4.-lt*oio.00.i.00tiot the'bont,0044*iioitii:.: 4. 4.04000.4000141**00.0.04.*i'..001-P60.000.qi**40:*ft0i.013).00114•004' .. 444tioiler0 atO:00*Olet ..ati041:00110*.,s11004 6.0/10,00.470.01041311 ,.......:, .r.... ,. .. . . loads4001011, .-,00:*.tried..1040Y,OO.HPOVPt.. • F, . 5. 't01Piitm*h*t 0.4**vfNef40401$001i*PO:',r00:01**ii;*k.' .: handling,fabticollci)...: -'*fijOregit,OPO iii0t414119h,of 0000,6604#04...4 61... ThissRoort.is•4440100410044.qt004100140054009.0„114. _':-•:. tfriitlitleik In.60$1,.**Ies.i3ty.4iiiii*:wiltbefunititted.upon request . .i g:1 ., . _. , ..,...: " •- — ,.. ,... .... GENERAL- .•::• - :-NOTES,00**tfler#:* •Tiot0 .„. , . I. iiiiiiiiiiiiii-.4:00iiiiif ciitiu660469:00tailietess.010WK.40040100*kin*Otiat Outiong,:.07drpopept...Apii110,00*otlieSigRpotioeteilt**1•11toper •:..: ' ,i- 10cpcpotatio6-4:goopOOK#004.014)90010irlit*ApoimpoOPOPW: .21, Design assumosjihgiopand;h0tom4Oopils,f01,41-0******: Z•,-9',..0.'.:-.40.04-10':(44.04rAP4tive1*urgess•braq8414.F0.10011.10-0110444? .n,...:. POnti600WAtiOitifog:40.1.xos'objwooct*heattlikeITO:# 40!4'04P9Y 3•., 4,10.1000ttio49000tiatOrar.btaciPtiOsigir,dmitier040000.**-4-17.i i - • • 4:: 0$4011.4100.0.40.*.-Witiexespons11400t,Of tie.fesoetitiY****cio::::5., 5.. Design aOstimesi00506#00itilit used in a Acitt4diii01000300#010 ; arid:iffefot-doonigookrobitit ..?•.. ,•,..5..,; - • 6.L: Desionassoniet fiA•beatingatall-tUpptitt .thOlit Sh#40(wolgfi:jf necessary. . 1:• - , 74: POSIOn.:*******400:07010090 -00o4040. .,,.... .::., ....:, .4.. 01.4tii .'iti4ItOiiii*st44000itit.i..faces.,iit**-ivi,..004..0.1.00daihiiii..,tenliie,400t: . ....... .. . . „. . ..... ....... . . -.• -.•:. •• .:•.._.:,....,.. .,.,,..:.. ..,....„ ....,:: . 01i.0.000 with'.:1011-1 #40 ).($011* .ir, • -: 4. 0.(6i*iithiiiotii***ot$.0.14•140h0*.• itij toi,basid-.ciifiiiiittiii plate:deitga4atOeiee:ESW1311g$1319004frOlc).• .•...AP..r#3qtEn'... . . .-"t‘.. G.114:e474:•%.. -4 ....:;'••:. .„,:.:_.-;',..:-.1.••••„.. q-, :-: ..-:#,,,.,:.-- ;-•-,,.1,-,..,:.: ,..--,,.. .-!4.k.--.-- _. •----- -.'p,-. ,. li------- ' . . • 14itit..,-,--.T.L. . , -.. -..,...!:•.,:i,E.. ,r..7...-., :.:7..: • -ot:;4.0' .6-416''''.... ..• ' — -- . ••. -.. - • ,,t.:..--',/,'.....---....ex. .....„.„......:,!.,_ . , - ......03;•;•. ..... . ..:"'-:.. l' '.•:-.--• • .."'• .'. 'qk ' '...,.' 6-4;_•:'ff::::•!i.t...' •''''-'•- . - -. ,.. .•...:.._. .,.. .„.,.:" -,,,--..... , , • .. - : , .. . • - ,-•-•• 2-.-...• ,•.• .. -,-. . . „.. ,..,...„..:„ . ..„ :..: Iti : ,..,,_... . It!.. ;,- ;-: -.2...;:.',..1-;4,:::::-'•: .:::-:; -rit' . 49f1MwN. i. - F • . '...:?. ''ely 4......................................'...'.. . 6-,,_‘ -.14.:.: ' „,...11.... .• •:;. ,•1.......,;.•24j.,::;•;,:.7r::::.!•-0:,:f.:.cc.,•:-_.... • . l'ill'. 1.0'v... .,......a:..,:....: ..,...:: .04cv,„.,., -;*.i5:iiiii -f:-:- EXPIRES>_,IVX./4 111111I11II This design prepared from computer input by , {I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" !COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.( TC: 2x4 KDDF )116BTR LOAD DURATION INCREASE - 1,15 Design conforms to main windforce-resisting BC: 2x4 KDDF N10BTR SPACED 24.0" O.C, system and components and cladding criteria, TC LATERAL SUPPORT <= 12"OC. DON. LOADING - Wind: 140 mph, h.21.2ft, TCDL.4.2,BCDL=6.0, ASCE 7-10,' BC LATERAL SUPPORT <•* 12"OC. DON. LL{ 25.01+DL( 7.0) ON TOP CHORD - 32.0 POF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Gtr), DL ON BOTTOM CHORD - 10.0 PSF load duration factor"l.6, TOTAL LOAD a 92.0 PSF 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 Ut5i)7 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL l4-1x2 or equal typical at stud verticals. REQUIREMENTS OF IOC 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. 8-02-12 8-02-12 f f f 12 12 6.00 17 IIM-4x4 "z:16.00 F 3 C I N O o 0 2 ' 4 A i ( )ro I fir Ar it r ei 5 0 f M-3x4 M-3x4 l l 1 1-06 16-05-08 1-06 JOB NAME : 5017-B POLYGON - Al Scale: 0.4117 '<(.1''' ‘-$61 .WARNINGS: GENERAL NOTES,unlsu ofhernise noted: - V' $61 1.Builder and erection contractor should be advised of al Goners!Notes I.This design h based only upon me parameters allow.and h for en Individual G • NG I N v4, Truss: Al and Warnings before construction commences. building component.ApplIcsbgay of design;ammeters end proper v 2.2x4 eempnaston web bracng must be Installed where shown e. Incorporation of component Is the reaponsibiity of the building designer. I1/0//11': 3Additional temporary bracing to Insure stability during econstruction2.Design assumes the tap end bottom chords to ba laterally braced at �. DES. BY: LA , 2'no.and at I0'on.respectively unless braced throughout their length by • .!.921! C- is the responsibility of the erector.Additona tenement bracing of continuous sheathing such as plywood eheaodag(TC(end/or drywal680). DATE: 11/21/2014 the overall structure Is the reaponsibIiry of the budding designer. 3.2x intpoat bridging or lateral brining__requited where shown.4 4.No bad should be applied to any component until after all treeing and 4.Installation of bust Is the responslbtary of the respective contractor, SEQ. : 612 0 7 5 d fasteners ere con:pieta end at no time should erry loads greater then S.Design assumes busses era to be used In a naroorroshre environment, design loads be applied to an co and en fora condition'of use. ` ' TRANS I D: 412891 5,CompuTrus has neo centres Over and strumae no responsibility or he 8.Design assumes fug beating at all supporta ahow..Skim or wedge If O t+ (r fabrication,tangling,shipment and Installation of components. necessary. OREGON /;., 7.Design adaptsvele oneoal feceisprovided. �; ��Y ��$a �-'�. 8.Tide design 4 furnishedcopies of to the aIhnitalonsree sat kith by 8.pisses shall coincide toasted on both fees of odea,end placed so Ihair center 111(111111111111111111111111111111 X11 �""TC'M BCS(,copies of which wig be furnished upon request. fines dicewi h(ofplate In inches. (' 1 Q •t� MITek USA,Inc/C71mpuTrus Software 7.8.6(114-E 10.For basin cwmsam plate design virtues see ESR-1311,HER-1988(MiTeq Y� M8RRtt:' EXPIRES:12/31/2015 • This design prepared from computer inputby I� ��tlll�l� PACIFIC LUMBER-BC 1UII1 I TRUSS SPAN 16'- 5.5" IBC 2012 MAX MEMBER FORCES 4MR/DDF/Cq•1.00: TCSPECIFICATIONS LOAD DURATION INCREASE • 1.15 1- 2•( 0) 76 2- 8-1-161) 866 3- 8.1^256) 209 TC:: 2x4 ROOF 814,81T0R SPACED 24,0" O.C. 2- 3-(-1046) 267 8- 6=1-206) 866 8- 4-( -39) 435 BC:E284 KDDF $16.13103- 4-( -784) 176 8- 5•(-256) 209 WEBS: 2x9 KDDF STAND LOADING 4- 5•( -784) 176 LL( 25.01+D1( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-1046) 267 IC LATERAL SUPPORT <= 12"0C. VON. DL ON BOTTOM CHORD • 10.0 PSF 6- 7-( 0) 76 BC LATERAL SUPPORT <• I2"OC. VON. TOTAL LOAD • 42,0 PSF OVERHANGS: 18.0" 18.0" LL • 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX MORE BRC REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -151/ 862V -87/ 870 5.50" 1.38 KDDF 1 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 5.5" -151/ 862V 0/ OH 5.50" 1.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT VON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL • 0.013" 8 -1'- 6.0" Allowed • 0.150" MAX IL CREEP DEFL - -0.014" 8 -1'- 6.0" Allowed • 0.200" MAX LL DEFL = -0.022" 8 8'- 2.7" Allowed - 0.717" MAX LL DEFL " 0.013" 8 17'- 11.5" Allowed • 0.150" MAX TL CREEP DEFL - -0,014" @ 17'- 11.5" Allowed = 0.200" MAX BC PANEL TL DEFL - -0.047" 8 12'- 8.6" Allowed • 0,481" MAX HORIZ. LL DEFL • 0.011" 8 16'- 0.0" MAX HORIZ. TL DEFL - 0.017" 0 16'- 0.0" 8-02-12 8-02-12 f f Design conforms to main aindfotce-xeaistinq 4-03-12 3-11 3-11 4-03-12 system and components and cladding criteria. '( 12 Wind: 140 mph, 8•22.66t, TCDL•4.2,BCDL•6.0, ASCE 7-10,, 12 11M-4X4 '',:36.04 (All Heights), Enclosed, Cet.2, Exp,B, MWFRS(Dir), 6.0017 load duration factor-1.6, 4,0" Truss designed for wind loads 1 4 !a in the plane of the truss only. 144144 M-1,5x3 M-1.5x3 3 3 0 1 N cs 1 'n M O o m -( 1 7 o M-3x4 M-3x8 M-3x4 c } } ,1 8-02-12 8-02-12 l / } 1-06 } 16-05-08 1-06 JOB NAME : 5017-B POLYGON - A2 Scale: 0.3067 �t��,D, PROFe: WARNINGS: GENERAL NOTES.unless Mamba noted: tr�°�` ` ( IIY' U� 61.51 1.Builder and erection conn for should be advised of nil General Notes 1.This design 1s bead only upon the parameters shown and Is for an Individual ) A, 0 Truss: A2 end Warnings before ormsbuteen commences. building component ApplkeblBty of deign parameters and proper t,ra !l(�zJ' s * 2.214 compression web bracing met be MshUed where ehovm+, meotpora6on of component Is the res onaibRb of the buildingdeetpner. •n C 3.Additional temporary bracingto Insure eta du consbuc8on 2.Design ssavma the top and bottom dlMde tube letaneBy braced at 7 e o . G r. deg 2'o.c.and at 10'o.o.respectively unless braced throughout their lengqtthh by DES. BY: LA k the responsibility of the wedof.Mdflonei permanent bracing of continuous sheathing ouch is plywood sheathing(TC)end/or drywall(BC). DATE: 11/21/2014 the overall Outten to the responsRRty of the building designer. 3.2x Impact bridging or lateral bracing readredwitere*howl•• SEQ. : 6120?51 4.No bed should be applied to any component troth ager all bracing and 4.inetellatun of hag le the responsthgty el the respective contactor, ��► fasteners are complete end Ono emus should any loads greeter than 6.Design assumes busses are to be used In a non-0orroshe*whatnot, M design loads be applied to any component. end o e assumeoCdry fulb bearing Oi use. w4,. TRANS I D: 412891 N.Design assumes full bearing at og.upped*chow.Shim or wedge If OREGON .. iv S.CompoTnte has nes cabal over and assumes no responsibility ter the naaeesary, provided. (�( 6,?thltlms design handling.aial shipment loin Nmita6one set tagellon of forth W 6.M.i s abepi assumes be ioodeedyuon both faveeloi trusead placed so their center ✓Q 9CS'� 14 !`-Q' 111111113111 III��I 11111111111111111111111 MiiTTeic USA,Ir1c/CompuTrus SoftwarCA In 8CS1.0171.4 of which al be furnished 8.8(1 L)-E revues~ 10. oint center Ones. N.Digits Ia16aindicate ac�netmrInes coincide with)PI'e�design valIn ues sea ESR•1 O11,ESR-1005 Asia~) - 111111 11 ,I RRII EXPIRES:12/31~/2015 I1IIIII�II��I This design prepared from computer input by 1111 1!!111 PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS 16-05-08 GIRDER SUPPORTING 35-08-00 FROM 7-00-00 TO 16-05-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 1 TC: 2x4 KDDF 81OBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-1 0) 76 2- 9"(-1556) 7382 9- 3.1 ^134) 72 7-13=(-392) 1160 BC: 2x6 KDDF 0161318 2- 3=( -8526) 1836 9-10=(-1560) 7388 3-10-( -154) 548 WEBS: 2x4 KDDF STAND; LOADING 3- 4-1 -8708) 1942 10-11"(-1624) 7552 10- 4-( -582) 2788 2x4 DF STAND A; LI. • 25 PSF Ground Snow (Pg) 4- 5-1 -6820) 1562 11-12-1-1608) 7450 4-11-(-2524) 576 2x6 KDDF 12 8 TC UNIF IL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 16'- 5.554/6-( -6824) 1562 12-13-1-1932) 8792 11- 5-(-1348) 5918 BC UNIF LL( 0.0)+0L( 20.0)- 20.0 PLF 0'- 0.0" TO 7'- 0,0'5-V7"1 -8568) 1924 13- 8-1-1450) 8880 11- 6-1-2354) 548 TC LATERAL SUPPORT <• 12"0C. UON. BC UNIF LL( 420.8)(DL( 306.2)- 727.0 PLF 7'- 0.0" TO 16'- 5.5'V-V8-)-10250) 2268 6-12-1 -550) 2526 BC LATERAL SUPPORT C. 12"0C. UON. 12- 1-1-1404) 342 , **ADDL.: BC CONC LL-MIL- 2975.0 LBS 8 6'- 0.0" • OVERHANGS: 18.0" 0.0" BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA ter. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ,I1. (SPECIES) ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1041/ 4661V -74/ 868 5.50" 7.46 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN 16'- 5.5" -1459/ 6568V 0/ OH 5.50" 10.51 KDDF ( 625) nails staggered at: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6" oc in 2 rows) throughout 2x6 bottom chords, 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.? 9" oc in 1 row(s) throughout 2x4 webs, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL • 0.003" 8 -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL • -0.003" 8 -1'- 6.0" Allowed • 0.200" MAX LL DEFL - 0.072" 8 10'- 7.3" Allowed - 0.777" •* HANGER BY OTHERS TO APPLY CONC. MAX TL CREEP DEFL • -0.200" 8 10'- 7.3" Allowed = 1.036" LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.023" 8 16'- 0.0" MAX RORIZ. TL DEFL - 0.050" 8 16'- 0.0" 8-02-12 8-02-12 f-- 1 ') Design conforms to main windforce-resisting ' 3-06-02 2-07-10 2-01 2-01 2-07-10 3-06-02 system and components and cladding criteria. 1 1 1 1 1 1 1 12 12 Wind: 140 mph, h-22.6ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,' 6,00 p I4-4X6 ."q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, t 54.0" Truss designed for wind loads in the plane of the truss only. 14-3x5 M-3x5 6 3.1" sn M-,4•••011 °4°°°x4 M-3x5 0 3 B 7 C.4 o 1t M-5X10 M-5x10 M �, U A '.,.' 9 11- it S2 13 -''x8 0 c, M-1.5x3 M-6x8 M-3x10 M-4x6 )4-3x6 a k / *2975$ , ,l 1 4- 3-04-06 2-05-14 2-04-08 2-04-08 2-05-14 3-04-06 / I. is 1-06 16-05-08 • JOB NAME : 5017-B POLYGON - A3 Scale: 0.3135 ��0 �0F�c5 WARNINGS: GENERAL NOTES,unless oOwrwfse noted: rf 4 t5.61 1.BYAder and erection contractor should be advised of all General Notes I.This design is bnedonly upon the parameters shown and Is for an individual 0 G y,(N U/' Truss: A3 and Warnings baton construction commences. building component Applicability of design parameters and proper y ��f_ 2.2a4 compression web bracing not be installed viten shown+, btaorpora0on of component Is the responstbpR�.of Ow building designer, I! J}p�6y !i 2.Dean assumes theta end bottom chorda tobe Weedy braced at f S/ 1 v 1 DES. BY: LA 3.Additional temporary bracing to insure stability during construction k p92. p E. is the respanePoWty'tithe erector.AddOonat permanent brasing of 2'o.c.and et t0',les respectively unless braced throughout their iH)p1ry by .�'- IP V continuous s dsi,,gng ouch"'plywood shnihing(TG)end;or drywa2(BG). DATE: 11/21/2014 the Moro{awcan is the responsibility of As building designer. 3,2a Impact bridging or lalerd bracing required when shown•+ SEQ. 612 07 5 2 4.Mn loud should be applied to any component until alter allbrecingend 4.InsaAttila is the reeponaibWty of the respective contactor. Q• fasteners are complete end also Owe should any.toads greater then 5.Dadan assumes tutees are to be used Ina noncorrosive environment, TRANS I D: 412891design loads be spelled to any component and an for"dry condition"of use. f rte. 5.Compulnie has no control over and assumesno responsibility for the I.Design assumes all bearing at all supports shown.Shim*,wedge 0 - -p - (C lebdcaaen,handnog,shipment and tMolisOan of component. necessary. OREGON 7.Design assumes adequate drainage is presided. 4 4.This design t furnished subject to the limitation*set forth by 8.Plates shell be loaded on both faces nitwit,and placed so their center ."� � O Ones coinside with feint tenter"nee. C,1, 111111 illi!loll HE II-�ql II ISI(ill MITek USA,IncTPYINTDA In .//CompuTtua Software 7.6.8014-E L copies of MIA MN be furnished upon request t0.For basis connector plate design values see EOR-131 t.ESR-19e8(MiTek) 41":'"F?r i �6 { - I 9.DIOib indicate alae Opiate m Inches. Rll:V- . EXPES:12/31/201.... (i9t1IIIIIIIDI 1 This design prepared from computer input+by PACIFIC LUMBER BC TRUSS SPAN 8 .0 '- 2.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg-10 LUMBER SPECIFICATIONS LOAD DURATION INCREASE • I.15 1-2•(-131) 93 1-4•(0) 0 BC: 2x4 KDDF 8L68TR SPACED 24.0" O.C. 2-3•) -63) 26 BC: 2x4 KDDF 81&BTR TC LATERAL SUPPORT c• 12"OC. UON. LOADING BC LATERAL SUPPORT <• 12"OC. UON. 1L( 25.0)+DL( 7.0) ON TOP CHORD • 32.0 PSF BEARING MAX VERT MAX HORS BUG AEgUTAED BUG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD • 42,0 PSF 5'- 9.2" -23/ 268V -30/ 1198 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LL • 25 PSF Ground Snow (Pg) 8,- 12. 8" -149/-10/ 314V 0/ OH 1.50" 0.01 HOOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL•L/240, TL.L/180 AND BOTTOM.CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL • 0.058" 0 2'- 11.8" Allowed - 0.397" MAX TC PANEL TL DEFL - -0.053" 0 2'- 11.9" Allowed • 0.596" 12 3 a MAX HORIZ. L1 DEFL • -0.001" 0 8'- 2.0" - 6.0017 MAX HONED. TL DEFL - -0.001" 0 8'- 2.0" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h•21.26t, TCDL•4.2,BCDL•6.0, ASCE 7-10,; (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor•1.6, l) Truss designed for wind loads in the plane of the truss only. m • 0 o I 0 Lel r o 0 0 i . ', 0' 0 F i 1►� 1109:-.4.4 co 7 M-3x4 1 l '6-00 2-02-12 [PROVIDE FULL BEARING;Jt5:1,4,2,31 • JOB NAME : 5017-B POLYGON - ADJ1 • scale: 0.5354 p]�:�F . �� IN s'; WARNINGS: GENERAL NOTES,unless casaba noted: NQ �\� 1.Bolder and erec6ar conPaater should be advised of erg General Notes 1.This design Is breed only upon the paramMera shown and Is for en individual ��i��:�I�0 Truss: ADJ1 nod Warnings before censbuelon commences. bANdNg component Applicability of design Perametew and prepare 2.2x4 compression web bracing must be insulted*tare shown*. Incorporation of compenentts the res Ibilkkvy of the building designer. �/ _ 3.Adfilonst temporary bracing to Insure stebllty during wmbualion 2.Design assumes Inn tap end bottom da to be laterally braced at .92•a PE 2'o.e.end at f 0'0.e.respectively unless braced luoughout weir length by c-- DES. BY: LA is the responsibility of tin erector,AddtionN permonaM bracing of oonRnuous sheathing such as plywoodeheating(TC)ardlor drywagBC). DATE: 11/21/2014 the*snag structure is the responsibility al the building designer. 3.Sr Impact bridging orlateral arming required where shown++ 4.No load should be appaed to any eomponant until alter MI bracing end 4.imaged on of trues is lieraspenalbSty orbit Negative contractor. r�9�... SEQ. : 6120753 fasteners are complete and al no time should any loads greeter then 5.Design assumes busses am to be used In a nen-corrosive environment, �',�sa, design loads be applied m any component and are for'dry eondplari of use. 1;�. B.Design assumes hill bearing et ell supports shown.Sam or wedge If OREGON ter. TRANS I D: 412891 S.CompuTnm has no aenbel mer and assemes no roponei6Ety for the mme„ery, J fabrication,haMRng.shipment and installation of components. T.Design assumes ade uele drablsge to provided ".6�„Q�, �� 11181 1f1E {t11 1tl1I II 1I I' S.PIWTCAA in 50This design is 0881,copid es ofshahYdU beto the eM ached upon request 5. Matas shed be located on es coincide with)olnptt��centerrinet faces�buss,and placed ser their semen .11/ -1:31:i10^ 7.4. 2. A.\:n.,""" I 111 llil loll 11111 II_IIIII IUII ill HIl M)TeH USA,)no.lCorlpt(Ifwe Software 7.8.8(1L).£ O,F9. or ibas c cots nnector plate design vate hi alues see ESR-1311.ESR-lies(MITex) �n I�` V.T. 81 „ 1111 f7 1.. EXPIRES:12/31/2015 1E�I1i(D 1 This design prepared from computer input;by {ttlllll PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 016815 LOAD DURATION INCREASE " 1.15 1-2-( 0) 76 2-5-(0) 0 BC: 284 KDDF 1188TR SPACED 24.0" Q.C. 2-3=(-132) 92 3-4-) -63)-26 TC LATERAL SUPPORT <• I2"0C. UON. LOADING DC LATERAL SUPPORT <- 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD • 10.0 PSF BEARING MAX VERT MAX MORE BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) 0'- 0.0" -60/ 456V -31/ 158H 5.50" 0.73 EDRF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ ON 5.50" 0.11 KDDF ( 6251 5'- 11.2" -136/ 335V 0/ OH 1.50" 0.43 KDDF ) 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 2.8" -12/ 21V 0/ ON 1.50" 0.03 ODOR ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD, TOP ICOND. 2: Design checked for net(-5 psf) upfift at 24 "oc spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.013" 4 -1'- 6.0" Allowed • 0.150" MAX TL CREEP DEFL • -0.014" 4 -1'- 6.0" Allowed • 0.200" MAX TC PANEL LL DEFL • 0.057" 4 2'- 11.8" Allowed - 0.398" MAX IC PANEL TL DEFL • -0.052" 6 2'- 11.9" Allowed = 0.546" MAX HOAR. LL DEFL = -0.001" 4 8'- 2.0" 1- 4 .., MAX HORIZ. TL DEFL = -0.001" 4 8'- 2.0" • 12 Design conforms to main windforce-resisting 6.00 0 )°( system and components and cladding criteria. Wind: 140 mph, )n-22.6ft, TCOL•4.2,13CDL-6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, !( Truss designed for wind loads m in the plane of the truss only. 0 • o a, it 1 0 N I o a 0 • O ro1 Z04 o oo-..----_-45►:�o -r M-3x4 F- / / y y 1-06 6-00 2-02-12 (PROVIDE FULL BEARING:Jts:2,5,3,41 • JOB NAME : 5017-B POLYGON - ADJ2 . • Scale: 0.4775 C��p .PR:OPF' WARNINGS: GENERAL NOTES,unless°Mendes noted: ,c G i tjSr1 I.Budder and erection contactor should be advised of e0 General Notes 1.Thea deston Is based only upon the parameters shown and la for an indMdud �GJ` 1 G 1 N U/O. Truss: ADJ2 and Miming*before construction commen coo. building component,Applicability of da,)gn parameters and paper �• 1.234 compression web)racing melte Instilled where shown+. Incorporation of component Is the responsibility of the building designer. 4 r!f'z1 • -!� 3.Additional temporary bracing to inswa stability during wnstruellan 2.Design assumes the top end bottom chords to be IateraWy braced at q.. DES. BY: LAYa.a and at TV 0.o.respectively tmtess braced throughout their length by �' n]il1P:E0 f' Is the responsibility of the erector.Addition*I permanent bracing of .g2 DATE: 11/21/2014 the overall structure la the responsibility 20mldcontinuous ddglo3sheathio r such as plywood dtred where shown aywetihc). pa illy nente building ill bowing 4,In impact bridging bus or the re bracingponeibl required of the whore ++ SEQ. : 612 0 7 5 4 4.No load ore ad be applied to any Owe uh ani until after all braoMp and 4,Me a0an of buss h the reef obs ee of the reepsalve eontreetor. fasteners are complete and Moo Erne should any bads greater then 5.Design assumes Musses era to be need in a non-coaoeive environment, ;4�TRANS ID• 412891 design toads be appded to any componentend era fer'dry*orad lion'of use,s.CompuTras has no control over end peumse no nsponffbSry for the O•Design assumes full bearing at al supports shone.Shim or wedge if O - fabrication,hending,shipment end Installation of cofconents. necesaery, n tttt6.TNI*Boston M famished w ed to the NtNtel000 sal kM b 7.Oesegt spumes elle nate oth Ion s M reNdadOREGOII II �II�I 0II I�1I�'II1)III�I INTI III�I�IY e.Mates she8 be looate�on both lacca of buss,aM pGeed so thAr center �'�ITPINVTCA In SCSI,copies of which coal be f rnished upon requestdnaa eoalewe wtm)ones eamernnes. '9•)' j -�-. 8.Digits indicate vete of joint In Inohs. ,1 �- MITek USA,3nc.lCompuTru8 Software 7.6.8(1 L)-E 1 E.For basic connector piste design vetoes Moe ESR-1311,ESR-I gee(Musk) ,"7-4'1i1:1 ef L:ty ty' >- EXPIRES:12/3112015 1111111 This design prepared from computer input'by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I TC: 2x4 KDDF N1aBTR LOAD DURATION INCREASE - 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF NILBTR SPACED 24.0" 0.C. system and components and cladding criteria. TC LATERAL SUPPORT <- 12"OC. 00H. LOADING 'Wind: 140 mph, h-20,9ft, 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,U, MWFRS(Di°l, DL ON BOTTOM CHORD - 10.0 PSF load duration factor-1.6, TOTAL LOAD 42.0 PSFTruss designed for wind loads LL .. 25 PSI Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I4-1x2 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • 6-09-08 6-09-08 • 1' T { 12 12 6.00 p IIM-4x4 `7.)6.00 3 t r i • In 0 4 rn Ici C m - o i 5 o 1 , h M-3x4 M-3x4 y 1 1-06 13-07 1-06 • JOB NAME : 5017-B POLYGON - B1 - Scale: 0.4975 ,c��Ep RR.ape WARNINGS: OENBRAL NOTES,unless othenww noted: \(-''°' N� t : 1.Guilder and erection convector should be advised of GI General Notes 1.Thus designis based only v on Si.parameters shown and Is for en Ind/Maid 1 �,q Truss: B1 and Weminge before conetruceon commenus. building component Applicability of design perimeters end proper` 'd !- �,!"I r �/p 2.204 compression web bracing moat be Installed where shown 4. Mcorporaaon of component is the raponoSNity of the building de:Oar, I f 3.Additional temporary bracing to Insure ahbAdy during eonaWctla, 2,Dresign assumes Aa top and bottom shards to a laterally braced el !r•. !92•..P E t! DES. BY: LA to the responsibility f he erector.Additional permanent bracing of T c.c.end at 10'om resew:Grey unless braced eaoughout IMb Nn by see y o continuous sheathing such as plywood sheathing(TC)ender drywall(BC). DATE: 11/21/2014 the overaN sbudure is the respanslbmy of die building designer. 3.2x Impact bridging or lateral bracing required where shown*+ , - - 4.No load should be spelled to My component until each ell bracing and 4.lestollaedenim un Is the reepansttHy of Si.respective oantreotor, .. SEQ. : 6120755 fasteners are complete end at no ams ehoutd arty leads greeter then 5.Design assumes busses are to be used in e non-corrosive envkonment `tee .:•. design toads be applied to any component end are for-dry full bearing of use. lf.. TRANS I D: 412891 S,CompuTrus has no control over and assumes rte responsibility forme 8.Design anemone fou bemMhg el ell supports is shown.Bidet or wedge It • `� necessary. ^y, OREGON fl(" fabrtueon,Sending,shipment end lnstall:Won of components. 7.Design assumes adequate drainage in provided. .• '✓. \ �A,' C 1 5,This design to furnished subject to the limitations set forth by B.Plates shall be locatedonboth feces algae*,and placed we their center i! .�%1 r 14 Q TPINVICA in 1110111111 IIID 11101111111 NI11III lilt Mt elt USA,IncelCOmpUTN3I.copies of ISoflwafe 7.B.fy(7L)•E request. n Inches. f er line*. S. Digitsbasicconnecter dicate size of Ines coincide MA joint de design veWee sea ESR-1311,ESR-19HH(MITCh) -'! ARIC�-� EXPIRES:12/31/20-15 jlllll111This design prepared from computer input,by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 YC: 2x4 KM 1168TR LOAD DURATION INCREASE • 1.15 1-2-( 0) 76 2-6=1-27) 512 6-3-(0) 314 BC: 2x4 UDE 0I6BTR SPACED 24.0" 0.C. 2-3=(-681) 123 6-4•(-27) 512 WEBS: 2x4 KDDF STAND • 3-4+(-Eel) 123 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5-( 0) 76 LL( 25.0)+OL( 7.0) 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 H0R2 BRG REQUIRED ERG AREA OVERHANGS: 18.0" 18.0" LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIEES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -134/ 742V -74/ 74H 5.50" 1.19 ODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 7.0" -134/ 741V 0/ OH 5.50" 1.19 KIM ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING HET. I I. Design c ecke• or net(- pa I upl t at • oc spactng.l BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL+L/180 • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL • 0.013° 0 -1'- 6.0" Allowed - 0.150" MAX TL CREEP DEFL a -0.014° 0 -1'- 6.0" Allowed - 0.200" MAX LL DBFL = 0.013' B 15'- 1.0" Allowed + 0,150" MAX TL CREEP DEFL - -0.014' a 15'- 1.0' Allowed = 0.200" MAX TC PANEL LL DEFL • -0.035" 0 3'- 7.5" Allowed • 0.455" MAX TC PANEL TL DEFL • 0.097' a 9'- 8.6" Allowed - 0.683" MAX RORIE. LL DEFL - 0.005" 0 13'- 1.5' 6-09-08 6-09-08 MAX BORIS. TL DEFL - 0.008" 8 13'- 1,5" T 1. 12 1' Design conforms to main windforce-resisting 12 6.00 p IIM-4x4 6.00 system and components and cladding criteria. w 3 4.0" Wind: 140 mph, h•22.3ft, TCDL-4.2,BCDL=6,0, ASCE 7-10,, ^`:-4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), iload duration factor•1,6, Truss designed for wind loads in the plane of the truss only. 1, i. , t0•, 0 r •to 0 r o - o 0 i4 o • M-3x9 M-1.5x3 t4-3x9 5 a 1 y 6-09-08 6-09-08 l 1-06 13-07 y 1. 1-06 • JOB NAME : 5017-B POLYGON - B2 • Scale: 0.3975 • WARNINGS: GENERAL N07E8,unless eternise noted: �,Et� pR:a,�Fs L BuUder end erection connector should be advised of all Genual Nates 1.This design fs based only upon the parameters shown and le for an Individual Truss: B2 and Waminga before constructer'commences, buildingco `QI /O. mpof component le the of proper l` 2.2x5 compression wob bracing moat be InsfaOad where shown*, incorporation of component le the respeneibiliry of Me building designer. '1/451. j , DES. BY: LA 3.Adcationel temporary bracing to Insure*Mary during construction 2.Design oseumaa the top end bottom chorda to ba laterally bread at L:{ 1s the responsibility of the erector.Addtlonel permanent bracing a( 2'tic.and at 10'o,o,resew**unless braced throughout dIyeangg�M by �' 777.92 i 9 p E DATE: 11/21/2014 the overall structure la the res onelblR of the building designer. Si l continuous sheathing evelateral butting b plywoodrquired%here s horror drywaq(eC). P tY 8 ci8 3.Ineldatotbo Crus or the .Is responsibility be use at Iaanspeoosle environment, / fasteners are complete and at no ere shouAt any bade{pester than S.Design assumes Misses ere to be used 6t a non-eonmha otrvironment, TRANS I�: 912891 design bads be applied to any component and are for dry condition"of use. Irr�prr 5,CompuTnn has no control over and sesames no resporaibllty for the 8.IreceaDesign assumes MP bearing al Y supports shorn,Shim a wedge If -- f�. fabricaNen,handsnp,shipment and lnsNOs600 of components. necaseary. 6 OREGON 44 6.This design kr furnished subjectto the 8mhsOnas sat forthy Design assumes adequate drainage is provided. placed "94. A_Lr RELY V N‘,. {(/ I VIII VIII III11 IIII 0111131111111 TPIMWTCA in 8081, p 8.Pates snag be located on both faces of boas,and eo their tenter copies ofwfi{ch will be furnished upon request 9nee cdndde w$h joint canter Mss.9 ''.0. _.'9 14 ja� A4)7 ek USA,inc.lCompuTfue Software 7.8.8(7 yB es. 10.F rbbasic cornu plate desigin n values see EOR-1311.E8R-1988(MI7ah) 111 RRILS- . EXPIRES:12/31/2015 1 11111111 This design prepared from computer input;by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-07-00 GIRDER SUPPORTING 35-08-00 FROM 0-00-00 TO 7-00-00 IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq°1.00 TC: 2x4 ROOF 416BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2'.(-6408) 1862 1- 7=(-1562) 7264 7- 2-( -404) 1942 • 2- 3=1-6562) 1484 7- 8-(-1542) 7194 2- 8>(-1658) 404 W2x6 RODE SS LOADING 3- 4-)-6636) 1488 8- 9-(-1066) 5198 8- 3-) -630) 2756 WE BS: 2x4 RODE STAND; 2x4 OF STAND A LL - 254- 5-(-6536) 1400 9-10-(-1150) 5660 3- 9-0 -656) 3034 TC UNIF LLS 50.0}+01( 14.0))-'- GroundSnow ( 64.0 PIE 0'- 0.0" TO 13'^ 7,0" V 5- 6-( 0) 76 10- 50(^1146} 5654 4_10>( -126) 3T4 TC LATERAL SUPPORT <- 12"OC. DON. BC UNIP LL( 420.8)+DL( 306.2)- 727.0 PLF 0'- 0.0" TO 7'- 0.0" V BC LATERAL SUPPORT <- 12"0C. UON. BC SNIP LL( 0.0)+DL( 20.0)- 20.0 PLF 7'- 0.0" TO 13'- 7.0" V BEARING MAX PERT MAX HORZ BAG REQUIRED BOG AREA OVERHANGS: 0.0" 18.0" **ADDL: BC CONC LL+OL'. 3004.0 LBS 8 7'- 7.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1252/ 5638V -72/ 61H 5.50" 9.02 RODE ( 625) ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 7.0" -015/ 3643V 0/ OH 5.50" 5.83 RODE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design checked for net(-5 pat) uplift at 24 "or spacing.) 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIHITS: LL-L/240, TL-L/180 6" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL > 0.047" 0 6'- 0.0' Allowed > 0.633" 4" oc in I row(s) throughout 2x4 webs. MAX TL CREEP DEFL - -0.133" 0 6'- 0.0" Allowed > 0.6.14" MAX LL DEFL - 0.003" 8 15'- 1.0" Allowed - 0.150' MAX TL CREEP DEFL - -0.003" 0 15'- 1.0" Allowed- 0.230" ". HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX NORIB. LL DEFL - -0,014° 0 13'- 1.5" MAX HOAR. TL DEFL - 0.031" 8 13'- 1.5" 6-09-08 6-09-08 T 6 Design conforms to main windforce-resisting 3-07 3-02-08 3-02-08 3-07 system and components and cladding criteria. ( 1 12 12 Wind: 140 mph, h-22.3ft, TCDL-4.2,BCDL>6.0, ASCE 7-10,'. (All Heights), 6.00(7 M-4x6 6.00 load duration factor-1.6,Cat.2, Exp.B, Huns Mir), 4.0" Tress designed for wind loads ti 3 1.7..."f in the plane of the truss only. • k M-3x5 4/1M-3x4 a un co ,' 14-5x10M-5x10 ci #� 4 1M-3x6 7:M-4x4 M-4x8 M-1.5x3 a t 1, l *3004# ), y 3-05-04 2-06-12 1-07 2-06-12 3-05-04 • k Y .1- 13-07 13-07 1-06 JOB NAME : 5017-B POLYGON - B3 Scale: 0.3781 rPRQF . WARNINGS:.Builder oft O.This de iNOTES,taunions oupon e opted: • \ I�GI N�C %O. 1.auNderand erection contractor should be advised of all General Notes 1.This dellen is based only upon the paremeles shown and is for an Mdhidusi �� V1110//M. ) Npyp Truss: B 3 and Warnings before construction commences. building component Applicability of design parameters and proper ,,/0'/'?r 2.2a4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 1 1 3.Additional temporary bracing to insure sie6Wtydudng oenaW ction Design saunas Ste top and bottom chorda to a laterally breaad e ! - e R P�. �< DES. BY: LA Is the reeponeiblg4 of the erector.Additional etmanentbradn of 2'oto.and at 1 a oto.respectively enlace braced throughout their len by P g continuous shaming such es plywood sheetteng(TCI endter d ywe / DATE: 11/21/2014 110 overaS structure is the responsibility deur building designer. 3.2x impact bridging or Wend brazing required where Mown++ • 4.Ne load should be applied to any cempenent unm after as brineng end 4.Installation of bum is era responsibility of she respective contractor. .sla7�r SEQ, : 6120757 fasteners ere complete end at no lime should any loads treater than 5.Design assumes busses aro to be used Ina nenworronNe environment f',� da loads be applied to any component and are for'dry ceodWee"of use. �y CC TRANS I D: 412891 6,Dagga asoma tub besting at all auppero Mown,Shim or wedge If S.CompuTme has no cMhol over and acorns no reapomghimy for the neoeeamy. .7♦. ,�fy.�OREGON . tabrkaBen,handling,shipment and teatetlaten of components. 7,Design assumes adequate drainage m provided. Y 7,"�r`' p 4.This design Is Banished eub)ect to the lnnitadens eel forth by B.Plates shalt he located on both taus a1 truss,and placed so their center /.6.74)' . 4./ 2C�j 11101 IA11 IMI IIAII III 11111110111111 TPWYICA In SCSI,copies*twitch wilt ha furnished upon request r Sias, y Diplb inNW nate etre ocide with ff plate In Inches. O .1 v II1/UI101 11111 1118188 M(Tek USA.)ncJCompuTl is Software 7.6.6(1l}E pw basic connector plate dales values see ESR•tsi t,ESR-1988(Mttah) 14 A R 1._\- EXPIRES;12/31/2015 r. IOIIIIIIIIIII This design prepared from computer input:by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq=1.00 TC: 284 RUDE 4103TR LOAD DURATION INCREASE = 1.15 1-2=) 0) 76 2-5-(0) 0 BC: 2x4 'OOP 011BTR SPACED 24.0" O.C. 2-3-(-103) 69 • TC LATERAL SUPPORT o- 12"OC. 000. LOADING 3-4m( -40) 0 BC LATERAL SUPPORT <= 12"0C, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HOZ BRG REQUIRED BIG AREA OVERHANGS: 18.0" 9.5" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) 0'- 0.0" -74/ 471V -24/ 1410 5.50" 0.75 KDDF ( 625) LL 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 74V 0/ 0H 5.50" 0.12 KDDF ( 625) 6'- 0.0" -110/ 242V 0/ OH 1.50" 0.31 KODF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacipg.I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.013. 0 -1'- 6.0" Allowed ,. 0.150" MAX TL CREEP DEFL - -0.014" @ -1'- 6.0" Allowed = 0,210" MAX LL DEFL - 0.001" 0 6'- 9.5" Allowed = 0.079" MAX TL CREEP DEFL ., -0.001" 0 6'- 9.5" Allowed ,, 0.106" MAX TC PANEL IL DEFL - 0.064" 0 3'- 2.3" Allowed . 0.398" MAX TC PANEL TL DEFL - -0.094" @ 3'- 4.9" Allowed - 0,556" r 12 4 �. MAX 1)OR11. LL DEFL - -0.001" 0 5'- 11.2" 6.00("7' MAX HORIZ. TL DEFL = -0.001" 6 5'- 11.2" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-22.3ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,. (All Heights), Enclosed, Cat.2, Exp.B, MIVFRS(Dii), load duration factor=1.6, Truss designed for wind loads Oa in the plane of the truss only. 0 o M I ,,., It t O et - -c- ' .. M-3x4 e- i y ,L ,i 1-06 6-00 0-09-08 PROVIDE POLL BEARING;Jts:2,5,31 JOB NAME: 5017-B POLYGON - BDJ Scale: 0.5302 ,01,E .RR:pF61.9.o.. WARNfNOg: BBNERAL ND7Ba,unhse otherwise poled: .t �t� 1.Builder and erection contactor should be advised of ail General Notes 1,This design is hued onty upon the parameters shown and Is lar it,IndMduel • (N V O Truss: B DJ end blamings before construction commences. building component Appticebltty of design parameters and proper . . -1(//k/117. (�\AG 2.2x4 cemprssetton web bracing must be installed where shovel c. inselperation of component is the responsibility of the building designer. / /fL�7�/,pT 3.Additional temporary 2.Design assume.the topD %'j / /•) DES. BY: LA p ry bracing to insure arability during eonstrudbn and ve�y bottom thirdsr c a meo ty braced a la the responsibility 2'ntino.end et l o to such as y plywood s braced(TC)Sod!.Meir length .� '9Z t aPE �. p hiflly of the motor.Additional permanent bracing of continuous sheathing such as by DATE: 11/21/2014 the overall structure Is the responsibility oils building designer. 1.2x Impact gcing ghred where s andlor drywaP(8G). mmpp bus tor the re)boninyg required the respe showo a SEQ. : 6120758 4,Ne toad should m lateapplied atany o thea should any ty ocontractor.greater then e.Design assumve trusses an h be used M a noneorrosha environment, TRANS I D: 412891 design loads be applied to any component end ere for'dry sondttion'.1 use. S.Can puTrus has no control over and assumes ho respens@Bty for the e.Design assumes NB bearing et tug supports shown.Shim or wedge If t/ . . . roti fabrication,handling,ehipment and installation of components. 7 Galllen assumes edequete drainage is pprovided l �" `� B.Thte design is furnished subject to the mniteaons sat forth by 8.Metas shag be locaoteed on both faces s hues,and placed so Meir nentH ��' 4/ �1�R �N b ' 1 IIIIII VIII ILII VIII VIII 11111 VIII 1111 IIII TPWOCA in Boat copies of MTe USA,(nc.lCompifru`s Software 7.6.O(1l).E request. lines coincide with joint center linos. , In.Furbeek Indicate size of plate In ate in aluea sae ESR•IDl I,fi8R•7e88(Web) ,O' �r .7 4. 2Q�..+Q, BRIO-e' . EXPIRES:12/31/2015 11111111111 This design prepared from computer input:Joy PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 23-09-08 HIP SETBACK 3-10-08 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1,00 ' TC: 2x4 KDDF 81aBTR; 23-09-08 GIRDER SUPPORTING 6-00-00 1- 2'(-4685) 1604 1-10')-1402) 4140 10- 2=( -558) 1745 6-15"(-1734) 6987 2x6 KDDF 8168TR T2 LOAD DURATION INCREASE ' 1,15 (Non-Rep) 2- 3"(-4140) 1448 10-11-0-2367) 6584 10- 3-(-2827) 1116 15- 7'( -354) 1117 BC: 2x6 KDDF SS 3- 4"(-6816) 2401 11-12-(-3029) 8315 3-11=( -354) 1217 7-16"(-2827) 1116 WEBS: 2x4 KDDF STAND LOADING 4- 5-(-8431) 3098 12-13-(-3264) 8944 11- 4=(-L734) 687 16- 8'( -558) 1745 LL ' 25 PSI Ground Snow (Pg) 5- 6'(-8431) 3098 13-14'(-3264) 8944 4-12"( -122) 606 IC LATERAL SUPPORT <- 12"0C. UON. IC UNIF LL( 58.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 3'- 10.5" 0-'7"0-6016) 2481 14-15'(-3029) 8315 12- 5-( -585) 241 BC LATERAL SUPPORT <- 12'OC. UON. IC UNIF LL( 73.4)+DL( 20.6)- 94.0 PLF 3'- 10.5" TO 19'- 11.0" 1r- 8-(-4140) 1448 15-16'0-2367) 6584 13- 5-( -1) 291 TC UNIF IL( 50.01+DL( 14.0)- 64.0 PLF 19'- 11,0" TO 23'- 9.5" 8''- 9-(-4685) 1604 16- 9-(-1402) 4140 15-1eaMmm4-( -585) 606 • r-ee."ee.e BC UNIF LL( 0.0)1OL( 29.4)- 29.4 PLF 0'- 0.0" TO 23'- 9.5" V , NOTE:=2x4-BRACING-AT-24"OC,DON. FOR BC UNIF LL( 50.0)+DL( 34.01= 84.0 PLO 0'- 0.0" TO 23'- 9.5" V ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA ' TC CONC LL( 92.8)+DL( 26.4)' 118.8 LBS Q 3'- 10.5" LOCAT10N5 REACTIONS REACTIONS SIZE SQ.IN. (SPECI$S) ""-"_�=�=®ate-se"_^�"rrm"@r":""=�--- TC CONC LL( 92.8)01( 26.0)- 118.8 LBS 8 19'- 11.0" 0'- 0.0" -788/ 2469V -28/ 28H 5.50" 3.95 8000 ( 625) M-3x10 where shown; Jts:1,3,7,9-10,16 23'- 9.5" -780/ 2469V 0/ OH 5.50" 3.95 KDDF ) 625) JT 1, 9: Heel to plate corner = 1.00" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 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 - 0.374" 0 11'- 10.7" Allowed ' 1.144" MAX IL CREEP DEFL ' -0.744" 0 11'- 10.7" Allowed - 1.525" MAX HORI2. LL DEFL ' -0.073" 8 23'- 4.0" MAX HORI2. TL DEFL - 0.122" 8 23'- 4.0" Design conforms to main windforce-resisting system and components and cladding criteria. • Wind: 140 mph, h-21.5ft, TCDL-4.2,BCDL'6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, , End vertical's) are exposed to wind, Truss designed for wind loads ! 3-10-03 in the plane of the truss only. • 3-10-03 16-01-02 f I f 3-10-03 2-01-13 2-10-08 3-00-04 3-00-04 2-10-08 2-01-13 3-10-03 I 4118.808 f f f f f 4.118.800 12 12 Q 6.00 6.08)7 M-4X10M-4x10 M-3x6 M-3x8 M-3x6 r1 a c a 1 en it .qtr' - R=~ c , 11 12 n f 14 15 16 9 7 c, M-3x6 M-3x4 0.25" M-3x4 M-3x6 0 01805-7x14(S) • 3-05 y 2-10-08 y 2-10-08 y 2-08-12 J. 2-08-12 l 2-10-08 y 2-10-08 l 3-05 3, t 23-09-08 1 JOB NAME : 5017-B POLYGON - Cl Scale: 0.2711 P�aF �,. Fury. WARNINGS: GENERAL NOTES,unless othervese noted: .r NG'(� U/O. 1.Builder end erecdon contractor should be iSol ed of alt General Nates 1.This design Is based only upon the parameters shown and is for an individual 4, ,fir' Truss: Cl end Warning'before construction comm(nces. building oempenon4 Applicability of design parameter and proper CG J al /p7y�'l 'A 2.2x4 compression web bnekhg maim installed where shown+, incorporation of component Is the responsibility of the building designer. .6Ci :1 `. r < ' . Q a.Additional temporary breaahg to insure stability during ounstmcgan 2.Design saeumei the top and bottom chords to be Ieterolty braced et tx !.92.*PE r DES. BY: LA is the ansmll of the erector.Additional permanent brad of 2'o.a.end at 10'os.respectively unless braced roughout Nei hngth by reap y n9 congruous sheathing such es plywood sheethIng(TC)andfor drywe C). DATE: 11/21/2014 the overall structure Is Ne responsibility of the building designer, 3.2x impact bridging or lateral bracing required where shown++ 4.No lad should be applied to any component until ager et bneing and 4.Instigation of bun is the respanslbtay of the respective contractor. .�y�Nllrr SEQ. : 6120759 fasteners ere complete end elm lime should any reeds greeter then B.Design assumes busses are to be used Ina non-cohesive environment design roads be applied to arty cempcnenL and are tar'dry condition*of use. �g rt. TRANS I D: 412 8 91 a.Corhhpulns has ne control over end assumes no reeponsmi�y for the e'Deign assumes art bearing et all supports shove.Shim or wedge N /I," fabrication,handing,shipment and instillation of components. necessary. _ OR GON ^.. . T.Design assumes adequate drainage Is provided p - w�r ' H.This design is famished%%fecrto the ItMtagone eel forth by e.Plates shat be located on both feces of truss,and placed so their center i� �T.y 14 2.° • 4 111111 1111 011 VIII II/I Iil1I111111111111 t'PNMCA in SCSI,copies of which vdA be furnished upon request. H.Grass ldiae sire)oi riole In e lo es.. /�,R s 11111g1111Bti 19NF 1I 1118881E t1N111 111{ MITek USA,)nc lCompvTrua Software+7.6.6SP1(1L)U 10.For bask connector plata design values see 06,54311,ESR•luea(MITek) '! 1:1 MO- . L\- EXPIRES:12/31/2015 • 1/ This design prepared from computer input.: 'by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1:00 TC: 2x4 KDDF 810BTR LOAD DURATION INCREASE " 1.15 1-2-( 0) 76 2-4"(0) 0 BC: 2x4 KDDF 116BTR SPACED 24.0" O.C. 2-3"(-75) 26 TC LATERAL SUPPORT <" 12"0C. UON, LOADING BC LATERAL SUPPORT <" 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD " 32.0 PSF BEARING MAX VERT MAX HORZ BRC REQUIRED BRG AREA DL ON BOTTOM CHORD a 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -105/ 405V -7/ 59H 5.50" 0,65 KDDF ( 625) 1 1'- 10.9" -99/ 51V 0/ OH 1.50" 0.08 RODE ( 625) LL " 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 615) LIMITED STORAGE DOES HOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 pat) uplift at 24 "oc spacing.( REQUIREMENTS OF IBC 2012 AND EEC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/290, TL"L/18O BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL " 0.013" 8 -1'- 6.0" Allowed = 0.1i0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL - -0.014" 8 -1'- 6.0" Allowed " 0.200' MAX LI, DEFL - 0.000" 8 0'- 0.0" Allowed - 0.092" 1-11-11 MAX BC PANEL LL DEFL = 0.006" 8 1'- 9.9" Allowed" 0.144" 1' 4 MAX BC PANEL TL DEFL - 0.005" 8 1'- 8.6" Allowed = 0.192° MAX BC PANEL TL DEFL = -0.003" 8 2'- 2.0" Allowed " 0.112" 12 6.00 C . MAX HORIZ. LL DEFL " -0.000" @ 1'- 10.9" , MAX HORIZ. TL DEFL = -0.000" 0 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-21.1ft, TCDL=4.2,BCDL"6.0, ASCE 7-10,', r 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dii), 'y load duration factor=1.6, Truss designed for wind loads t in the plane of the truss only. '1 0 N *a., f N O I .y O O O I I N O I M-3x4 1 1 1 1-06 3-10-08 (PROVIDE FULL BEARING)Jts:2,3,41 JOB NAME : 5017-B POLYGON - CJ1 Scale: 0.6761 Efl PROF 5 WARNINGS: GENERAL NOTES,Wen otherwise noted: ,,(,,,4.t., �� V n�, 1.Builder and erection contractor should be*eked of all General Notes 1.This deign Is based only upon the paremeten shown and fa for an individual f+A GI N Truss: CJ1 and Warnings before construction mem on. building component Ppp9oabmty of design parameters end properT.11/0//P19 / !) // ��9: 2.284 compression web bracing must be Installed whirs scour+. I000rpor tion of component is the reepandbfiN of the building designer.. 4,U*'. 11(01! !r 2.Onion assumes the top and baeem chords lobe lateral braced et J.Additional temporary bracing to Insure etabUAty during construction N �,.. DES. BY: LA c o,o.end at ill'o,e,respectively unless braced throughout thele fen(ih by 9241#,P E fa the reapanelbt6ly of the erector.Additional permanent bradng of continuous sheathing each as ptywoecteg dsheat Ing(TC)andf,r drywall(BC). DATE: 11/21/2014 the overall structure is to responsibility eta building designer, s.2x Int sol bridging or latest hating required where shovm++ �� SEQ. : 6120760 4.No load should be appliedb soy component unit aper all tossing end 4.Instillation of truss le the of the nspeotve contractor, Materiel are complete end rano Erne should any loads greater tan S.Deign muffle tome anre too be be wed d F a rron•onroetva enrbonment, , ► , TRANS I D: 412891 design loads be applied to any component end ore for"dry condition"of use. S.CompuTas has en control over-arid assumes no responsibility for the 6•Design assumes NA bearing at an supporta shown.Shim or wedge It 'O fabrication,Doodling,shipment and installation of component. 7.Resign mimes odSeoule drainage m prodded. .'"�G...q_OREGON' I:('t'. S.Thi design is futnhhed subject to the AmlaHans set forth by 8.Plates sheltie loustedpdlon both faces oleos,and placed so their centeroint center lines. ''� t� 11110IIIIII111111110111111 IIIIIII MITchUUSAIrIelCOmpt(T SSGRwar 7 L)•EA In SCSI,copies of Midi MI be furnished won request. to.For bukcateduInn coinolde with repeedesign values see ESR•Rtt,ESR-1956(AiTeq /� 14-14 20 `. 8,Dura indicate etre epee In inches. MRR11:1- EXPIRES:12/31/2015 (t This design prepared from computer inputby 1111111PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.9' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1:00 TC: 2x4 XDDF A160TR LOAD DURATION INCREASE - 1.15 1-2-) 0) 76 2-4-10) 0 BC: 2x4 HOOF A168TR SPACED 24.0" O.C. 2-3=(-72) 20 I IC LATERAL SUPPORT <- 12"0C. DON, LOADING BC LATERAL SUPPORT < 12"0C. UON. LL( 25.0)401( 7.0) 00 TOP CHORD - 32.0 PSI' BEARING MAX VERT MAX NORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 00.IN. (SPECIES) OVERHANGS: 18.0" 1.2" TOTAL LOAD - 42.0 PSF 0'- 0.0" -94/ 413V -141 87H 5.50" 0.66 XDDF ( 625) 3'- 7,7" 0/ 44V 0/ OH 5.50" 0.01 RODE S 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -43/ 103V 0/ 0H 1.50" 0.13 RODE 1 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. : resign c ec C. or net( p3 up t at oc 31-5. pg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - 0.013" 0 -1'- 6.0" Allowed = 0.110" 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.014" a -1'- 6.0" Allowed - 0.200" MAX LL DEFL = 0.000" 8 0'- 0.0" Allowed - 0.010' 6.00(7' MAX IL CREEP DEFL = 0.000" 0 0'- 0.0" Allowed = 0.013" MAX TC PANEL LL DEFL = 0.015" a 2'- 3.7" Allowed = 0.230" MAX TC PANEL TL DEFL = 0,014" 8 2'- 3.7" Allowed- 0.344" .,. MAX BORIS. LL DEFL .. -0.000" a 3'- 8.2" ,•- MAX HORIZ. TL DEFL = -0.000" 8 3'- 8.2" Design conforms to main windfotce-resisting 0 system and components and cladding criteria. , Wind: 140 mph, h-21.6ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSID1r), I load duration factor-1.6, c Truss designed for wind loads N i in the plane of the truss only. N ; I ' Co T; M M 4o l^ M-3x4 1 r 1, Y )4 . 1-06 3-10-08 0-01-03 (PROVIDE FULL BEARTIF0;Jts:2,4,31 • JOB NAME: 5017-B POLYGON _" CJ2 Scale: 0.6863 �� PROp . I WARNINOse GENERAL NOTES,un Nes othertee noted: r�C.I N' �j". U 11 1.Builder and mesHes contractor should be advised of all General Notes 1.TMr design Ii based only opus the parameters shave end Is tar an indvldeel `J V and Warnings before eonstrueHmn commnua, building component.AppleabNq o design parameters end proper r'1. r1 #9'. Truss: GJ 2Iecoryorsen o1 componnt N His responsibility of the building designer. �Cr t r 2.Za4 compression temps eiy rectnp must be Installed when shows�, 2.Design assumes the top and bottom chmdo to Le latently btised el G�.. `(� �� E - f� 3,Add Bossu temporary bredng to insure stability during cone' 2'n n.end at 10'o a ntpectlrah/unless braced thnugheuttheb tengetn by DES. BY: LA is the responsibility*?the erecter.Additional pennalxm brednp of continuous sheathing suoh as plywood ebeed,ing(TO)endlortlrywsIl(6CI. . DATE: 11/21/2014 the overall counters is theneponelbOly of One building designer. 3,2s Impact bridging or lateral bradng required where shown v s _ 4.No load should be applied to any component until after at bracing end 4.instslielion Otos Is the respunsiWHy of Me respective contractor. SEQ. : 6120761 fasteners are eemplete and at no time should any loads greetereran S.Design assume trusses an to be used In a nonaerrosive environment ;a/ e. and an for*dry condition'of use. /rr Q TRANS I D: 412891 Comp rue be no con to over 6.Design assumes and been'o at eO+upPo supports shovm.shim or wedge If n n S.ComPuTrue her no control over and assumes no neponsllrtifty for one necessary. 7 A-OREGON • �/ fabrication,bending,shipment and installation of components. 7.Design ssumes adequate drainage b provided, /..:- '7 i.This design is furnished subject to the Ilndtsens sat tail by 8.Plates shall be located on both faces of Buss,end planned so their center f �'� ,�r�" Illill#II I I�IIIIIIIIIIIIIIIIIIIIIIIII1 TPUWfCAknSCSI.ooptaofvAdd WAlbeHmisbed won request linDies'mike.ith)elcenrsrnche, 14 V ' • 9,Dies coincide incidee size of ttce to inoes, /1)"' V MiTeN USA.Inc./CompuTrus Software 7.6.6(114-E 10.Per bash connector pleto design values see ESR-1311,ESR•1888(MITek) "'rrfi RtL\^ EXP.IRES:12/31/2015 1CIiil H1f I This design prepared from computer input:by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq•1:o0 TC: 2x4 KDDF 114BTR LOAD DURATION INCREASE - 1.15 1-2"( 0) 76 2-5-(0) 0 BC: 2x4 KDDF )1&RTR SPACED 24.0" O.C. 2-3=(-107) 57 TC LATERAL SUPPORT <= 12"OC. UON. 3-4=( -43) 19 e LOADING BC LATERAL SUPPORT <- 12"0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF SEARING MAX VERT MAX HORZ BRC REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -70/ 404v -23/ 122H 5.50" 0.65 KDDF 1 625) LL - 25 PSF Ground Snow (Pg) 1'- 7.7° 0/ 40V 0/ OH 5.50' 0.06 ROOF ( 625) 3'- 8.2' -89/ 210V 0/ OH 1.50" 0.27 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -29/ 62V 0/ 0H 1.50" 0,10 KDDF ( 615) REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS; LL=L/240, TL4L/180 MAX LL DEFL - 0.013' 0 -1'- 6.0" Allowed - 0.150" MAX TL CREEP DEFL - -0.014' 0 -1'- 6.0" Allowed - 0.200" MAX BC PANEL LL DEFL - 0.006" 0 1'- 9.9" Allowed = 0.144" ' MAX BC PANEL TL DEFL - -0.006" B 1'- 11.3' Allowed = 0.142" 12 r 6.00 " 4 ,, MAX HORI1. TL DEFL = -0.001' B 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 'W Wind: 140 mph, h=22.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,; y (All Heights), Enclosed, Cat.2, Exp.B, 14WFR5(Diz), load duration factor-1.6, r" Truss designed for wind loads Ao in the plane of the truss only. r o is co 1 O M •en O a 0 ile=rot co M-3x4 r- .1 j ,1 ,1 1-06 3-10-08 2-01-03 • (PROVIDE POLL BEARING;Jts:2,5,3,4J • • JOB NAME : 5017-B POLYGON - CJ3 Scale: 0.5636 `Q,t RR:-Fe; . WARNINGS: GENERAL NOTES,unless otherwise noted; ,c y, 1.Bulkier end omega,conbeotor should be advised of all General Notes 1.This design Is bided only open the parometera shown end Is for an individual t,4'1 el I N S/9 Truss: CJ3 and Warnings before aonsbucRon commences, building component.Applicability of design parameters and proper 2.2r4 compreaaion web bracing must be installed where shown+ inaorporalon of component is the respensibliity of me building designer, r DES. B Y: LA 5.Additional temporary besting to insure stability during construction 2.Design assumes me lop end bottom chorda to be laterally brewed et YCY I� � C O�' a the responsibility of the erector.Additional permanent bracing o! 2'o.s.end at l0's.,.respectively unless brand 8voughoul their length by 4' !92..p G . .r- DATE; 11/21/2014 the overall structure ie the responaibRRip el 8a but ding designer. 2x Impact sheathing such as acing re uiredvmhere*cower drya�eA C. r'1 4.No toed should be4.2x impact bof hue le the re bracing required where eye contractor.SF [. : 6120762 complete applied componentwshould loads 4,DeInssignassofeste le the re to use of tieoespedWeewnviron. festenero am and sit so time should any bads grouter tins, 8.Design assumes trusses are to be used h e non-corrosive environment, " TRANS I D: 412891 design loads be applied to any component, end are for'dry condition"of use. % .. U.Compu7ma has no control over end amines no rosponePoByfm the U.Design*same*Ng bearing et ad supports shown.Shim or wedge if h., fabrication,handing,shipment and installation of components, nese°°sq' q provided. ♦., A�n ' `t p 8.This design is Nmishedsub)ect to the limitations eel forth by 8.Plat7. esnshad assumes ted on both drainage of gess,and placed an>hai,center v' .rJ. '. 4'.o REOON " (Alin�IIII VIII I�I�1111I�If 11111 II I I�I MI fele USA,(nc:CorrlpUTfUe Software 7.6.604-E CA In SCSI,copies of which will be ihneshed upon request ir lines. n.DION diccoohn cur plate lines coincide WM plot deignhees.valuone ESR•1311,ESR-19138(MReW ��•/r�%q�y`, �r��t+`4 ivy, EXPIRES:12/31/2015 1• This design prepared from computer input:by 1111111PACIFIC LUMBER-BC IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1,00 TRUSS SPAN 7'- 9.0" 1-2-( 0) 76 40R/DD1 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE - 1.15 - 1-2"(-15 ) 71 TC: 2x4 KDDF PlaBTR SPACED 24.0" O.C. 3-4-( -68) 31 BC: 2x4 KDDF 011818 LOADING <- LL( 25 TC LATERAL SUPPORT <- 12"OC. UON. .D)4DL( 7.0) ON TOP CHORD - 32.0 ?SF BC LATERAL SUPPORT 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED ERG AREA TOTAL LOAD • 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.A" 2.7" 0'- 0.0" -47/ 388V -30/ 1500 5.50" 0.62 KDDF ( 625) LL - 25 PSI' Ground Snow (Pg) 3'- 7.7" 0/ 36V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -126/ 284V 0/ OH 1.50" 0.36 KDDF ( fi25) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.0" -62/ 112V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OP IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 pad) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL"1/240, TL=1/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.013" 4 -1'- 6.0" Allowed • 0.150" MAX TLMAXELI. DEFL -DEFL - -0.000" 8 -0'- 0.0" Allowed • 0.022" MAX TL CREEP DEFL - 0.000" 8 0'- 0.0" Allowed -. 0.030" MAX TC PANEL LL DEFL - 0.009" a 1'- 10.1" Allowed • 0.230" MAX TC PANEL TL DEFL • 0.009" 8 1'- 11.5" Allowed - 0.344" /- -,< MAX HORIZ. LL DEFL - -0.001" a 7'- 8.2" 111111"1111111111111111.11 12 MAX 90011. TL DEFL - -0.001" a 7'- 8.2" 6.00(7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-22.6ft, TCDL4.2,8CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, c Truss designed for wind loads 1 in the plane of the truss only. a o I N a r0 )r O i N I M O 1 cs 1 o M-3x4 f l y 1-06 Y 3-10-08 1- 4-01-03 `PROVIDE FULL ethRIWG:Jts:2,5,3,91 JOB NAME : 5017-B POLYGON - CJ4 . scale: 0.4816 00 PR OF• ` . GENERAL NOTES,imlese etharwlso Feted: .. '�..�NG I N: '/0 WARNINGS,1.Solder the ammeter*shovel and is for en mdvidud ) J/J(7 f�j 1.Buadsr std er*eto r mestnior should be nce sad of all General Notes I.building nd g comp booed en Y open of design parameter*and proper -(U !J.f Nl ,f !. Truss:' C J 4 and vwmnge before eorotructon commences. Incorporation of component Is the respornslb of the building Miran. s t� 2.914 compression web bracing must be insetted Nobel*shown". 2.Dolan assumes the top end bottom chords to be labnaybreeed.a( . g 4 �i`1` 3.Additlonsl temporary bracing to Insure Mobility drying construction g o.s.and at 10'o.o.respectively unless braoed twoughe d their Mrigth by ` DES. BY: LA Is the responsibility of the erector.Addition permanent butting of continuous sheathing such as plywood shesthing(TO)endlordrywea(BC). / ., DATE: 11/21/2014 the overall cRedo,e is the nsponathRfY of the building designer. 3,Sc(mmllppsdbddgog ar lateral bract required where shown•• /,��. 4.No load should be applied to any competent Ion alter all bracing end 4.ineegn son of Imes s iss a n*ns e tobe�bOey Nanompeective�contractor. en Ictor. 6120763 fasteners ars monoliths and sine time should any bade greater thin TRANS: enders for'dry condition'dues. A ��,•, design lona rn n s cod. ov component S.Design aeeumes tug bearing at a8 supports*berm.Shim or wedge If ff ,fj OREGON ^V TRAz D: 412891 t.Comcatio n has no contra cow and essulsio so,...p.,",mponf«the nesigsery. Jt� le.4 Oh rotes d eon,Fondling,shipment andhe linia60n of components. i.Design onames adequate on othfcdoglegs is provided. 7. e.This design is furnished subject n the Iirrif5800$setforth by H.Pietas shell be located en both faces of Suss,sod placed so their center Q,4$e•L� TPVWiCA in 9084 omits of which Nig be furnished upon request, a.Digits orlinee e size with of an to int center lease. "`f'f R V�-�"• �� linbill �1 II��11111 II Il�� MITek USA.Inc.lComptfn+s Software 7.8.8(11)E 10.For bane sem sdor plate design value see B8R•151 I.ESR•)gig(MRep EXPIRES:12/31/2015 INV[IIIfllll This design prepared from computer input by PACIFIC LIMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 9W1t/DDF/Cq=1,00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE - 1.15 1-2-) 0) 76 2-6.10) 0 BC: 2x4 RODE Ol&BTR SPACED 24.0" 0.1. 1 2-3=(-199) 91 TC LATERAL SUPPORT <- 12"0C. DON. LOADING 3-4-(-112) 58 BC LATERAL SUPPORT <- 12"0C. VON. LL( 25.0)fDL( 7.0) ON TOP CHORD = 32.0 PSF 4-5-t -46) 21 r OVERHANGS: 18.0" 0.0" DL ON BOTTOM CHORD 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORD BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -31/ 394V -30/ 187H 5.50" 0.63 KDDF ( 625) 3'- 7.7" 0/ 38V 0/ OH 5.50" 0,06 LODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -113/ 256V 0/ OH 1,50" 0.33 KOH ( 625) REQUIREMENTS OF IBC 2012 AND IOC 2012 NOT BEING MET. 7'- 8.2" -114/ 236V 0/ OH 1.50" 0.30 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9 - 11.7" -20/ 45V 0/ OH 1.50" 0.07 KDDF ( 615) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 pod) uplift at 24 "oc spacing.! VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.013" 0 -1'- 6.0" Allowed - 0.150" MAX TL CREEP DEFL - -0.014" @ -1'- 6.0" Allowed - 0.200" MAX TC PANEL LL DEFL = 0.008" 0 1'- 10,1" Allowed = 0.230" MAX IC PANEL TL DEFL - 0.008" 0 1'- 10.1" Allowed - 0.334" f- 5 -. MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" MAX H0R11. TL DEFL - -0.002" 0 9'- 10.9" ' 12 + Design conforms to main windforce-reaisting 6.00 1 system and components and cladding criteria. 4 Wind: 140 aph, h-23,1ft, TCDL-4.2,BCOL-6.0, ASCE 7-10,.• j (All Heights), EnClosed, Cat.2, Exp.)), MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads N ,-, in the plane of the truss only. i 0 0 3 r w 5.) 10 r- w )� e a l ►err o M-3x4 i 3. y f y 1-06 3-10-08 6-01-03 • IPROVIOE FULL BEARING;J`ts:2,6,3,4,5J t • JOB NAME : 5017-B POLYGON - CJ5 Scale: 0.4184 p�•f �+ WARNINGS, GENERAL NOTES,unkes otherwise noted: ,d 0 P r}ace.. Truss: C rJ I.Builder and erection conbastor should be advised elan General Notes 1.This design Is besed only upon the perimeters shover and Is for en individual 'ems` `,�(1. Ur- and Warning*beton censbucden commence., building component.Applicability of design parameters end proper `J• 1`s 2.2x4 compression web bracing must be installed where.hoar+, Incorporation of component is the raepenatbB of the building designer. G O/�j Hv v I 1 DES. B Y: LA 3.Addieonel temporary mating to Insure sb611ry during eonsWUlen 2.Design sesames the top end bottom chords to be literary braced at Y44' yly'y�f•�/ Is the responsibility of the snider.Additional permanent bracing of 2'o.e.and at tie o.n.AMR such as*unless braced throughout their lenpputir try ±a2 P E ��. DATE: 11/21/2019 the overs!abuelurele the responsibility at the brdldbrp designer. Is impact bridging ism drywaM(8 rCj. 3.Ix immppac bridging or tateee bracingg required when chasm++ SEQ. : 6120764 4.Na load should be applied in any component until attar all bracing and 4.Irotattatien menta.Is the respobeibse elate respective contractor. fasteners are complete and at no time should any loads greaterthen 5.[Nolan assumes trusties are to be used h a nanoonosive environment, TRANS I D: 412891 design loads be applied to any component and ate for"drycondition"of use. .; Id/1 ` . 5.GempuTrue hes no control over and assumes no responslbNlty for the H.Design assumes mB besdne at alt.uppods shove.SMm or wed-.- necrology. g W go - .rap febdoatian,handling,shipment end Installation et components. ss q P ."� V I! YN 6.This design Is furnished subject to the thniteaone sal forth by 8,plates shell be locatedpuon both(sail of truss,roe�d placed so their center 4 v/. �vn' I IIIII illi!ILII IIIII IIII IIIII VIII(III IIS TINANTCA In SCSI.MITek USA,Inn„lCompuaof which WV be Ttu SoftWere 7.6.6(11)-S request.mIshed upon Ia.For Digibn�o cone a connector design values sea EBR-1311,ESR-111110(MRak)naide with joint center lines. �� RY i 4 �O ' EXPIRES:12/31/2015 This design prepared from computer input by �I�I��II �I PACIFIC LUMBER-BC II TRUSS SPAN 11'- 9.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg°1100 1-2•l 0) 76 2-6•(0) 0 Tc: SPECIFICATIONS LOAD DURATION INCREASE • 1.35 1_2°(-220) 100 TC: 2x4 RODE OlOBTR SPACED 24.0" O.C� 3-4•(-155) 70 BC: 2x4 ROOF 41ABTR 4-5-( -70) 33 TC LATERAL SUPPORT <. 12"OC. 000. LOADING BC LATERAL SUPPORT <- 12"OC. DON. LL( 25.0)+DI( 7.0) ON TOP CHORD • 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HOR2 BRG REQUIRED BRG AREA TOTAL LOAD • 42.0 PSI' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" LL - 25 PSF Ground Snow (Pg) 3'- 0.0" -16/ 398V -46/ 2I 8H 5.50" 0.06 RODE ( 625) 3'_ 7,7" 0/ 39V 0/ OH 5.50" 0.06 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -108/ 238V 0/ DH 1.50" 0.30 ROOF ( 6253 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -149/ 303V 0/ OH 1.50" 0.39 RODE ( 625) 11'- 9.7" -51/ 107V 0/ OH 1.50" 0,17 RODE ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, ICoHD. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL-1/240, TL•L/180 ' MAX LL DEFL • 0.013" 8 -1'- MAX TL CREEP DEFL • -0.014" 8 -1'- 6.0" Allowed - 0.150" MAX BC PANEL IL DEFL - -0.006" 8 1'- 11.3" Allowed . 0.192" 5MAX HOAR. LL DEFL • -0.002" 8 11'- 8.9" MAX HOBIZ. TL DEFL • -0.002" 8 11'- 8.9' f ; Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, H-23.5ft, TCDL•4.2,BCDL"6.0, ASCE 7-10,:. 6.00 p (All Heights), Enclosed, Ceti, Exp.B, MWFRS(Dif), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 0 vn en N W jrII rf 1 M-3x4 �- l 1-06 3-10-08 7-11-03 (PROVIDE FULL 8EARIBGIJte:2,6,3,4,51 JOB NAME : 5017-B POLYGON - CJ6 Scale: 0.3764 cc�,00 PROfec,s GENERAL NOTES.unless*thenten noted: `f` !N�'3''N lO I,Builder pe y J�iQ��7,,' �P- 1.end W end es be or contactor should be lcesed el.11 Genesi Notes 1.This log design component Appticabbty 010.10 tpara show end proper individual 1,� ' II/ 1-7 1 Truss: C J 6 and compression mins on we bracing cdon t be installed Ince aeUon of cempenentle the tssponibd of the balding deity er. p C f. _ 2.2xe oomprassbn urge erasing mlmt be installed where shown+• 2.Design assumes the lop end bottom chords to be laterally bread et S't-E. 3.Additional temporary bracing to Insure stability during eonsbucton 2'e,e,end at 10'o.a respsssvely anlm Waced throughout Bfeir longpIhh by DES. BY: LA tithe e reapeoeibliry dere erootor.Addmenat Pennaneel braeing of continuous eheeddng such as plywood shoatrins(TC)andior drywell(8C)• , gfe overall,acture b the roeponeib8{ty of the bundled designs,. 3.21 impact bridging or lateral bracing requbed where show♦" / . DATE: 11/21/2 014 4.Na bad should be spelled to airy eomponent mitt oder ed bracing end 4.InstataHerr of buss le the rasponabS ty of the respective contactor. %�/ • SEQ. : 6120765 5.Des assumes wase.are to be used In a nod-eorroslve eovhenment. �raapo ,, . fy fattener*era a"Plied a to at no mponen should any bad peeler than end eta for-dry condton•of use. "+» deslpn laid;be applied to eVe eongenent N.Design assume*tell bearing et e8 auppens shown.Shim or wedge 11 ,9 {��E QIU _ (/� TRANS ID: 422891 5.Compact:*has no control over andessuants allonora mpennmry fa is T Design assumes ode natedtsinedeb ovlded. ,./.,-p9,Qy N •; .4 Thisfabrid sig hefurnis ed pmentsubject to t e limitations of aomPonanle• y I ffi 1 I4( I1711 1II 1(I1 { p S.11,1*design is furnished sub)eelta gra Hr5auom tet forth by O.Plats shell be located ate size �on both fence astute,end placed eo their canter �,a P. 11�� t�111111II��I I�III ��III�Y�II') MiTekUSA,)nc./CanlpuTnt7P1MVTCA In 8051,min of s Software'7.8.0(1 vAllbt furnished uL)-E 10.Fal eats pon request. lines ts oenneaorpiate deelglale in n inches. seeeIR-1301,GSM get ONTek) �5.R R,��L `.- 11111!IIIA f 11411 1111 EXPIRES:12/31/2015 EIIIIIII This design prepared from computer input'by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS 35-03-04 STUB MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq•1.00 IC: 2x6 KDDF 81&BTR; LOAD DURATION INCREASE . 1.15 (Non-Rep) 1- 2•(-1132) 412 8- 9.) -108) 142 8- 1=1-31921 1070 11- 5•) 0) 76 2x4 KDDF 816BTR T1 2- 3-(-1076) 404 9-10•(-2964) 6980 1- 9•) -980) 2960 5-12-(-2444) 1042 BC: 2x6 KDDF SS LOADING 3- 4-(-7814) 3158 10-11.(-4096) 9690 9- 2•1 -118) 184 12- 6.) -380) 1)42 WEBS: 2x4 KDDF STAND LL - 25 PSF Ground Snow (Pg) 4- 5•(-9808) 3968 11-12•(-3994) 9474 9- 3-(-6296) 2750 6-13.1-6792) 2898 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 1'- 7.0" V5- 6-(-7290) 2934 12-11•(-2684) 6330 3-10•1 -314) 1510 13- 7.) -400) 884 TC LATERAL SUPPORT 24"OC. 1106. TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 1'- 7,0" TO 35'- 3.3" V6- 7-1 -42) 42 10- 4-(-2102) 1098 . BC LATERAL SUPPORT <. 12"0C, 006. BC UNIF LL( 0.0)+DL( 40.0)" 40.0 PLF 0'- 0.0" TO 35'- 3.3" V 4-11•) 0) 340 = = ....... TC CONC LL( 66.0)03( 18.5)• 84.4 LBS a 1'- 7.0" BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA NOTE: 2x4BRACINGAT24"0C (ION. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIE'S) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1149/ 2933V -861 936 5.50" 4.69 ROOF ( 625) ..==.a....134.0.=a.,.....„..-.e==.=..a REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. 35'- 3.3" -1232/ 2975V 0/ OH 5.50" 4.76 KDDF ( 625) �' 1 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Join together 2 ply with 3"x.131 DIA GUN !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacieyJ nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 99 VERTICAL DEFLECTION LIMITS: LL-L/240, ?LPL/180 �. r� 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL °EFL = 0.357" a 18'- 0.7" Allowed .,- 1.718" rAA 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL - -0.651" 6 18'- 0.7" Allowed a 2.290" 9" oc in 2 routs) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ• LL DEFL . -0.070" 0 34'- 11.8" MAX HORIZ. TL DEFL - 0.106" 6 34'- 11.8" - For hangar specs. - See approved plans. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h•20.1ft, TCDL•4.2,BC°L•6.0, ASCE 7-10,', (All Heights), Enclosed, Cat•2, Exp.B, MWFRS(Dif), load duration factor•1.6, Truss designed for wind loads ' in the plane of the truss only. 1-06-15 33-08-05 • 1-(06 15 15-08-05 18-00 n 1J06:,115 6-04 6-09-036-09-03 6-09-03 7-00-11 f f 484.40$ f '( f f 1 12 6.00®M-4x6 M-5x6(5) • M-4x6 2 M-410 M-124 M-4x4 M-1.x10 M-175x3 " - "\ (asAlli.- * , ,.r., t1-1.5x3 M-1x4 0.2 M-lix4 M-3x101° M-4x12 M-7x8(5) • 1 . Y Y l 1. 1-00 8-07-04 8-05-08 8-05-08 8-09 } 35-03-04 } JOB NAME : 5017-B POLYGON - D1 Scale: 0•1189 WARNINGS: OENBRAI.NOTES,unless otherwise noted: I.Builder and erection contractor should be advised 010 General Notes 1.This design Is based only upon the pemmets,s shown and le for en bwNiduel �- !.4GI N. /0• Truss: D1 and Warnings before conawe8on commences. buiWog component.Applicability of design parameters and proper S+ 2.2x4 compression web bracing must be instraled where shown+. Incorporea n of component is the responsibility Other building designer. 7 y //.!,'fl '. 3.Addltonel femperery braving to Insure sfab8ty during conabuceon 2.Design assures the tap and bottom chords to he laterally braced sf �. 92 OPE 9'. DES. BY: LA Is the responsibility of the erecta.Addmonal pn menantbreelno of 2'o o,end et 10'me,»apectvely unless braced throughout their length by 7 G,.O 1-G _ { DATE: 11/21/2014/2 014: the overall sbudure Is me responsibility of the build daa continuous sheeting such es plywood required s howl,+drywall C). ca / p dy building irado 3.In tmmppeol oftna or Relatre pebridng rewfthe whereshown++ SEQ. : 6120767 4.Natoadserelcbe lapplied to any gmyonentu any seegeravingend 4.Dsign colofWasisthe CM lee reepedWa aoMrectnr. fastener are complete and elms tme ehouW loads greater tion S.Design assumes buwea ere b be used in anon<orroslva environment TRANS I D: 412891 design loads be applied to eny component end are for-dry oeeditkn"of use, 6.CompuT ver has no control over and sucrose en respenetbeily for the 8.Dation assumes Arg bearing aloe supporte shown.Shim or wedge If -0 tt- nmmuery. nr-r fabrkafon,handling,shipment end Mstathfon of components. 7.Design assumes adequate drainage m pcevided, L fl� p n 8.This design Is furnished subject to the Itmitatmm set forth by e.Plates shell be locatedonboth fecee of mos,end placed so their center "',gy �1�1j,' lines coincide vdth joint center lines. f 111Il1I1�I II �I��tl 11111110��,1�� M Telt USATRWTCA,rUtc./CDmpUTfua Software 7.0.8(BC81,copies of which will ha e1L)-E request.d upon 10.Fab o lockets connectorofplateplate Ia hr values sea E8R-1 Jf 1,E$R-f gat MUG d M 1 2 V>� 8.ixgib Indkete,+tee of M Moxas. RR1t:\- • EXPIRES:12/31/2015 This design prepared from computer inputt,by �IIIII�II�1� PACIFIC LUMBER-BC �1!LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4NR/D0F/Cq•1.0O TC: 2x6 KDDF 814BTR; LOAD DURATION INCREASE - 1.15 1- 2•( -567) 173 9-10") -121) 128 9- 1-1-1605) 389 6-13-1-1221) 378 2x4 KDDF 816BTR T1 SPACED 24.0" 0.C. 2- 3"1 0) 0 10-11"( -959) 3487 1-10-1 -343) 1467 13- 7"( -621 371 BC: 2x6 KDDF SS 2- 4"1 -5331 178 11-12"(-1221) 4843 10- 2a( -47) 150 7-14-1-33951 $27 HERS: 2x4 KDDF STAND LOADING 4- 5=1-3903) 820 12-13-(-11641 4735 10- 4•(-3149) 821 14- 8 ( -200) 106 LL( 25.0)+01( 7.0) ON TOP CHORD - 32,0 PSF 5- 6•(-4901) 1094 13-14-( -792) 3164 4-14-11-(-1-22) 756 TC LATERAL SUPPORT <" 12"01. UON. DL ON BOTTOM CHORD - 10.0 PSF T- 77=`-3644) 80901-12-1 0) 231 BC LATERAL SUPPORT <• 12"OC. UON. TOTAL LOAD - 42.0 PSF 12- 6-( 0) 313 h LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA NOTE; T4 BRACING AT EASOC TOS. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND SRC 2012 NOT BEING MET. 0'- 0.0" -231/ 1475V -86/ 93H 5.50" 2.36 KDDF ( 625) 35'- 3.3" -183/ 1487V 0/ OH 5.50" 2.38 KDDF ( 625) "" For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL-L/240, TL•L/180 MAX LL DEFL = -0,323" 8 18'- 0.7" Allowed - 1.718" MAX TL CREEP DEFL - -0,651" 8 18'- 0.7" Allowed • 2.290" MAX H0R1Z. LL DEFL • 0.063" 8 34'- 11.8" MAX HORIZ. TL DEFL • 0.106" 8 34'- 11.8" Design conforms to main windforce-resisting system and components and cladding criteria. • Wind: 140 mph, 8-21,201, TCDL•4.2,BCDL"6.0, ASCE 7-10,' (All Heights), Enclosed, Cat.2, Exp.B, MHFRS(Di;), load duration factor"1.6, Truss designed for wind loads in the plane of the truss only. 3-06-15 31-08-05 3-06-15 13-08-05 18-00 I. 1-(01-17105-03� 4-04 6-09-03 6-09 -03 6-09-03 7-00-11 4 f 4 f 1-07-04 12 6.00(7 3 h gx6 e M- �� M-3 10 M-5xx6 7 8 Cil $ h o 0 1 t 0 t 0 Va,li1 r OF 13 m I '+14 9 +x0 it 0.25'2 M-3x4 M-3x10 M-1,5x3 M-3x9 • M-4x12 M-7x8(8) 1-00 8-07-04 8-05-08 8-05-08 8-09 l 35-03-04 JOB NAME : 5017-B POLYGON - D2 Scale: 0.1798 �� ti PR Ole, NI WARNGS: OENERALNOTES,unlessothah*eanoted: 1.134411 end*ream contractor should be advised of sll Gerard Notes 1.This design Is based only upon the parameters shown end le for en individual Truss: D2 end awnings before catetruction commences. building component,Applicability e!design parameters end proper "c1" .f f • "{,y. 2.254 compression web bracing must be Instead where shown 0. Incorporation of component to the responsibility of the building dr alwer. 3.Additlonai temporary bred 1e mous stability during construction 2.Design a»canes the top end bottom sherds In IaNrelly bread et 4t. . ',7 926,P E • f bracing h 2'o.e.end al c.c.respeolNely unless brecad throughout the4 lenrhagHBlh try DES. SY: LA 19 the nepooelbillly afthe sada,.MdWonet Permitted bracing of contnutus sheathing such se plywood sheegdng(TC)ander drytval(8C). DATE: 11/21/2014 the overall stricture le the responsibility of the building designer. 3.2x impactbridging or lateral bracing raided Ware shown++ Q. : 6120768 4.Ne lead should be applied to any component until ate al bradng and 4.Inatagation en Nes Is the respenslbmty of the respective contractor. S r+ :r lf► fasteners are complete end at no ems should any load-graaler than S.Design assumes buaeea are so be used m e noncorrosive environment, 4 end ore for'dry aonditon'of use. design Trade tie rseappliedto any end assumes ss r O.DeeIgn assume•full bearing atoll supports shoat.S1dm Madge If h f�' [if TRANS I D: 412891 9.Co design loads s be rra control over end orient no responsibility for the nemenery. y t7REG�N " febrbeton,handing.shipment end tnatal110n of components. 7.Design assumes adequate drainage is provided. L'` '"� " e.This design Is furnished subject lathe limitations set forth by 8.plates shall be located on both faces of buss.and placed se their center / 4P 14, Qn Q'"F" coincide 1111AIII1III III1IItIIIIIV1111�1111 TPIANTCA MiTe SA ncilompuofuaS Will be furnished 1L]Erequest center Una. iate in Inches. olaae Indicate with ytthdesign aluessea mSR-1311,E8R•1HRB(MITak) Y p( RRt-41$ i. • EXPIRES:12/31/2015 ( IOHVI11 I�l�� This design prepared from computer input by PACIFIC LUMBER-BC !!!111111 • BOMBE h86gEIF3pUQ3o06 See approved plans TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 ROOF 016BTR LOAD DURATION INCREASE • 1.15 1- 2-1-1560) 394 9-10-( -66) 129 9- 1.1-1428) 389 5-13.1-696) 219 BC: 2x4 KDDF 016BTR SPACED 24.0" O.C. 2- 3-1-1340) 403 10-1I-(-439) 2249 1-10-) -306) 1441 6-13=1-124) 737 WEBS: 2x4 KDDF STAND 3- 4-1-24141 629 11-12-1-525) 2643 10- 2-( -41 351 13- 7-(-172) 1B6 LOADING 4- 5-(-2653) 685 12-13=1-517) 2616 10- 3-1-1228) 319 TC LATERAL SUPPORT <- 12"0C. HON. LL( 25.0)+0L( 7.0) 011 TOP CHORD • 32.0 PSF 5- 6-1-2101) 557 13- 8.1-540) 2263 3-11-1 -29) 490 BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD • 10.0 PSF 6- 7=(-2417) 579 11- 4•) -393) 139 TOTAL LOAD - 42.0 PSF 7- 8-(-2649) 659 4-12-) -2) 83 12- 5=( 0) 178 NOTE:•2n4=BRACING=AT•24"0C•MMOON.=FOR a LL • 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AdEA _______"_"___"•••__""""""_"'•___= LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.1N. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -177/ 1468V -141/ 94H 5.50" 2.35 XDDF ( 6251 35'- 3.3" -183/ 1495V 0/ 0H 5.50" 2.39 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. `COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacicy_f VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL • -0.I55" @ 18'- 9.7" Allowed • 1.710" MAX TL CREEP DEFL - -0.312" B 18'- 9.7" Allowed = 2.290" MAX HORIZ. LL DEFL - 0.055" @ 34'- 9.7" ' MAX HORIE. TL DEFL - 0.092" @ 34'- 9.7" Design conforms to main windforce-resisting system and components and cladding criteria. Hind: 140 mph, h-21.7ft, TCDL-4.2,8CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor•1.6, Truss designed for wind loads in the plane of the truss only. 5-06-15 19-08-10 9-11-11 s 5-06-15 4-09-09 5-00-12 5-00-12 4-09-09 4-10-03 5-01-08 f ( 1 1 1 1 1 1 1 12 6.00[7 M-4x6 M-5x6(5) 1.2 ti-3x4 0.i S" M 6 -3x4 11-4N66 Q 6.00 3 1, - M-3x5 M-1,5x3 o /\/\/, t h .r) cs 0 I , rs•w W 0 C.. rn /- s- y+ a 11 1 hF 13 e+. c M-1.5x3 M-3x10 M-3x4 0.25 M-3x8 M-3x6 c, M-5x6(S) ), J. l l J. ) 5-02 6-10-12 6-09 6-10-12 9-06-12 Jr 35-03-04 ./- • • JOB NAME : 5017-B POLYGON - D3 scale: 0.1508 a .*b PR.QFF WARNINGS: GENERAL NOTED,unless optervds*noted: �( nr� 1.Builder and ereeeon contractor shoeld be apIced of al General Notea 1.lids design Is basad on ` + U'`� and Warnings g pi upon the perimeters shown and h loran Individual G, G I Nyr, / Truss: D 3 gs before aonsinreeort commences. building component Applicability of declare parameters and proper Gid �{j V�p: 2.2x4 compression web bracing mutt be Imheed where shown*. Incorporation of component is the responsibB8pNy of the building designer. 'J ,j) /JYQ//�, -!� DES. BY: LA 3.M,ddenel tempo cry bracing to Insure stab pty doting construction 2.Design assume.the top and bottom chords lobe laterally braced at / • + + Is the responsibility aline erector.Addltlonal permanent bracing of 2'0.o.end at 10'an.suchrespectively unless braced Ihroughwl Mak length by :'' _.92. P ! (- continuous sheathingr such swayingplywood sheathing(TC)seller drywall)C). DATE: 11/21/2014 theoverall ahude ab the to anysibBNy of the building designer. 3.2x Impact bodging or tate re brining egdredwhere ehoem++ f / SEQ. : 6220769 4.No toed ehouldoplete and component until aver eg bracing and 4.bra anssumesola the responsibility ofthaoncorrrespective i conbador. fasteners era complete and at no time should any loads greater then 5.Design assumes trues.,are to be vend M e noncorrosive environment, TRANS I D: 412891 design bads be applied to any component and ant for dry condition'of use. f,AeM► ,_. -4040916!". 5 .ConpgTms has no control over and assumes no rasponalbfity for the 6'066196 sewn,1.116aaring Mall 6666646 shown.Shim or wedge If 4r fabrication,banding,shipmentDessessery, _ and installation of components. 7,riemmin easimma adsgveld drainage is presided. `y .OREGON t 8.This design Is furnished subject to the limitations set forth by 8.Plaits shell be located on both taws o1 truss,and planed so hair center �/.�9,� Q!h� `� 1I�UIIII�IIIT!1!111!111Ifti III�ItlIII MITekUSA,Int:JCompuT aSotware7.8.8(1L)-fiTPIN1KCA in SCSI.copies of which will be furnished upon rogpest to,Forlines bnIncide wiM Joint eaMer Wee. oonectorpraateedesieyakies see EBR-1311,ESR-1888 Wok) O 7 2 {.!�"�" 8.DlgiN Indicate afro of tete in Inches. FR R I I-k- EXPIRES:12131/2615 i �� III�l tyThis design prepared from computer input.by � A 1 PACIFIC LUMBER-BC 1! TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cg-1.00 L IC: SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2-)-1560} 494 11-12=( -67) 129 11- 1-)-1428) 469 15- 9=)-170) 173 TC: 2x4 KEEP I16BTR SPACED 24.0" O.C. 2- 3") 0) 0 12-13-(-563) 2249 1-12-) -390) 1441 ; WE: 2x4 KEEP STANDR 2- 4=(-1340) 486 13-14=)-657) 2643 12- 2-I 0) 351 WEBS: 2x4 KDDF STAND LOADING 4- S-)-2414) 753 14-15•(-673) 2616 12- 4-)-1228) 366 0)+DL( 7.0) ON TOP CHORD .; 32.0 PSF 5- 6-(-2653) 819 15-10-(-648) 2263 4-13-1 -31) 490 TC LATERAL SUPPORT <- 12"0C. DON. LL) 25. DL ON BOTTOM CHORD - 10.0 PSF 6- 8=)-2101) 674 13- 5-) -393) 141 BC LATERAL SUPPORT <" 12"OC. UON. TOTAL LOAD - 42.0 PSF 7- 8-( 0) 0 5-14-1 -13) 83 S-2x4"BRACING"AT=24"OC-UON'-FOR- 8- 9-(-2417} 718 14- 6-1 0) 178 NOTE IL = 25 PSF Ground Snow (Pg) 9-10-1-2649) 784 6-15=1 -696) 241 8-15=( -132) 737 ALL FLAT TOP CHORD AREAS NOT SHEATHED .- LIMITED STORAGE DOES HOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX MORE BRG REQUIRED BRG A;'lEA "-""`_"_sped . -= REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING HET, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIAS) For hanger specs. - See approved plans 0'- 0.0" -249/ 1468V -141/ 94H 5.50" 2.35 KODF ( 625) ANDD BH BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ANCHORD CHECKED FOR DS@AC LIVE LOAD. TOP 35'- 3.3" -241/ 1495V 0/ 0H 5.50" 2.39 KOOF I 625) , i, : Des 9n c eckN, or net)- ps upl -t at oc spec ag.j VERTICAL DEFLECTION LIMITS: LI-L/240, TL-L/180 MAX LL DEFL = -0.155" 8 18'- 9.7" Allowed - 1.718" MAX TL CREEP DEFL = -0.312" 0 18'- 9.7" Allowed - 2.230" MAX HOAR. LL DEFL = 0.055" 8 34'- 9.7" MAX HORIE. TL DEFL - 0.092" 0 34'- 9.7" Design conforms to main windforce-resisting system and Components and cladding criteria. Wind: 140 mph, h-22.2ft, TCDL=4.2,BCOL"6.0, ASCE 7-10,: (All Heights), Enclosed, Cat.2, Exp•B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads t 7-06-15 15-08-10 11-11-11 in the plane of the truss only. 1 1 T ( 5-03-12 2-03-03 2-09-09 5-00-12 r 5-00-12 �2-09-092-03-0 4 4-07 5-01-08 f 1 / 1 1 1 10-00 • • 5-07-04 1 t f T 7 12 • 12 3 M-0 25" r�M-4X6 Q 6.00 b.00(7 M-4x6 M-34 x4 0.525" M-3x4 J. ` 6 ) M-1.5x3 1 M-3x5 t ,41V\VTIIII OF .� P m r . "qg O • �' ` ls „ z 13 025 M-3x8 M-3x6) 0 M-1.5x3 M-3x10 M-3x4 M-5x6(S) 1 Y Y Y Y Y ' 5-02 6-10-12 6-09 6-10-12 9-06-12 Y r Y 35-03-04 JOB NAME : 5017-B POLYGON - D4 Bale: 0.1742 t�P p 0fik•s WARNINGS: GENERAL NOTES,unless otherdise noted: ` � . 4114 /0 1.Dugdat and erectlmt contractor should be advised of en General Notes 1.This design W based enlyupon the perimeters Mom and is for en Indeddual �� iJ. Truss: D 4 and wemmgo before consbuctIon commences. building component Applicability et design penmeten and proper � • j F,yy 2.294 compression web brads must be toddled where Moan*. Incorporation of component Is the respomSrglppyy of the building designer. g 2.Outgo assumes the top end bottom chards to ba Iateralybraced at "� S' 3,Adddlonsl temporary butting to insure stabIlty stiffing construction P c.o.and al iff o.n.reopeelvely unless bested dtrouphout Colt Begyotit,by 'P E. t: pE S. BY: LA a the responsibility of Ste ender.Adddonal permanent brewing of continuous sheathing such as plywood sheething(TC)and/or drywel(BC). DATE: 11/21/2014 the overall structure to Uta reaponstbEty of die budding deol(ptes. 3.2s Impact bridging or lateral bndng required where shown*• 4.No toed should be applied to any oemponent Mil alter eli bredng end 4.installation MMus le the responsibility of the respective contrectcr. �r "1"1"!.' 1 SEQ. : 6120770 fasteners ore complete end at no time should any beds greater then S.Design assumes trusses are lobs used in a nonoaredve envhonment , design loads be spelled m a component mid ere for*dry be bearing Ouse. sic nw� )t 7 TRANS I D: 412891 s.Congn tadnis has a nand am.assumes en responsibility for tiro G.�aeaeaery mu full bearing at al ouppo b ehmm.Shim or wedge If • ,fl •OREGON v I Nto A. febricrdon.handling.shipment and installation of components. 7•Design assumes adequate drainage is provided. 7 ,, N S_. O.Tina eClgn Is SOL copes boeeswto h e limitations las furnished set forth by est. S.Plates scone de locatedootnMt Jolnt bo Mesh.oI Dues,and placed so Mir eentet 6 .14. [` 11113111111011111111111 I TP1MIT&TCAIn USAfSOL corps of which WI be rnish d u E t9.0.Po bee slze of plate design Mos sae ESR-1311,ESR 14ae(MRak) R�I� �� EXPIRES:12/31/2O15 r 1111111 This design prepared from computer input!.by PACIFIC LUMBER-BC Min haa$8TF4pAUUONS See approved plans TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4W8/DDF/Cq-1.00 TC: 2x4 KDDF H16BTR LOAD DURATION INCREASE - 1.15 1- 2•(-2556) 554 1- 8-1-427) 2151 8- 2"( 0) 264 6-11-10) 275 BC: 2x4 KDDF 8158TR SPACED 24.0' 0.C. 2- 3.1-2043) 520 8- 9"(-429) 2148 2- 9-(-462) 191 WEBS: 2x4 KDDF STAND; 3- 4•(-1734) 513 9-10.1-309) 1846 9- 3-1-102) 564 ; 2x4 OF STAND A LOADING 4- 5•(-1755) 518 10-11-(-450) 2252 9- 4.1-232) 117 LL( 25.0)+DLI 7.0) ON TOP CHORD - 32.0 PSF 5- 6•(-2067) 526 II- 7-(-448) 2255 4-10-(-198) 109 TC LATERAL SUPPORT <- 12"0C. 008. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-2642) 572 5-10-(-106) 577 . BC LATERAL SUPPORT <• 12"OC. DON. TOTAL LOAD - 42.0 PSF 10- 6.1-558) 2I0 ___•••.eee.--Bee.......ea:......m.",..- LL - 25 PSF Ground Snow )Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'OC VON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECI$S) . ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PIP LIMITED STORAGE 0'- 0.0" -192/ 1481V -141/ 141H 5.50" 2.37 KDDF ( 625) _......--...m."ewe""ea"•e""..e".".... LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 3.3" -189/ 1481V 0/ OH 5.50" 2.37 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "OC spaciig.) VERTICAL DEFLECTION LIMITS: LL-L/240, 11.-1/180 MAX LL DEFL - -0.121" 8 17'- 5.2" Allowed " 1.718' MAX TL CREEP DEFL - -0.244" 0 17'- 5.2" Allowed - 2.290" MAX HORIZ, LL DEFL . 0.055" 8 34'- 9.7" MAX HORIZ. TL DEFT - 0.092" 0 34'- 9.7" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 146 mph, h"22.7ft, TCDL"4.2,BCDL"6,0, ASCE 7-10,', (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 13-06-15 7-08-10 13-11-11 Truss designed for wind loads in the plane of the truss only. 6-10-08 6-08-07 4 3-10-05 3-10-05 6-08-07 7-03-04 i 4 f 4 4 f f f 12 12 f 6.00 P' M-4x6 M-3x4 14-4x6 Q 6.00 ' 34 14..3X4 M-3x4 2 6 c, • t [,, • M- 5X6:00,0 .-., ,Y�" p' a -' ,,, ,i- rte lr 8 8 10 11 o M-1.5x3 M-3x8 M-3x8 14-1.5x3 M-3x6 n M-3x5(S) 1' ), l Y 1' .1- 6-08-12 6-08-12 6-05-04 8-06-08 6-05-04 7-01-08 l 15-03-04 20-00 ,1 35-03-04 JOB NAME : 5017-B POLYGON - D5sale: D.17B2 `,i,p P R OFEs, WARNINGS: GENERAL NOTES,unless oBmrv4ee noted: .eA N!• �,+'N `{6�- 7.Builder and erection contractor should be advised of e8 General Notes 1.This design la based only upon the parameters alumni old Is for an Indhridual J . Truss: D5 end Winnings before construction commences. building component Applicability of design parameters and proper V � ) IJ • 2.2x4 compassion web bradng must be insisted where shown*. incorporation of component is the respomlbiley of the bdldinp designer. {� ('1(A1 .. - 3.Additional temporarybrauMg to insure stability during construction 2.Design assumes the top end bottom chards lobe laterally breced at �,. rr�-nry�� <. DES. B Y: LA k Iho res om@Gty of the erecta.Adeitlonel permanent bndn of 2'o.o.and at 10'o.a respectively unless braced throughout Visit length by 7. 'PE74. , P p 9 continuous sheathing such as plywood sheatidng(TC)andlor drywad(BC). . DATE: 11/21/2014 the overall Wirehair is the reeponolbilty ofthe building designer. 3.Ac impel bridging or lateral bracing required where shown** 4.Na toed should be applied to soy component until after at bluing and 4.Imtellatien oltrus&Is the responsibility of lle respective contractor. SEQ. : 6120771 Intoner.are compiete sod at no sme should any leads greeter than S.Design assumes trusses are to be used in a non-onosive environment. ,r , design bads be applied la any component d an for"dry condition"of use. jr TRANS I D: 912891 S.CampuTrus has no control over and ancones m responsibility for the 8.Design ermines nil bearing at ell supports shown.Shim or wedge If - Y •I ns usury. 11) fabrication,handling,shipment and Insteltetion of components. 7.Dsalgn oscines adequate drainege k provided, �` 6.This design k furnished subject to the Ilmltaions set forty by 8.Plates shall be tented on both taus of truss,sod placed so their center y^�..y it . 111111111111111111 TpINVICA In SCSI,copies or which vat be furnished upon request lines coincide vim Joint centerihrn, 4J .14. G {tel' 8.Digits Indicate eke etiolate In Inches. A T MITekUSA,Inc.lCOtnpuTnlaBORWefe7.6.8(1Lj•E 10.For bale connector plate design values see ESR-1311,ESR-1888(MfTep ERD`! EXPIRES:12/31/215 IlIIIIIIIII This design prepared from computer input'by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3' INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq•1.00 TC: 2x4 KEW 8168TR LOAD DURATION INCREASE = 1.15 1- 2•(-2556) 700 1-10•(-550) 2151 10- 2-) 0) 264 BC: 2x4 HOOF ele8TR SPACED 24.0" O.C. 2- 3=(-2043) 676 10-11•(-551) 2140 2-11•(-462) 176 WEBS: 2x4 HOOF STAND; 3- 4-( 0) 0 11-12-(-4791 1846 11- 3•(-128) $66 157 2x4 DF STAND A LOADING 3- S-(-1739) 643 12-13=(-582) 2252 11- 5•(-292) LL( 25.0)+OL( 7.0) ON TOP CHORD • 32.0 PSF 5- 7•(-1755) 649 13- 9-(-580) 2255 5-12=(-200) 146 TC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-7 0) 0 7-12•(-133) 577 BC LATERAL SUPPORT <- 12"OC. CON. . TOTAL LOAD = 42.0 PSF 7- 8-1-2067) 683 12- a-(-558) 200 8- 9-(-2692) 721 8-13-( 0) 275 LL • 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"OC VON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG Af,EA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECITS) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -263/ 1481V -141/ 141H 5.50" 2.37 KDDF ( 625) .' For hanger specs. - See approved plans 35'- 3.3" -259/ 1481V 0/ OH 5.50" 2.37 KDDF ( 635) ICOND. 2; Design checked for net(-5 paf) uplift at 24 "OC spacing.{ VERTICAL DEFLECTION LIMITS: LL-1/240, TL•L/180 • MAX LL DEFL - -0,121" a 17'- 5.2" Allowed - 1.718" MAX TL CREEP DEFL - -0.244" a 17'- 5.2" Allowed = 2.290" MAX HORIZ. LL DEFL • 0.055" 4 34'- 9.7" HAX HORIZ. TL DEFL • 0.092" 0 34'- 9.7" Design conforms to main windforce-resisting system and components and cladding criteria. 15-06-15 3-08-10 15-11-11 Wind: 140 mph, h•23.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10," f (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 6-10-08 6-05-04 2-03-01- 10-015.10-09- 03-03 6-05-04 7-03-04 load duration factor-1.6, 1 f 1 1 1 1 1 f f Truss designed for wind loads in the plane of the truss only. 13-07-04 14-00 S f 1 4 6 f f 12 M-4x6 _ M-4x6 12 6.00 C7 3 M 5x4 7 a 6.00 M-3x4 M-3x4 i p 8 I co t M-5x6 c L A r .o WP. 10 11 12 130ice o I M-1.5x3 M-3x8 M-3x8 M-1.5x3 M-3x6 0 14-3x5 S) s k k 6-08-12 6-05-04 y k 8-06-08 6-05-04 7-01-08 •1 l 15-03-04 20-00 1 35-03-04 • JOB NAME : 5017-B POLYGON - D6 Scale: 0.1791 F WARNINGS: GENERAL NOTES,unless otherwise noted: c� NQ�N �j�. 1,Bueder and sradton conbedor should be Malted of a0 General Notes 1.TNe design Is based only upon fiep ammeters shown end le for err Individual `v, G )/ 1h1+7�},p� O Truss: 06 and Warnings before oombueeon commends•. building component.Applicability of design perimeters and proper per JV�. IOU 7 ( ? �s7 2.2x4 compression web bracing must be instilled where shown+. Indarporation of component is the ra onsibil1ty Nth*building designer. C 3.Additional temporary bracingto insure stability dining ceesbudbn 2.Design assumes the top end bottom chords tolm Ietoatly braced at .7 92'I P E c- DES. E X: LA N the responsibility of the erector.Additions'permanent brsai of 2'o.a and et 1G ea.respectively as ply unless bnosd throughout Nab lengpt�h by p mtt' ng continuous sheathing audh as plywood sheadingITG)anion drywa8(SC). DATE: 11/21/2014 the overs9 structure Is the tesponslbSly of the building designer. 3.2x Impped bddging or tatern(bracing required where sham++ 4.No bad should be epplIed to any component grill eget all bradng end 4.loslaladon of buss Is the responsibtity oftho respective Oneesoior. ... SEQ, : 6120772 fasteners are templets and Ann time should any bads greater than N.Design assumes busses ere to be used In s noneorroslre environment, design bads be*polled to axy oorepoeent :::::*"'"44". nd ere br"dry dandle bearing el a ell A TRANS I D: 412891 5.Co uTne Md na cord over and assumes no responsibility for the 6,Design assumes full bearing et a8 supports6. shown.Shim or Hedge H mP Dedeesen. .'"jy OREGON bbelcasne,hsndDoA shipment and Installation of components. 7,Design assumes adequate drainage Is melded. �+ 4, � �' 1111 1111 I1II 1111p�� tup,tI1 II 6.Tho design h furnished subject to the limitations set lath by S.Plates shall be touted of on both boas oPauss,and pieced so their corder /0..��,'tQ.}� 14 ?�Q �+. II ID III��(I II II'II III IINI II4I(pl I II MlTeTINk USA,IrtuiCoftlpulrus Software 7.6.6(11.)-E request. lines oeinulde with Ninlowler lines. 0.Fa b i rbinecto{nate baron venues see ESR-1311,ESN-1985(NRak) {{ 111t NN I 111111 111 11 1111 !1 .RRI0- EXPIRES:12/31/2G15 ILII 1111111 This design prepared front computer input- ;by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 8148TR LOAD DURATION INCREASE = 1,15 1- 2=(-2510) 544 1- 9-(-406) 2134 2- 9x(-181) 184 BC: 2x4 KDDF 914BTR SPACED 24.0" O,C. 2- 3.1-2291) 518 9-10.1-271) 1845 9- 3=( -17) 04 WEBS: 2x4 KDDF STAND; 3- 4.1-1661) 457 10-11=(-289) 1867 3-10"(-644) 39 2x4 OF STAND A LOADING 4- 5-(-1661) 444 11- 7.1-422) 2227 10- 4-1-2371 1 89 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2363) 508 10- 5-1-685) 2147 TC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD " 10.0 PSF 6- 7-1-2613) 537 5-11-( -14) 468 BC LATERAL SUPPORT <= 12"OC. UON, TOTAL LOAD - 42.0 PSF 7- 8=( 0) 76 11- 6.1-267) 184 OVERHANGS: 0.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HOAX BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IK. (SPECIES) *" For hanger specs. - See approved plans LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 0'- 0.0" -205/ 1481V -199/ 189H 5.50" 2.37 KDDF 1 615) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIP. 35'- 3.3" -269/ 1659V 0/ OH 5.50" 2.65 KDDF ( 6051 I 'COND. 2: Design checked for net(-5 psf) uplift at 24 floe spaciigi VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAR LL DEFL - -0.119" 9 17'- 5.2' Allowed = 1.718" MAX TL CREEP DEFL - -0.241" 6 17'- 5.2" Allowed - 2.240" MAX LL DEFL - 0.013" 6 36'- 9.3" Allowed - 0.150" MAX TL CREEP DEFL - -0.014" 6 36'- 9.3" Allowed - 0.200" MAX HORI2. LL DEFL = 0.053" 6 39'- 9.7" . MAX HORI2. TL DEFY - 0.088" 8 34'- 9.7" ), 17-05-04 17-10 Design conforms to main windforce-resisting ( f system and components and cladding criteria. 5-10-05 5-08-09 5-10-05 i 5-10-05 5-08-09 6-03-01 Hind: 140 mph, h-23,6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T 12 12 -r (All Heights), Enclosed, Cat.2, Exp.B, MKFRS(OT f 4 T ii1, 6.00 p M-4x6 Q 6.00 Trussduration designedffox owind6loads 4.0" in the plane of the truss only. 4 .M M-5x6(5) 3.1 M-3x4 0.25" 3 u, •-• . ^1.5X3211\M /N00, 6 M-1,5x3 , o o, 0 Ca Ca ANW . = v M-9x4 M-I 3x4 18.25" M-3x4 M-3x6 `ti o M-5x8(S) } ,1 1 1 l 8-09-08 8-07-12 8-07-12 5-02-09 . y 1 . 35-03-04 1-06 i ), JOB NAME : 5017-B POLYGON - D7 .. Scale: 0.1753 p PRO WARNINGS; L �1� OBNERAL design abs unless olharvlae noted: .e(]-01N/EPA. (N d*n 1.Builder end ereotinn contractor should be advised of a8(Newel Notes I,This design h based only upon the parameters above*and is for an individual \\ `` V Truss: 07 end Wanwngs before construction commences. bolding component Applicabikty of design peramatats and proper `///0//g7 ) Nbsp �O2 2.204 compression web bracing meat be!Waded where shown a Incorporation of oomponent h the responsibility of the building Minn's. � /!f � !7 r 3.Addlonal temporary br,otea to Imere otomy during combudkn 2,Design assumes the tap and bottom chords to be laterelty braced et f L DES. B Y: LA 2'o.e.and at 10'oa.reaper lvelyunless braced throughout their len •.a'"� p �{' Is the responsibility:Atha erector.Addaonal permanent bradng of length by DATE: 11/21/2014 the metas structure Is the re nsibig of the budding designer, 50continuousbridgingsheathing such as bracing a aired where show Nor drywall beape h g ra 3.2x Impact Ixftring or lateral bracing ity oldie where tive tt contractor. - ♦.No bad at relc m feteappenned sloo e Smecomab a td cad all eater and 5.OesIgnInstallees ridings is the rex rib.us otgle res °Oce environ S F.,Q• 612�7 7 3 fadenen are eomplsts and al no gine should arty loads peokr Man 6.Dedpn atsumea bvssas ata to bo geed in a nom grosNa amironmon>, - � • ' TRANS I D: 412891 design bads be applied to any component. end era for dry ceadleoe'aloe. 5.Compu7nu Ma no control over and assumes no raaponaibety hr the 9.Design assumes full bearing at dl supporta shown.Shim or wedge II '"a " fabrication,handing,shipment and kgella4on of components. necessary, �� T Design auvmea adequate drainage Is provided. ''y OREGO N . IIIIII VIII IIsi!IIII VIII�I lllli Ipl(III 6.This design b Wishedop)..jectof which the It be tcom set forth by 8,pinks shell be ld Join on both hoes a1 Wss,and pisnd so their cental 7 e TPIANTCA In SCSI.copies otwhich wfll be furnished upon rawest lines coincide with joint center Tinea. /Q. `7'r 14 20 :-b#.. M(Tex USA.Inc.ICompuTrua Software 7.6.6(1 L)..E 10.For basic onoolte ectorplate design values see ESR•13t 1,ESR-1558(WRek) FRRtk-\"' EXPIRES:12/31/2015 • I1IIlIl1fI1 1 paIIlI This design prepared from computer input-by PACIFIC LUMBER-EC • TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C9-1.00 LUMBER 4PECIFICATIORS LOAD DURATION INCREASE • 1.15 1- 2=) 0) 76 2-10•(-372) 2268 3-10=(-270) 197 IBC: 2x4 KDDF 8118TR SPACED 24.0" Q.C. 2- 3•(-2645) 531 10-11.1-259) 1894 10- 4-( -181 475 SE: 2x4 XDDF STANDR 3- 4-(-2397) 503 11-12=(-281) 1889 4-11-(-679) 246 WEBS 2x4 ODE STAND LOADING 4- 5-(-1694) 453 12- 8=(-416) 2256 11- 5-(-237) 1125 5- 6=(-1694) 453 11- 6"(-680} ;46 LL( 25.0)+DL( 7.0) ON TOP CHORD =, 32.0 PSF 6- 6=(-1694) 503 1-16-( 688) 846 TC LATERAL SUPPORT <-• 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF 7- 7=(-2397) 531 12- 2-(--18) 918 75 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD .. 42,0 PSF 7- 8-( 0) 76 OVERHANGS: 18.0" 18.0" LL - 25 PSF Ground Snow (P9) ' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HOER BRG REQUIRED BEG AREA LIVE LOAD-AT LOCATION(S) SPECIFIED BY IBC 2012. LOOCATIO- ONSS" -293/REACTIO1669VNS 29REACTIONS -205/REACTIONS205H SIZE" SZE Q. IN KD(SP(CIES) THE BOTTOM CHORD DEAD LOAD IS A NINIMUH OF 10 PSF. 35'- 8.0" -293/ 1669V 0/ 0H 5.50" 2.67 KDDF ( 6/5) 'COND. 2: Design checked for net(-5 9sf) uplift at 24 "oc spacing.( VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/100 MAX LL DEFL - 0.013" 8 -1'- 6.0" Allowed = 0.10" MAX TLMAX CREEP LL DEFL - -0.127" 8 17'- 10.0" Allowed - 1.738" MAX TLCREEP MAX LL DEFL - 0.013" 2 37'- 12.0" Allowed = 0.10" MAX TL CREEP DEFL = -0.014" 0 37'- 2.0" Allowed - 0.200" MAX HORI2. LL DEFL - 0.055" Q 35'- 2.5" MAX HORIE. TL DEFL - 0.092" 0 35'- 2,5" 17-10 11-10 i Design conforms to main windforce-resisting 6-03-10 5-09-03 5 09-03 5 09-03 5-09-03 1 6-03-10 4 0system and components and cladding criteria. ASCE 7-10 .( < 12 Wind: 140 mph, b•25ft, TCDL-4,2,BCDL•6. , , 12 M-4x6 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), 6.00 load duration factor=1.6, 4,0" Truss designed for wind loads 5 in the plane of the truss only. M-5x6(3) M-5x6(5) 0.25" 3 0.25" . 4 6 47 a M-1.5x3 14-1.5x33\1\ + 7 t cno 4.p 1 ifn 9 •'r o .25" M 3x9 M-3x6 \ o ^14-3x6 M-3x9 M-5x8(5) y 1 /, 9-02-04 } 8-07-12 8-07-12 9-02-04 y 1 1. y 35-08 1-06 1-06 JOB NAME : 5017-B POLYGON - D8 Scale: 0.1638• �� I .p PROpk,.n GENERAL NOTES,unless otherwise noted' `�� yC?1�_ ta�O. WARNINGS' �Q� I.and arra erection contractor on cod be Mcleod of as General Notes t'building cThis omponent.Applicability upon of design pare n�and Indivldusl �� '{j.��rJ' 'j(7r"," /�_, Trus$" �8 2nd Wamression we wochtg must commences. Incorporation of component!'the responet9lty of the building designer. �. A.�(�'117:16:4'. p(� • 2.204 compression web bracing rnustbe installed where shown*. 2.Design red amen the top and bottom chords lobe laterally breed at 9 r 3.Adddlansi tampomry bracing to Insure etab8101 dulDtg consbudon 2'o.o,end at it'as roapeobeiW unto.;Domed throughout thele length by , DES. BY: LA h the responsibility of the motor,Additional permanent bracing of aarenuous sheathing such as plywood aheathIng(TC)andfor drywell(BC), . DATE: 11/21/2014 are operastructure It the responslbalry Odle bolding designer. 3.2s Imppset bridging or lateral bracing remand"Mere shoes v u Ail, .. 4.No load should ba applied to any oomponen(unG after as bracing end 4.Inslalleeen of truss is the les onsibaay of the respective collimator. .: . SEQ. : 6120774 fasteners are complete and at no Deem should any bade greater ton 5.Deaassumes bungs ere to be heed In a norr,eorroake environment. end ere lor'dry oondMon'of use. p ^ t Cr design loads be applied to limy component 8.Design aoumes Ara besting dell supports shoes.Shim or wedge If :„9 �^I rEelp(V ((/ TRANS I D: 412891 s.CompuTnR has no, over and nsamws no rcompo It my for the Design ry. ."rjly fl� . s. lebrioeeon,hsndrng, dsubloshipment andInstallationEmeton of components oto. 7.Design secures located on *Mime is roolded. '7 �+, 'II tun II 1 e.This doatgn b furnished.ab)adte the arcdtstlom set forth by S.Plate;shad bo booteddon,both lama of urns,and placed so stair enter V.�,, tf1 t I B III I�IIUI II VIII 111111111 Ill MITTSiC SA IncETPIWTCA In L capita of f which oRweIe"ili be furnished 1 pow request. 1al lo(ot center Ones: 0.Forb is tonOnes coincidene torpkte date a lgn values me ESR 1311,ESR•l000(MITeW 37 R l� �(` I, II IIII LL EXPIRES:12/31/2015 ��III1�I�l This design prepared from computer input'by i! PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE - 1,15 1- 2-( 0) 76 2-13-(-1678) 4470 13- 3-( -486) 1450 19-11-(-436) 103 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C, 2- 3-(-5079) 1922 13-14-(-1459) 3845 3-14-(-1167) 447 11-20-( 0) 246 WEBS: 2x4 KDDF STAND 3- 4-(-3050) 1240 14-15•(-1018) 2687 14- 4-( -7) 320 LOADING 4- 5.1-2497) 1181 15-17-( -898) 2228 4-15•) -584) 155 TC LATERAL SUPPORT <. 12"OC. DON, LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=1-1718) 638 16-18.) -37) 93 15- 5-( -67) 532 _ BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 5- 7-( -580) 604 18-19•) -788) 2045 15- 6.1 -258) 47 TOTAL LOAD - 42.0 PSF 6- 8•(-1750) 641 19-20-( -877) 2299 6-17-( -55) 267 .............. - - . ^ •• 7- 9-) -469) 611 20-12-( -875) 2302 16-17-) 0) 81 NOTE; 2x4BRACING................ AT24"0CDOS, FORLL • 25 558' Ground Snow (Pg) 8-10=(-1487) 538 17-18-4 -757) 1966 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=1 -581) 604 17- 8-( -146) 384 '_""=-••ns,------m-•-•--•--_-"....... LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10-11-(-2259) 1075 18- 8-( -122) 163 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING HET. 11-12-(-2696) 1068 8-19.4 -323) 90 OVERHANGS: 16.0" 0.0" 10-19.) 0) 475 t4-1,5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP vertical members (to non AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) •' For hanger specs. - See approved plans 0'- 0.0" -482/ 1675V -165/ 175H 5.50" 2.68 KDDF ( 625) 35'- 8.0" -414/ 1498V 0/ OH 5.50" 2,40 KODF ( 625) Unbalanced live loads have been considered fox this design. ICOND. 2; Design checked for net(-5 paf) uplift at 24 "oc spaciny.I VERTICAL DEFLECTION LIMITS; LI,"L/240, TL-L/180 MAX LL DEFL • 0.013" 8 -1'- 6.0" Allowed - 0.150" ' MAX TL CREEP DEFL = -0.014" 8 -1'- 6.0" Allowed - 0.200" MAX LL DEFL - 0.205" 8 13'- 7.0" Allowed - 1.737" MAX TL CREEP DEFL - -0.388" 9 13'- 7.0" Allowed - 2.317" 15-11-11 3-08-10 15-11-11 1' .( '1 MAX HORIZ. LL DEFL - -0.119" 8 35'- 2.5" 4-05-12 1-08-12 2-11-14 4-03-03 6-03-04 MAX HORIZ. TL DEFL - 0.191" 8 35'- 2.5" 2-09 ' ' 4-05-12 4 i-03-01 0-411115 ' 5-05-04 T fDesign conforms to stain wlndfarce resisting f 1 1' T 4 f"l' I' T system and components and cladding criteria. 12 12 6.0017 M-4x6 M-3x8 M-4x6 " 6.00 Wind: 140 mph, h=24.6ft, TCDL-4,2,BCDL-6.0, ASCE 7-10,,'71 _ M-3X4 ^� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di}), load duration factor-1.6, 14-4x6M-4x6 End vertical(s) are exposed to wind, Truss designed for wind loads CVin the plane of the truss only. . M-3x4 c M-3x4 O1 M-3x6 . M-3x8 M 14-3)(4+ i. 8 M-1x4 M-3x8 c' -. za e 2 4 o o M-3x4+ o M-1.5x3 M-7x8 0,25^ M-1,5x3 M-3x• to M-5x8 GI 3.75 M-5x8(S) 12 l 2-05-08 4-05-12 4-07-08 2-00-04 4-11-10 5-06-10 5-05-04 6-01-08 y-0e-05-08 10-11-12 22-02-12 y 1-06 35-08 j • JOB NAME : 5017-B POLYGON - D9 Scale: 0.1465 ! el. PR(}F1+n WARNINGS: GENERAL NOTES,unless otherwise noted: KV !1 EiS 1.Builder end ereadon contractor ehouid be advised of ad General Notes 1,Tide design to based only upon to pperimeters ahem:and is for en Individual 4I N �'� Truss: D9 and Warnings before co,nWcdon commences. budding component NppOcab5iy of design parameters and proper GN A_ 2.254compression web bracing must be installed valets shown*. Mcerperenon of component Is Om responsibility ofthe bulbing designer. v II/N J _!� 3.Motional temporary bracing to insure stability during construction 2.Design assumes the hep and bottom°herds to be letere6ybroced at -a DES. BY: LA P o.o.and at IN'ma.respectively::less Woad throughout Wa*length lby _ 2 �.}� f le the responsibility stile erector.Addilonal permanent bracing of continuous,sheathing such as plywoedeheeg,Ng(TC)sneer drywall(BC DATE: 11/21/2014 tiro overall structure is the reaponelbl ray of the building designer. 3,2x Impact Wddging or lateral bracing required where show*. 4.Mn load should be applied to any component until alter ell bracing end 4.Inetellation of truce Is the responsibility*Me reepeegve contractor, SEQ. : 6120775 fasteners are complete end at ne time should any bads greeter dim, B.Design assumes busses are to be used M a noncorrosive environment TRANS T D: 412891 design Inede be epplied to any component - and are for'dry oondiaen"Ouse. S.Comp rims has no control over and assumes en resp»mibi0ty for dm S.Design assumes fug bearing at ell support»show.Shim or wedge if d necessa fabrication.handling,shipment and MsuU.Oon of components. 7.Designs sense edegoele drainage is provided. ,- OREGON Qw k,. 6. One design,It furnished subject to the In telans set font by 8.Puree shag be located on both faces of truss,end placed so theh center �' �. 111!111 HI I111111111II 11101N1I1011111 TPWWTCAin SCSI.minks of wichvAllbe furnished upon request 9.onesednxda wirejoint center inches. RY 14 2�{�1+ MITekUSA,Ino.fCompuTrusSoftware+7.6.e'SP1(1)4-E 10,For lbalsiicconnsedaorpieledesign values see ESR-13t1,ESR-fsUb(Mi1'ek) `'`- • • EXPIRES:12/31/2015 IIIIIIIIII II This design prepared from computer input.by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/UDF/Cq=1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE • 1.15 1- 2=1 0) 76 2-13=(-1167) 4461 13- 3-( -327) 1448 10-19-1-132) ;49 BC: 2x4 KDDF 8168TR SPACED 24.0" O.C. 2- 3-(-5071) 1348 13-14.1-1017) 3838 3-14=1-1154) 339 19-l1•(-416) 149 WEBS: 2x4 EDDY STAND 3- 4=1-3054) 864 14-15=( -682) 2691 14- 4=1 0) 319 11-20=1 0) 246 LOADING 4- 5•(-2490) 802 15-17-1 -596) 2336 4-15=1 -609) 176 TC LATERAL SUPPORT <= 12"0C. UON. LI( 25.0)+01,( 7.0) ON TOP CHORD = 32.0 PSF 5- 6.1-2164) 746 16-10-I -27) 102 15- 5=1 -248) 894 BC LATERAL SUPPORT <= 12"0C. UON. - DL ON BOTTOM CHORD - 10.0 PSF 5- 7.( 0) 0 18-19-1 -567) 2245 15- 6.1 -506) 219 TOTAL LOAD = 42.0 PSF 6- B-1-2330) 810 19-20-1 -596) 2308 6-17-1 -26) 251 8-10=1-1935) 676 20-12.1 -594) 2311 16-17=1 0) 81 , NOTE: 2x4 BRACING AT 24"0C UON. FOR LL - 25 PSF Ground Snow (Pg) 9-10=1 0) 0 17-18•( -5431 2158 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2249) 721 17- 8=1 -59) 176 ------------,..=......=............ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2703) 739 18- 8=( -147) 150 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8-19=1 -452) 158 OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA "* For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIkS) 0'- 0.0" -343/ 1675V -125/ 134H 5.50" 2.68 KDDF 1 625) 35'- 8.0" -276/ 1498V 0/ OH 5.50" 2.40 EDDY ( 625) • r r, resign c ec e. or net - ps up i t at oc spacinj VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.013" 8 -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" 0 -1r- 6.0" Allowed • 0.200" MAX LL DEFL • -0.203" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.410" 8 13'- 7.0" Allowed = 2.317" 0-06-07 • MAX ffORIZ. LL DEFL = 0.116" @ 35'- 2.5" f-fMAX HORIZ. TL DEFL = 0.194" @ 35'- 2.5" 13-11-11 7-08-10 13-11-11 Design conforms to main vindforce-resisting 1 system and components and cladding criteria. 2-09 4-05-12 9-05-12 1-08-12 4-08-11 2-i1-15 2-03-03 5-05-04 6-03-04 f 12 Wind: 140 mph, h=24.1ft, TCDL•4.2,BCDL=6.0, ASCE 7-10, 12 M-349 Z2 6.00 (All Heights). Enclosed, Cat.2, Exp.e, t4NFRS(Dir), r 6.00 p M-4x6 load duration factor-1.6, M^4xb M-3x8 End verticals) are exposed to wind, 5 n g 0 Truss designed for wind loads in the plane of the truss only. • M-3x4 M-3x4 -. 4 1 O t O . M-3x6 / \ 3 M 0 o M-3x8 _� _- D:� +u+w • .g a. • r~�f-3x4+• x8 3x4 M-3x8 i ^� 0.259 M-12,5x3 M-3x6 0 • /o 14-3x4+ o M-1.5x3 M-7x8 M-5X8(S) .a 3.75 14-558 12 2-05-08} 4-05-12 4-07-08 2-00-044-11-10 5-06-10 5-05-04 6-01-08 1. y 11-062-05-08 10-11-12 22-02-12 1 1 1-06 35-08 JOB NAME : 5017-B POLYGON - D10 Scale: 0.1715 I E4PROFF WARNINGS: GENERA*.NOTES,,edasa othemiae noted: � �".)N'�' esi 1.Sunder and erection nmbaetor should be.d�esed of al General Notes 1.This design is based only upon the parameters'nom and le for an Individual f ) (b7q •P Truss: D10 end Warning=before construction commences. bolding component.Appikebliry a design gn parameters and poper V�,� '�17' -yam, 2.2x4 compression web bracing must be Installed ethers shown♦. Incorporation of components Me responsibility of Bre buildingdesigner. !(( 3..Addlonel temporary bracing to Insure slebilty during oonsbuctkn 2.Design essumss Ste top and bottom chords to be literally braced it t� T:��'� PE ('�' DES. 13 Y: LA Ic the res nsibmty of tine erector.Addhlenet permanent bredng of 2'tin and at 10'on.reach on plywood unless brand)TC)srdutlo theirrpsnll(pBMt by po continuous sheathing such as ptywood aheetltkrg(TC)ands drywatl(BC). DATE: 11/21/2014 the overall structure Is the responsibllty of the bugding designer. 3.2a Impact bridging or latero;bracing required where shown•• J , 4.No lead should be applied to any component until after NI bracing and 4.Installation of Imes Is the respoa dbllty of the respective contractor. SEQ. : 6120776 fasteners are complete and eine lime should any loads greeter than B.Design assumes busses are to be used h e nen corrosive environment, des*Weds be applied to any component, and are for"dry condition'of we. Y o TRANS 1 D: 412891 8,Comdr.?*his control over and assume.no responsibility for the 8.De timseamen ION 011199111.1 all supports shown.Shim or wedge If rn . 74 OREGON . rabneaubrm on,handling,ehent and installation of components. 7.Design aryasumee adequate drainage Is provided. e.This design he furnished subject to the limitations set fort,by 8.Plates shall ba located Don both faces of boas,and played ao Mei center //) 4)- 7/1, /1,2° ^ 111111111111111111111111111111111 MTBTp k UBA Ine.ICompuTlva Software+7.8A In SCSI,copies of which MN be a8SP1(1L)•E ,O.Digits manor plate delata ed upon request. Ones coincide v4th lobil rSgn Inches. rev ESR-1311,E80..1g88 Mug itiE"V R;�"� *' EXP.f RES:12/31/2015 .. .I. ......................................................_............. .. .. HHHYYY YIIAAAIll1111u�I This design prepared from computer input:tby llllllPACIFIC LUMBER-BC , LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF B1a0TR LOAD DURATION INCREASE - 1.15 1- 2=1 0) 76 2-11=(-969) 4461 11- 3.1 -265) 1448 16- 7-1-147) 150 BC: 2x4 KDDF-813BTR SPACED 24.0" O.C. 2- 3=1-5071) 1I08 11-12=(-846) 3838 3-12=(-1154) 306 7-17=(-452) 128 WEBS: 2x4 KDDF STAND 3- 4-1-30541 694 12-13=(-544) 2693 12- 4=) 0) 319 8-17=(-116) 649 LOADING 4- 5-1-2490) 628 13-15-1-424) 2336 4-13-) -609) 190 17- 9-)-4111 162 RC LATERAL SUPPORT <= 12"OC. VON. LL( 29.0)4DL( 7.01 ON TOP CHORD = 32,0 PSF 5- 6-(-2164) 598 14-16.1 -20) 102 13- 5=1 -199) 894 9-18-1 0) 246 BC LATERAL SUPPORT <- 12"0C. VON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7.1-2330) 638 16-17-(-408) 2245 13- 6-) -506) 170 _ _ _______= TOTAL LOAD - 42.0 PSF 7- 8.1-1935) 543 17-18-(-468) 2308 6-15-1 -18) 239 8- 9-(-2249) 568 18-10-(-466) 2311. 14-15=1 0) 81 NOTE: BRACING=AT=24"0C DON. FOR LL " 25 PSF Ground Snow (Pg) 9-10=(-2703) 593 15-16=1 -391) 2158 ALL FLAT TOP CHORD AREAS NOT SHEATHED 15- 7-( -35) 159 """__°___""_"_'___""^"___`_________= LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING HET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE 90.IN. (SPECIES) CO BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 0'- 0.0" -270/ 1675V -125/ 1340 5,50" 2.68 KDDF ( 6251 For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT )1ON-CONCURRENTLY. 35'- 8.0" -204/ 1498V 0/ OH 5.50" 2.40 KODF ( 625) ICOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL-L/240, TL=1./180 MAX LL DEFL = 0.013" 8 -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" 8 -1'- 6.0" Allowed - 0.200° MAX LL DEFL - -0.203" 8 13'- 7.0" Allowed - 1.737" MAX TL CREEP DEFL - -0.410" 8 13'- 7.0" Allowed - 2.317" MAX (WRIT. LL DEFL - 0.116" 8 35'- 2.5" MAX RORIE_ TL DEFL - 0.194" 0 35'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. 11-11-1.1 11-08-10 11-11-11 1' h Wind: 140 mph, -23.6ft, TCDL"4.2,BCDL-6.0, ASCE 7-10, 2-09 4-05-12 4-08-15 1-05-09 5-03-02 4-11-15 5-08-07 6-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i 4 f 1 f 4 load duration factor-1.6, 12 12 End verticalis) are exposed to wind, 6.00 0 84-4x63x9 M-3x8 Ig-4X6 - 6.00 Tress designed for wind loads s 6 7 e in the plane of the truss only. f i 3x4 M-3x4vio0 M-3x6 C-• 3 'M 3x8 � 4x8 ee�"."'s - 4 M-3x4 M-3x8 14 c, -1.5x3m 1 ; o M-3x4+ M-7x8 0.25 M-1.5x3 M-3x6 ph _3,75 M-5x8 M-5x8(5) 12 • 1 .1, 1 J' 1, 3. 3 1 1 1 /,2-05-08 4 -05-12 4-07-08 2-00-04 4-11-10 5-06-10 5-05-04 6-01-08 1 11-062-05-08 10-11-12 22-02-12 1-06 35-08 1 JOB NAME : 5017-B POLYGON - D11 Scale: 0.1716 WARNINGS: GENERAL NOTES,unless otherwise noted: vt�(, V 1.Builder end ereoeon contractor should be edviaed of all General Melee 1.This design Is based only upon the parameters shown and Is for en tndeidual `'r\4� AAAe�� u�O. Truss: D 11 and Wam nils before construction commenroe. bu tdinp component Apptinhillty of design parameters:end proper �Gi Tjl`I'/."J�7,1 I �}� 2.244 compression web bradng must be Installed where shown c. Incorporston of component Is the responsibility of the building designee (r ( fes J.Additional temporary bracing(*Insure debility during construction 2.Design assumes the top and bonen ehordo to be laterally braced at C1 DES. BY: LA Is the,,eb le responsibility of the erector.Additional parmmenl treeing of 2':LA end at/0•e.o.respectively unles brand throughout their length by '7 ('' continuous sheathing such s plywood sheathing(TC)and/or drywell C). AA DATE: 11/21/2014 the overall structure b the reepenelbilty of the building designer. J.2x 1mpeetbridging or lateral bracing required where shown++ AlleA'' SEQ. : 6120777 4.No lead should be applied to any component until alter all bracing and 4.fnelslledon of truss is me responsibility of the respective contractor, faster:en ere complete end atm arra shouid any loads greater then 5.Deaign aasums buss ere to be used in a non-conceive environment, . TRANS I D: 912 8 91 design beds be applied is any componentat and ars for"dry condition'of use. S. `ragas 5.CompuT us bee no control over and assume*no reaponsibtilry for a Design enumes Aug bearing al a4 supports shown.Shim or wedge if g i CC fabrication,handling,shipment and Instigation of components. neceasry. adequateumes p .9 OREGON' h,. 1'.. S.This design Is furnished subject to the Ilnetetions set forth by B.Designleshall be located n both faces of provided. pined so their center `V I1101111111(1111II111E 11 111 TPOWfCA to SCSI,copies of which will be Wmished upon request lines oolnalde wsiz io1M center Iinao. �Y-� O�j. ((,� fl (I(f ( MITelUSA,Ino./CnmpuTruaSoftware+7.6.6SP1(1L}E Ie.9.FobedscssneolorPe ftetedeplate in lgonoisessae ESR-1311,ESR•198g(MITelg 4Jf :>K EXPIRES:12/31/2015 IINl This design prepared from computer input by 1E1111This LUMBER-BC TRUSS SPAN 35'- 8.0" INC 2012 MAX MEMBER FORCES 4WR/OOF/Cq•1.00 TC4PLOAD DURATION INCREASE - 1.15 1- 2•1 0) 76 2-13-7-1325) 4578 13- 3'( -3741 1482 10-19..1-170) 817 TC:: 2x4 KDDFTCADDF 8148TRS 8TR SPACED 24.0" O.C. 2- 3.1-5185} 1510 13-14-1-1154) 3940 3-14-(-1241) 456 19-11.1 -18) 131 WC 2x4 KDDF STAND; 3- 4.7-3059) 900 14-16-(-1037) 3871 14- 4.1 -164) 945 WEBS: 2x4 KODF STAND; LOADING 4- 5.( 0) 0 15-17-1 -51) 192 14- 6.7-1329) 411 2x4 KDDF 8148TR A LI( 25.0)+DL( 7.0) ON TOP CHORD • 32.0 PSF 4- 6.1-2713) 849 17-18-1 -873) 3425 6-16-1 0) 286 DL ON BOTTOM CHORD • 10.0 PSF 6- 7.1-3843) 1172 18-i9-1 -812) 3060 15-16..1 0) 79 LATERAL SUPPORT <• 12"OC. UON.TC LATERAL SUPPORT <• 12"OC. DON, TOTAL LOAD - 42.0 PSF 7- 8.1-3088) 958 19-12-( -657) 2262 16-17•) -821) 3247 BC6-10.7-2235) 709 16- 7.1 -185) 502 _ LL • 25 PSF Ground Snow (Pg) 9-10-1 0) 0 17- 7-1 -294) 171 i BRACING-BRACNG•A ..............- 10-11=1-2550} 760 7-18.1 -436) 80 NOTE: 2x4 HAT24.0CTOS. FOR 18- 8..1 -5) 351 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED ENTS OF DOES NOT APPLY DOE TO THE SPATIAL 11-12-1-2658) 801 8-19-(-1065) 328 ___"•====R-===m...................... REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. AB REA OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX NORZ BRG REQUIRED BRG AAND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) " For hanger specs. - See approved plans0'- 0.0" -3061 1675V -82/ 91H 5.50" 2.68 KDDF ( 625) 35'- 8.0" -243/ 1498V 0/ ON 5.50" 2.40 ME ( 625) 1C0N0. 2: Design checked for net1-5 psf) uplift at 24 "oc spacing.( VERTICAL DEFLECTION LIMITS; LL'L/240, TL..L/180 MAX LL DEFL - 0.013" 8 -1'- '6.0" Allowed - 0.150" MAX TL CREEP DEFL - -0.014" @ -1'- 6.0" Allowed - 0.200" MAX LL DEFL - -0.312" @ 13'- 7.0" Allowed .. 1.737" MAX TL CREEP DEFL • -0.626" 8 13'- 7.0" Allowed • 2.317" MAX HORIL. LL DEFL - 0.140" 4 35'- 2.5" MAX NORIZ. TL DEFL - 0.232" @ 35'- 2.5" Design conforms to main wlndforce-resisting i system and components and cladding criteria. 9-11-11 Wind: 140 mph, h-21.7ft, TCDL-4.2,BCDL6,0, ASCE 1-10,' 9-11-11 15-08-10 q f (All Heights), Enclosed, Cat.2, Exp.B, HHFRSIDir1, f load duration factor-1.6, 2-09 4-11-08 2-03-03 3 05-09 5-03 4-10 04 f-O1-1P-03-03f 3-08-12 f 3 11-12 f End vertical(s) are exposed to wind, ( { f f f f 12 Truss designed for wind loads 12 5 M-5x8(5) 9 M-4x6 X36.00 in the plane of the truss only. e- 6,00 p M-5x6 / M-3x5 0.�5" M-33x4 e // 6 why - H-1,5x3 I , M-3x8 + 1 r O M-3x103 r,h ' O _ g a w' A " 0 ls 14. az o °i M-6x8 M-3x8 o fT 0.25) M 3x8 M-3x6 0 1 M-3x4+ c•M-1,5x3 M-3x10 14-3x1-.1.3X4+ f-3x4+ H-5x10 M-5x6(3) c 3.75 12y Y Y Y Y k Y Y y-05-08Y 5-01-04 6-00-04 Y 4-11-08 4-08-08 4-10-04 7-06-12 1-062-05-08 10-11-12 22-02-12 Y 35-08 1-06 JOB NAME : 5017-B POLYGON - D12 Sale: 0.1719 ( 4�p p��,� sr1 WARNtN081 GENERAL NOTES,hmleseo9%. $enetted: \Gj'`�N. (N.rr USO 1.8uitder end erection ymrnm or should be edvieed of e8 Genaret Notes 1.7111 deing component enfy Applicability al etemedesign puamore,n d ploorr indwtduet �� /} /L�. Truss: D12 end Warningsronwe ebracing a commences.Metalled buiIncorpoatwn of component lit the responsibility dem building designer. r't^ `r 2.7x4 compression web bracing mostbe imalledwhan Mown*. 2,Design assumes the top end bottom chords to be laterally braced at '_9 f P C. S.Additional temporary basing to Insure mammy doting eonaeuctwn 2'e.e,and at f e'n o.aepecivalY unlsu knead throughout Mair lentt�athh by DES. BY: LA le me responsibility of 8n erector.Adddanol permmem bracing cenenuoua sheathing such as plywood shea@dng(7C)endror drywst(60), DATE: 11/21/2014 the enrol structure is the reeponsbniy of the bonding desbner. 3.In Impact bridging en latents bracing required where shown o s 4.No wad eheutd be applied to any component until afar ell bracing and 4,Installation Q mss on Winne f to e n Oteamrspensibiled f h nrespective eoe pe�h 000tta t environment, SEQ.: C120778 fasteners em complete end et no Mme should anybath greeter than 9 (� and aro for'dot oenditOn 01050, �t design loads be applied to any component, 8.and aoromen hdl beartg el ell wppods shown.Shoe orwedge if ..,� �}��'{7`01• �. (V TRANS I D: 412891 S.CompuTns hes no control over end aswmea m responsibility for the neeeuery. febrwe4en,Wang,shipment and InetaM6on of components. 7.Design assumes adeouole dnfnege le provided. �� •4 y 2(,� �� IIpII{11 6.This design Is furnished subject to the timitetiem set forts by 8.Piatea shag be located on both faces el truss,end placed en their center . .•�4. {� I IN 11111 11 111111IIlll III X11 �gWFCA In SCSI,copies of which net furnished upon request. 9,lines b sic Indicate site ooincide with joint fpcenter lathes. r1�1� 1t ` �S Mire VILA na7Comies of w Software+7shed open requ E t 9.Per basic connector plata design values neo SSR-1711,E&-teas(Miran) r7 rl i L� EXPIRES:12/31/2015 111111111 This design prepared from computer input:by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 8168TR LOAD DURATION INCREASE - 1.15 1- 2-( 0) 76 2-11-1-1130) 4578 11- 3-( -314) 1482 16- 7-) -11) 351 BC: 2x9 EDDF 814BTR SPACED 24.0" O.C. 2- 3-(-5185) 1273 11-12-( -986) 3940 3-12-(-1241) 452 7-17-7-1065) 286 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 710 12-14=( -826) 3871 12- 4-( -138) 945 8-17-) -152) 217 2x4 ROOF 8168TR A LOADING 4- 5-(-2713) 685 13-15=( -42) 192 12- 5=(-1329) 367 17- 9-( -21) 131 TC LATERAL SUPPORT <. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-3843) 963 15-16=( -711) 3425 5-14=( 0) 286 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3008) 788 16-17=) -641) 3060 13-14=( 0) 79 s BC LATERAL SUPPORT <= 12"OC. OOH. TOTAL LOAD . 42,0 PSF 7- 8-(-2235) 573 17-10-( -542) 2262 14-15-) -668) 3247 _______._.- - 8- 9-(-2550) 608 14- 6-( -130) 502 '= LL = 25 PSF Ground Snow )Pg) 9-IO-(-2658) 659 15- b=( -294) 161 NOTE: 2x4 BRACING AT 24"OC-1)0660 FOR ALL FIAT TOP CHORD AREAS NOT SHEATHED 6-16-( -436) 89 ___®0LIMITED STORAGE DOES NOT APPLY DDE TO THE SPATIAL """'_"""""'_'__'__'___-' REQUIREMENTS OF IBC 2012 AND IOC 2012 NOT BEING MET. BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKEDLOCATIONS REACTIONS REACTIONS SIZE 50.1N, (SPECIES) FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -241/ 1675V -82/ 90H 5.50" 2.68 KDDF ( 625) •' For hanger specs, - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.. 35'- 8.0" -178/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: L1=1/240, TL=1/180 MAX LL DEFL - 0.013" 8 -1'- 6.0" Allowed - 0.150" MAX IL CREEP DEFL - -0.014" 8 -1'- 6.0" Allowed - 0.200" MAX LL DEFL - -0,312" 8 13'- 7.0" Allowed - 1.7337" MAX TL CREEP DEFL - -0.626" 8 13'- 1.0" Allowed - 2.317" MAX HORIZ. LL DEFL - 0.140" 6 35'- 2.5" MAX HORIZ. TL DEFL - 0.232" 8 35'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-21.2ft, TCD1-4.2,BCDL=6,0, ASCE 7-10,- (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 7-11-11 19-08-10 7-11-11 load duration factor-1.6, ff f Bnd vertical(s) axe exposed to wind, 2-09 5-02-11 5-05-09 5-03 4-10-04 4-01-13 3-11-15 3-11-12 Truss designed for wind loads f f f f f f f f f in the plane of the truss only. ' 12 6.00(2.. M-5x6 M-5x8(S) 12 M-3x5 0. 5" M 3x4 74-4x6 ":1 •• �r 7 M-3x@ M-1.5x3 1 M-3x10 .aigalIll or- ----'ir 13X9+x8 M-3x8 0 4j �' r""``` ;N; ..1 ate', t. M-3x4+ M-1.5x3 M-3x10 0,25 M-3x8 M-3x6e o s , 3.75 M-5x70 M-5x6($) 12 l 1 3, l 1. y y l . y y-05-08y 5-01-04 6-00-04 y 4-11-08 4-08-08 4-10-04 7-06-12 y1-062-05-08 10-11-12 22-02-12 1-06 35-08 b ( JOB NAME : 5017-B POLYGON - D13 Scale: 0.1720 p WARNINGS: f�ij ,0 PR'Op n GENERAL NOTES,unless oherndse noted '�Cl �otJ Truss: D 13 1.Builder and erection contractor should be advised of CO General Notes 1.This design is based only upon he parameters shown and is for an IndhAdual �' u • and Wamhge before construction commences. buildingcomponent � P Appmt is of design perimeter*uild Dreyer \y t QI 0 2.204 compression web bracing must be belated whore shown+, Incorporation of component la the responsibility olhe building designer. V !y1) 11nry7,,p �J DES. BY: LA 3.Addling]temporary burning to Inure stability during aenatrugion 2.Design antismog he top and bottom chords Lobe laterally bread of Z4' .''�s'/ / i ".�? is the respanethlAry of the erector.Additional permanent bracing of 2'0.0.end e170'o.e.respectively unless braced throughout giek length by 4.' • e:+'2*t P E , r• DATE: 11/21/2014 the overall structure b he responsibility of the building designer. 3 2x Impact ridgingsheethIr such l asplywooda aired where s howler dryrnp(BC}. sPo ry 92xtmyyac,of Rus or he reeporingg required of the whoreshown++ ' SEQ. : 6120779 4.Noeload should mlet,entoany timeeh ui any seerMIbattingand 4.installation onofeeb cos re to Inhereapoenoleenvirtnr. faster,","ere complete and al no time should any loads greater than 3,peahen names trusses are to be used I a noncortoslve environment ' deefgI Rade be implied to any component d are for"dry aonditon"of use. , /! TRANS ID: 412891Designj .p. 5,Comports,"has no control over and assumes no responsibility for he 8.nenecessary, NB baring at all support shown,Shim ar rrad9a If _ ,sl - { Iebrlcsgon,handling,'fitment and Installation of component. necaasary, n n N 1 p 1t {( 7.Design assumes'unquote casings lo rovideen p„ vRE 470t. a II�t�1 III IIIiI ILII VIII 'll��I II Ip�l a This design is fumiehed cubical to the limitations set forth by e.Plates shag be d need an both faces of Musa,end planed so heir center F.• -�/ TPIMTGA I EMI,copies of witch will be furnished upon request Mee coincide with joint corner lines. //.1'• �Yr�Q ..�,,,, 9.PIgib Inds ate size of plate I inches, Q 14 t>_.. NbTeltUSA,IncJCompuTruaSofeware+7.8.BSP1(1L)-E tO.For basbannectorplata design values lee ESR-1311,Enq•1988(MITA) 4. f, EXPIRES:12/31/2015 This design prepared from computer input(by itIIiIlil - PACIFIC LUMBER-BC IBC 2012 MAX MEMBER FORCES 4NR/DDF1Cq=1.00 �� LUMBER SPECIFICATIONS 15-08-00 MONO HIP SETBACK 6-00-00 FROM END WALL 1- 2=( 0) 76 0121•(MAX7 ) ER10 11- 3=( -9321 2860 16- i-( -862] '1, BC: 2x4 KDDF @14BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3-(-10108) 3486 11-12•(-2756) 7674 3-12.6-1188) 314 7-17-(-1428) ..72 BC: 2x4 ODE STAND; LOADING 3- 4-( -7138) 2664 12-13"(-3776) 9582 12- 4-( -746) 2224 17- 8-( -126) $54 WEBS: 2x4 KDDF STAND; P Ground Snow (Pg) 4- 5.6 -6370) 2414 13-15-(-4672) 11628 12- 5•(-3670) 1600 8-18-(-3398) 1412 2x4 KDDF N14BTR A LL - 25 PS TC UHF LL( 50.0)+DL( 14.0)- 64.0 PEE 0'- 0,0" TO 6'- 0.05-V6•( -9748) 3868 14-16-6 -378) 936 5-13-( -364) 1214 18- 9-( -492) 1312 1386) 4628 16-17-(-3882) 9624 IT LATERAL SUPPORT <- 12"OC. UON. BC UNIF LL(UNIT LL( 100.0]+DL( 40.0)- 140.0 PEE 0'- 0.0' TO 35'- 8.04-V8-6^-8346) 3438 17-18.1-3356) 8254 13-6-15-(-2-74) 504 19-10.170) 996 --300) 2354 20 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9.6 -5230) 2168 18-19-(-2068) 5038 14-15-) 0) 118 -------------------- -- ---"" ------ TC CONC LL( 250.0)401.115-16-(-3500) 8708( 70.0)- 320.0 LBS a 6'- 0,0" 9-10•6 -44) 46 15- 7.1 -778) 1954 ABLE: 284 OPACIOR AT E "OC UOS. FOR NOT APPLY DUE TO THE SPATIAL ALL FLAT TOP CHORD AREAS LIMITED STORAGE DOES N NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSE LIVE LOAD. TOP 0'- 0.0" -1054/ 3101V -53/ 117H 5.50' 4.96 IMF ( 625) OVERHANGS: 18.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT WON-CONCURRENTLY. 35'- 8.0" -1238/ 3004V 0/ OH 5.50" 4.81 RODE ( 6')5) ( 2 ) complete trusses required. KORO. 2: Design checked for net(-5 psf) uplift at 24 "or spacing.' -',- Attach 2 ply with 3"x.131 DIA GUN nails staggered: VERTICAL DEFLECTION LIMITS: , 9" oc in 1 row(s) throughout 2x4 top chords, LL-L/24051-1/180MAX LL DEFL - 0.003" @ -1'- 6.0" Allowed - 0.130" XX 9" oc lir': n I rows) throughout 2x4 bottom chorda, 1461 TL CREEP DEFL - -0.003" @ -1'- 6.0" Allowed - 0.250" XX 9" oc in 1 serfs) throughout 2x4 webs. MAX LL DEFL - 0.565" 0 13'- 7,0" Allowed • 1.737" MAX TL CREEP DEFL - -1.067" 0 13'- 7.0" Allowed - 2.317' MAX RORXZ. LL DEFL - -0.179" 8 35'- 4.5" MAX HORIZ. TL DEFL - 0.286" @ 35'- 4.5" i Design conforms to main xindforce ro$L0ting system and components and cladding criteria. Wind: 140 mph, h-22.1ft, TCOL•4.2,BCDL-6.0, ASCE 7-10," (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads In the plane of the truss only. 5-11-11 29-08-05 ,{ f2-09 3-02-113-05-07 4-00-02 5-03 1 5-09-01 r 5-07-05 5-07-05 32 T { , 8 1 d 12 6.00p M-5x80) M-5x8 M-3x6 M-3x4 0 25" M-3x6 M-3x8 M-1105x3 4 5 6 1 B 9 cv M-/3%6`.[ s .0041 • '� -r 0 M-3x8 0 0 0. c ' .�. 411. 1 o :..-----„�. `' -teI:4-3,4+ M-3x10 )4-3x4 r0.25a 1 1f a M-5x8 oM-1.5x3 M-4x10 M-3x6 M 3x8 M-3x4+ M-7x12 M1885-5x16(5) ...:5 3.75 12 ).• } } } 205-08-01-04 4-01-14}3-10-06y 4-11-08 5-07-05 5-07-05 5-10-13 } 1-01-05-08 10-11-12 22-02-12 } t } l 35-08 r 1-06 'r JOB NAME : 5017-B POLYGON - D14 Scale: 1/B• (.1c0P�©F�;. WARNINOO: GENERAL NOTES,unlit otherwise noted: ��(N 5�0. I.builder end erection cmeactor slimed be advised oral Genteel Notes I.This design is bawd oat upon the yeramelen shown and Is for en Individual v end Warning&balers conehuetlon COMMIS. Wang component.Applicability of design parameters end proper . .� .i'f i� •n t` Truss: 014 2.pyo oomyresebn web bracing must be Instilled where shown+. Incorporatlon of component is the responsiblNH of the building designer. 2.Design assumes the leo and bottom chorda soba'stonily braced at 4L- DES. ", .P E a,Additional temporary bracing to inure stability during cemtruotlon 2'a n.end al 10'on o.rnpeNvely union loacsd d,rmphoul their less�lb"y ' p g contimrous sheathing such es pywced Hnttidng(TC)ardlor drywail(bc). ` I' DES. BY: LA Is the erapanelcmy of the credos.Add'Nonel permanent brads of DATE: 3.1/21/2014 Si,.overall structure It the teeny component of the tinkling designer, 3.2x Impact bridging or lateral bracing required where Hawn+• .. . 4.No load shouldbe applied to any component until alter e0 bracing and 4.Matellaticn of hunt Is the responsibility of time respective contractor. SEQ. : 6120780 fastener ere complete and eine time should any beds greeter then 5.Design assumes trusses ere to be used hi s nemeenalvt environment /rUnr:-- �, end aro for'dry cortditlm"sin". design loadn be applled to any component 6,Design anumea fu0tie bearing al till supporta Chown,Shin or wedge N I A_�{ �(�"Qrf r �(/� TRANS I D: 412891 B,Compuyms has no, iover and assumes no responsibility for gra neeasary. 42 1 0 01 fsbrbaan•bundling,shipment and Mategatbn of components. 7.f itpn sesames adequate dnina$s is avtded• A �^`+. e.This dadgn Is eimiahed subject to the Badta0ms set forth by 6.plates shall be located no both feces o1 eon,and planed so their center �.� t•.��4 Y lines cointide 11111 HIM X111I 1111lily III MITeTfiK USA,InCA In cC31,mies sFair/Welt%gibe Software furnished SP1(1 L)-E request, For b ca n with Jonint center lines. leete d°sign vslues see ESR-13f ORA 500(MiTak) , r I RIO- EXPIRES:12/31/2015 1IVVll1IIl It This design prepared from computer input by 1 ttt PACIFIC LUMBER-BC , I. LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1100 TC: 2x4 KDDF 8148TR LOAD DURATION INCREASE - 1.15 I-2-( 0) 76 2-6-)-441 104 6-5-) 0)118 BC: 2x4 KDDF 016810 SPACED 24.0" O.C. 2-3-(-168) 25 5-7-)-94) 205 5-3•( 0)146 WEBS: 2x4 KDDF STAND 3-4-) -23) 30 3-7-0-2111(97 LOADING TC LATERAL SUPPORT <- 12"OC, 000• EL( 25.0)+DL( 7.0) ON TOP CHORD - 32,0 PSI, BC LATERAL SUPPORT <- 12"OC. UOB. DI. ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD - 42.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -88/ 929V -15/ 90H 5.50" 0.68 KDDF ( 625) LL • 25 PSF Ground Snow (Pg) 3'- 10,9" -87/ 77V 0/ OH 1.50" 0.12 KDDF ( 615) 6'- 0.0" 0/ 97y 0/ OH 5.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - REQUIREMENTS OF IBC 2012 AND IRC 2012 HOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "pc spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LI DEFL • 0.013" -1'- 6.0' Allowed - 0.150" MAX Ti. CREEP DEFL - -0.014" -1'- 6.0' Allowed - 0.200" 3-11-11 MAX LL DEFL - 0.006" 2'- 3.8" Allowed - 0.170" 4 T MAX TL CREEP DEFL - -0.013" 2'- 3.8" Allowed - 0.226" 12 MAX LL DEFL - 0.000' 4'- 11.0" Allowed - 0.078" MAX TL CREEP DEFL - 0.000" 4'- 11.0" Allowed - 0.105" 6.00 p MAX 80012. LL DEFL - -0.005" 8 4'- 11.0" MAX HORIZ. TL DEFL • 0.008" a 4'- 11.0" t -e Design Conforms to main windforce-resisting system and components and cladding criteria. M-4x6 rAi o Wind: 140 mph, h=21.6ft, TCOL=4.2,8CDL-6,0, ASCE 7-10,.' 3 I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di;), o load duration factor-1.6, , w r, Truss designed for wind loads ^� in the plane of the truss only. t r C�IIMrnas� �'7.�-- a 1� ''^ r+r o .. It CZ a of ice, M-3x4 o �j o' ►� , 3x9 M-3x4 M-3x5 r •1 ) ) ) ) 2-03-12 2-07-05 1-00-15 y y ), y 1-06 2-05-08 6-00 3-06-08 • 'PROVIDE FULL BEARING:Jts:2,4,71 • • • JOB NAME : 5017-B POLYGON - DCJ2 Scale: 0.5861 c�>rt). PROF6.6 WARNINGS: GENERA).NOTES,uMea otherwise noted: v`��(. tY n I.!Wader and erection can actor should be advised of all Geoerel Notes 1.This design N bead only upon tiro parameters shown and M for an individual J. C3,1 Truss: DC.T2 and Womange before construction commence. building component.Applleabltty of design parameters and proper '` �a 2.2x4 compression web bracing must be Installed where shown•. ineerporabon of component ie the responsibility of the building designer. ,�f Zit -Y temporary bearing to Insure ga6lry during conepuulion 2.Des assumes the t and bottom chords lobe latera braced at 9 P C 3.Additional toop laterally t i 1.721 IP I-E r DES. B Y: LA to the responsibility eine erector.AddlHonel permanent bracing of 2'o.a and at 1e'c.c.respaci piyunien braced throughout their to gnt by nonnative shinning such es plywood ehealinn(TC)and/or drywalESC). DATE: 11/21/2014 tine overa0 Mint=a the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown"t '' JC D'!� 612 4 7 81 4.No toed be spplld to any component unalter all bracing and 4. nuts oferr el true le the responaibl6ty of the respective conbaetor. `L• fasteners aro complete and sine lime should any bads greeter man 5.Design assumes boats en to be used is nom corrosive noceroeive environment, S,CompuTns has no control over end assumes no responsibility for the TRANS I D: 412891 design loads be applied to any component and aro for"dry condition"Ouse. /also 6.Design assumes full bearing et en supports shown.Shim or wedge 0 V Y Iebdcetien,handing,mist shipment and Installation oleem components. necessary. t /�.OREGON II sant 9.This design Is banhed subject to the limiteions set font by e.Platearshab be locatedd en bo�aop s et bum and pieced so their center ��^` "v'II IISII ILII lilt IIIA 11111 IN III( MIITpet k USACA lnSCSI.coples of ino./ContpuT 9 ieh MA be Software 7rn8.6(1 L)Z ished upon request. f 0.For bask lines coincide wiz fent e plate design valuelstrsuee SSR-1311,ESR 1666(Minn) 14 O 9.Digits Indleste sire Si tete In laches. EXPIRES:1 2/31/2015 F IiIPHII IIIll OI IThis design prepared from computer input:'by l[ PACIFIC LIMBER-BC LUMBER SPECIFICATIONS - TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq•1.00 TC: 2x4 RUDE 01&BTR LOAD DURATION INCREASE • 1.15 1-2•( 0) 76 2-6•(-130) 207 6-5.0 0) 18 BC: 2x4 RODE N1&BTR - SPACED 24.0" O.C. 2-3.1-276) 64 5-7-(-266) 413 5-3•( 0) C50 WEBS: 2x4 KDDF STAND 3-4.1 -53) 43 3-7"(-425) 274 LOADING TC LATERAL SUPPORT <• 12"OC. UON. LL( 25.0)+01( 7.0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT O. 12"OC. UGH. DL ON BOTTOM CHORD • 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BHG AREA TOTAL LOAD • 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0° 0.0' 0'- 0.0" -88/ 463V -23/ 122H 5.50" 0.74 KDDF ( 625) LL • 25 PSF Ground Snow (Pg) 4'- 11,0" 0/ 148V 0! OH 5,50" 0,24 KDDF ( 625) 5'- 11.7" -51/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for aet(-5 psf) uplift at 24 "or spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL•L/240, TL•L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL • 0.013" 8 -1'- 6.0" Allowed - 0.150" MAX TL CREEP DEFL a -0.014" 8 -I'- 6.0" Allowed . 0,200" 5-11-11 MAX LL DEFL a 0.017" 4 2'- 3.8" Allowed • 0.254" I ,. MAX TL CREEP DEFL • -0.025" 6 2'- 3.8" Allowed • 0.339" 12 MAX BORIZ. LL DEFL • -0.013" 8 4'- 11.0" 6.00(p MAX HORIZ. TL DEFL • 0.016" 8 4'- 11.0" - Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h•22.1ft, TCOL•4.2,BCDL-6.0, ASCE 7-10,i m (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), o load duration factor•1.6, ' Truss designed for wind loads M-4X6 a in the plane of the truss only. N 3 N ,-i O I � bC� , � ... � . .. 1. 0 c, MI c M-3Y.4 0 I MIIIIIIII I Ia 3x4 a M-3x4 14-3x5 r- • 1 1 1' 1 2-03-12 2-07-05 1-00-15 1 1 1 1 . 1-06 2-05-08 6-00 3-06-08 [PROVIDE PULL BEARING;Jts;2,7,4) • JOB NAME : 5017-B POLYGON - DCJ3 Scale: 0.5361 .,PR0 Ftn WARNINGS: GENERAL NOTES,unless othendee noted; • ©�N 1.Builder and 000000s contractor should be advised of al General Nelms S.This design is bleed only upon the parameters shown end Is for en individual \�? 14N O Truss: DCJ3 end Warnings before construction commences. bolding component App8cablfty of design parameters and proper 1� 111�7�{Q� 2.2x4 compression web bracing must be Installed where strewn e. incorporation of component It the roepontlb6N of the buildinguidesigner. CV j,��/,l l 3.Add 000il temporary bracing to insure atablny during consimcpon 2.Deets assumes the top and bottom chords fate laterabread at Ct. . "92•e T]E , r'- DES. BY: LA le the responsibility of the erector.Additionst ennenent bracing of T ex,end at 10'0.0,impassively unless braced throughout hilt length by 7 G C po y P conlinueua sheathing such as plywood eheaMmg(TC)andlor drywel(BC). DATE: 11/21/2014 the overall structure le the responsibility of the buIding dealpnm. 3.2x Impost bridging or lateral bracing required where shown a a ,/ 4.No lead should be applied to any component until aper el bracing and 4.Installation of bice Is the reapensiblF p of the respective centimeter. sem► SEQ. : 6120782 fasteners are complete end at no ems should any bods greeter than 8,Design assumes trues's an to be used In a nonmonosN.enoranment �Asr design bode be applied to any eotnpm ant and are br"dry cendie besting of uta. "- TRANS I D: 412 8 91 5.OompuTnn has no control over end assumes no responsibility forme 8•De`gassumes full heeling at dl supports shown.Shim or wedge if ol �i1.0 lebrtoapan,handing.shipment and hatslleton o1 components. 7.Design esaumes edeyyuate drainage b prodded. L,'..�Lj.ei•REQQN. t` 8.This design Is famished aub)ect to the limitations set font by &Plates shell be looted on both laces of tons,end placed ao their corner / "Q. h��.0'..L� NII ��IIID Imp)IfIIi(��'�IIIII IIIA I� 7PiMffCA M SCSI,copies of With vdl be furnished upon roquaei. Bogs coincide with Mint center Eche Q. Y.1.a Q.. I 11111N11 I Ip1N11 1 1 It1 II 8.Gesso tide size ofp ice in inches. p MiTek USA,Inc.lCompuTnis Software 7.0.0(IL)-Z 10.per basic connector piste design values see ESR•1311,ESR-1988(AiTek) - 's76.1:1 A 1I. EXPIRES:12/31/2015 11E11 ILII This design prepa red from computer input'by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq•1:00 TC: 2x9 ((DDE 814BTR LOAD DURATION INCREASE - 1.15 1-2"7 0) 76 2-7•( -88) 176 7-6=1 0) .18 BC: 2x4 KDDF 814BTR SPACED 24.0" O.C. 2-3•("243) 51 6-8=(-182) 350 6-3•( 0) :49 WEBS: 2x4 KDDF STAND 3-4-1-106) 61 3-8.1-360) 187 LOADING 4-5-5 -46) 20 TC LATERAL SUPPORT <- 12"0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD • 32.0 POE BC LATERAL SUPPORT <" 12"OC. 00N, DL ON BOTTOM CHORD " 10.0 PSP TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ BBS REQUIRED BEG AREA OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.79, (SPECIES) LL " 2S PSF Ground Snow (Pg) 0'- 0.0" -67/ 452V -31/ 154H 5.50" 0.72 KDDF 1 625) 4'- 11.0" 0/ 132V 0/ OH 5.50" 0.21 KDDF 1 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -108/ 239V 0/ OH 1.50" 0.31 KDDF 1 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. 7'- 11.7" -15/ 28V 0/ OH 1.50" 0,04 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP PIIIT.-Fireirgi c ec ed or net ps ) up i t at oc spac 119. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: 11.1/240, TL"L/180 t 7-11-11 MAX LL DEFL " 0.013" @ -1'- 6.0" Allowed . 0.1cU" f 1 MAX TL CREEP DEFL - -0.014" 8 -1'- 6.0" Allowed = 0.2140" A- 5 MAX LL DEFL " 0.012" 8 2'- 3.8" Allowed a 0.254" 12 - MAX TL CREEP DEFL " -0.021" 8 2'- 3.8" Allowed • 0.139" 6.00[7 )�1 MAX HORSZ. LL DEFL • -0.009" 0 4'- 11.0" MAX HORIZ, TL DEFL • 0.013" 9 4'- 11.0" , Design conforms to main windforce-resisting • system and components and cladding criteria. a I Wind: 140 mph, h•22.6ft, TCDL•4.2,BCDL"6.0, ASCE 7-10,1 a (All Heights), Enclosed, Cat.2, Exp.)), MWFRS(Dii), load duration factor•1.6, '" re,M-4x6 Truss designed for wind loads co 3 in the plane of the truss only. -„,,dam_ . ,... o j. MIIIIIIIIIIME 0 14-3x4 I �' 14 3x' ° 1 M-3x4 M-3x5 7- 1 1 1 /, 2-03-12 2-07-05 1-00-15 • 1 1 1 l 1-06 , 2-05-08 5-06-03 , /- 6-00 6-00 1-11-11 (PROVIDE FULL BEARONG,Jts:2,8,4,5J JOB NAME: 5017-B POLYGON - DCJ4 Scale: 0.4691 PROFF WARNINGS: GENERAL NOTES,unless°thervdae noted: ..,<.v..,'"":0a O-�1 1.Builder end mouton contractor should be advised arab General Notes 1.This design is based only upon the perimeters ahem end le for en individual J" t_`Ql NI+� 4. Truss: DCJ4 and Warnings before construction commences. building componentAppleabilityofdesign parameters and proper �\ 'V`) �J s" 2.2x4 compression web bredng must be Installed where shorn♦. Incorporation of component la the respune@8lty of the building dealpnet f lr f f.f Oli ! 3.Additional temporary bracing to Mown stability during conabuetion 2.Design assumes the top and bottom chords to be laterally braced Cl +� p DES. BY: LA 2'a..end et 10'c.c.respectively unless braced throughout their length by 19.4.0[�E r le the responsibility of the snider.Additional permanent bracing of ° suc (S DATE: 11/21/2014 the averdl atrudure h the responsibility of the building deeper. lv lmpnet ridging org(ste asplywood fired where s ern dryvng C1. e J.In Myatt bodging th Mend punaiby ty c rewired shown•F 4.No load should be applied i wry component until alter a8 bredng and 4.Imtellio es often b the respmmi of the respective connector. . SEQ. : 612 07 8 3 fasteners are complete and at no lime should any leads greater then 8.Design assumes Mimes are to be used In a non-corrosive wMronmant design leads be applied le any component and are for"dry condition'of use. TRANS Z D: 912891 S,Design assumes full bearing et all supporta sho,m.Shim or wedge it O is 5.CompuTma has to control over end assumes norasponePomly for the necessary, OREGON ( (4�` fabrication,handing,shipment and insteleeon of components. 7.Nolan assumes adoring drainage is provided. ' 6.This design la furnished subject to the limitations set forth by 8.Plates shag be located on both fens et buss,end planed en their anter -` A f II 1�� MI 0111110 IIII N 7PWYTCA In SCSI,copies of which w91 be furnished upon request Ana coincide with jdntanlerfinae. (� 4��. `� Il'j'�I 8,Digs Indicate siva Opiate In Inches. rp 14' cJ. MiTek USA,IncjCompuTnts Software 7,6.6(IL)Z In.For bade connector plate design values see EBR-1311,E$R•1&88(Mirel) n S L�V EXPIRES:12/31/2015 This design prepared from computer input:by 1111.1 1111 • PACIFIC LUMBER-BC TRUSS SPAN 9'- 11.7" INC 2012 MAX MEMBER FORCES 4WR/D0F/Cq-1:00 TC6)8ER SPECIFICATIONS 0LOAD DURATION INCREASE • 1.15 1-2-) 0) 76 2-7•) -69) 161 7-6.1 0) '18 TC: 2x4 KDDF 1d8TR SPACED 24.0" O.C. 2-3-(-227) 43 6-8-1-144) 320 6-3-( 0) :40 BC: 2x4 KDDF T6NDR 3-4'(-153) 73 3-8(-329) 149 WEBS: 2x4 KDDF STAND LOADING 4-5•1 -70) 32 IC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD • 32.0 PSF BC LATERAL SUPPORT <- 12"0C. UON. DL OH BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BAG AREA OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSP Ground Snow (Pg) 0'- 0.0" -48/ 446V -38/ 187K 5.50" 0.71 KDDF ( 615) 4'- 11,0" 0/ 125V 0/ ON 5.50" 0.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -144/ 305V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -50/ 102V 0/ OH 1.50' 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICONO. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 9-11-11 MAX LL DEFL " 0.013" 8 -1'- 6.0" Allowed - 0.150" ( 5 MAX IL CREEP DEFL = -0.014" 8 -1'- 6.0" Allowed - 0.200" MAX LL DEFL • -0.010" 8 2'- 3.8" Allowed - 0.254" MAX TL CREEP DEFL = -0.020" 8 2'- 3.8" Allowed = 0.319" MAX HORIZ. LL DEFL • -0.008" 8 4'- 11.0" 12 • MAX RORIE. IL DEFL .. 0.012" 8 4'- 11.0" 6,00 p Design conforms to main wlndfoxce-resisting system and components and cladding criteria. 1 cn co Wind: 140 mph, h-23.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,' I (A11 Heights), Enclosed, Cat.2, Exp.B, MWERSID1 ), o load duration factor-1.6, I, ti ol I i Truss designed for wind loads in the plane of the truss only. 0 . M-9x6 so 1 4°1MIfhs e.e�.. ' rn SCI. , o Z a M-3x9 c1 M 3x9 0 c, M-3x4 M-3x5 , f t 1 1 1 1 2-03-12 2-07-05 1-00-15 1 1 i 1-06 Y 2-05-08 7-06-03 y 6-00 3-11-11 }PROVIDE FULL BEARING;Jts:2,8,4,5I • JOB NAME : 5017-B POLYGON - DCJ5 Scale: 0.4184 �C. �jpQ,e• { �A WARNINGS: OENBRAL NOTES,unless otherwise noted: ` NC7lIN' USO. 1.Builder and erector contractor should be advised of all General Notes 1.This design la basad only upon the parameter she*and Is*an Indnidusi �G, Truss: DCJ5 sod Wemings before aonhusten commences. building component ApplicabbIty of design Ammeters end proper ? ('IPJ T;' 2.led compression web bracing must*Installed?there*hewn o. Incorporation of component Is he neponslbDlty of to beldi g destvna. •e»•, �, P 2.Design+legumes the tap and bottom chords to be laterally braced el G 3.AddltenN temporary bracing to insure stability doting antbuotfon 7 au.end at 10'o.o,respectively:rings b aped thoughout Crab leng h by DES. B Y: LA is the responsibility of the erector.Additions'pemternnt bracing of continuous sheathing such en plywood sheegdrg(7C)idler dryaeil18C), 7. 0PIX . :: DATE: 11/21/2014 the areal structure Is Be respontbNty of the building deeper. 3.2s impact bridging or lateral bracing required where shown•• 4.Ne lead should be applied to eny component until after all bracing and 4.Instelaeon*lbws Is the resppsne®Wy of*.respective contractor. ® SEQ. : 61207840.Owe fasteners complete and at no should any heeds greeter hen g !.��• (r design loads be applied fa any component and an for'dty condieon"agate. v� J�' g N.Design assume fug bearing at all supports shown.Shim or wedge N = GAC•1EGQN :. ti TRANS I D: 412891 s.tehdcCampania has no control over and assumes no rowansibllry lathe neososa I A_ Wxlceton,handling,shipment end inatalleti"n of components. 7.Design assume,adequate drainage a provided. �'" "� 1� 6.This design is hxnished sublettle he*Mons set font by S.Plates shag be locatedplate both faces of hues,and placed so their center /J1 "T ili14 `,° r 111111111111111111111111111111111 MIT USA.laCJCO pnl se of eof which II be banished a ished opo :est 9.7,Per basic connector bow coincide No of p ate des1010 rligr values*,ESit 1311.E$54e0B Wok) V t 7 R I L\- EXPIRES:12/3112115 • 1111111111This design prepared from computer input.by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 9168TR LOAD DURATION INCREASE = 1.15 1- 2=7 0) 76 2- 8-) -82) 166 B- 7.) 0) 18 BC: 2x4 KDDF 816818 SPACED 29.0" 0.0. 2- 3-(-233) 46 7- 9-(-170) 331 7- 3-) 0) .48 WEBS: 2x9 KDDF STAND 3- 9-(-189) 87 3- 9.(-341) 175 ' LOADING 4- 5-7-105) 54 j TC LATERAL SUPPORT <= 12"0C. DON. LL( 25.07+01( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-7 -41) 19 r BC LATERAL SUPPORT K. 12"0C, UON, DL ON BOTTOM CHORD - 10.0 PSF i TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA IL - 25 P51'Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ,IH. (SPECIES) 0'- 0.0" -32/ 449V -47/ 2228 5.50" 0.72 KDDF 1 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 11.0" 0/ 128V 0/ OH 5.50" 0.20 KDDF ( 675) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -135/ 282V 0/ OH 1.50" 0.36 KDDF ( 615) 9'- 11.2" -105/ 212V 0/ BH 1.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11'- 11.7" -17/ 37V 0/ 011 1.50" 0.06 XDDF ( q5) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-11-11 [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacitrg.l 1 , VERTICAL DEFLECTION LIMITS: IL=1/240, TL=L/180 6 MAX TI, CREEP DEFL = -0.014" 8 -1'- 6.0" Allowed - 0.200" i MAX LL DEFL - 0.011" @ 2'- 1.8" Allowed - 0.244" MAX IL CREEP DEFL = -0.020" 0 2'- 3.8" Allowed - 0.3:9" 5 12 MAX NORIZ. LL DEFL - -0.009" 0 4'- 11.0" 6.00(7 1 MAX HORIZ. TL DEFL - 0.013" 8 4'- 11.0" Design conforms to main windforce-resisting system and components and cladding criteria. ' I Wind: 190 mph, h-23.6ft, TCDL.4.2,BCDL-6.0, ASCE 7-10,, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), -I load duration factor-1.6, m, 4 Truss designed for wind loads i in the plane of the truss only. M-4x6 3 M -E .. �� • o y�� c::. M-3x4 vt. • o M'3x4 0 M-3x4 M-3x5 /- y l y l 2-03-12 2-07-05 1-00-15 J• 1, 1 1. 1-06 , 2-05-08 y 4-06-03 , 6-00 5-11-11 (PROVIDE FULL BEARING)Jts:2,9,4,5,6j c JOB NAME : 5017-B POLYGON - DCJ6 Scale: 0.3700 WARNINGS, GENERAL NOTES,Wen oerorcleo poled: .`�(, T`U fr Orc��_tr I.Builder and erection contractor should be advised of all General Nolte 1.This design Is basad only open the poremeters shown and le for an Indhteusl C (�1 N U/O. Truss: DCJ6 and Warnings before construction commences. building component.Appfcebitty of design parameters and proper N'"11/41/11'.; '7}. rJ !/�ysp' 2.2x4 compression web bredng must be Installed where shown+ incorporation of component Is Ore responsibility of the building deallpner. (( !1 (�/ (/ 3.Additional temporary bracing to Insure stability during oonshuction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: LA2'fix.and at 10'o.e.respedfvesyunleas breath�roue throughout Ager) la the responsibility of the erector.Add8wnel permanent bredng of contimrous sheathing such eag by � ��2.�,�� i r p plywoodcingrquredrwhere elm,, DATE: 11/21/2014 the overall structure is Ore reaponsibmy of the building designer. 3,L Impact bridging or lateral bracing required ahemm+. SEQ. :- 6120785 4.No load should be applied to any component until after ail bracing and 4,Installation ofbues Is the reaponoOMiy of the respective congenial, fasteners ore complete end at no time should any load*geseterihen 5.Design esaumes trusses are to be used In a non-corrosive environment, TRANS I D: 412891 design loads be applied to tiny oomponent and ere for"dry condition'of use. f,eaar. aeumes no responsibility the 6.Design eaenmas Nil bearing et all supports sheen,Shim or wedge it 5.CompuTrus has no control over end a fsbrtceeon,handling,shipment and InsteNeeon of components. Den/ge mummery. OF 14/ 6.This deal is furnished subject to the Dmitetiam of forth by7.Deign assumes adequate drainage Is provided, A-OREGON ^V , 1111111141111111111 Po 8.Plates snag be located on both fries of truss,and placed so their center �0.'7,47Y i 20� .��. TPUIVtCA h SCSI,copies which will be furnished upon request. Inas coincide with)dnpPt center the*. MiTek USA,Ina/CampuTfus Software 7.6.8(11.)-Z D.Fa13, rbbei isicate cornautor plate delet sign values see ESR-1311,ESR-1988(ballet) f EXPIRES:12/31/2015 • ThisPACIFIC designLUMBEpreR-BparedC from computer input.by 1��IIIIIUII�I 1-2-1 0) 76 2-4=(0) 0 LUMBER 4PECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq•1)00 LOAD DURATION INCREASE - 1.15 - 1-2.(-70) 40 2C: 2x4 KDDF 81LBTR SPACED 24.0" O.C. BC: 1x4 HOOF 8168TR TC LATERAL SUPPORT - 12"0C. UON. LOADING MAX VERT MAX HOAR BAG REQUIRED BRC AREA BC LATERAL SUPPORT <+ 12"OC. NON. LL( 25.014-DL( 7. ON TOP CHORD - 10.0 PSI LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL OR BOTTOM CHORD • 10.0 PSI 0'- 0,0" -104/ 407V -7/ 59H 5.50" 0.65 ODE ( 625) OVERHANGS: 18.0" 0.0" TOTAL LOAD 42.0 PSF 1'- 10.9" -85/ 82V 0/ OH 1.50" 0.13 11001 ( 6251 LL - 25 PSI Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 EDDP ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 • BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOPMAX LL DEFL - 0.013" 0 -1'- 6.0" Allowed •. 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL • -0.014" 8 -1'- 6.0" Allowed - 0.200" MAX TC PANEL LL DEFL - 0.004" 8 1'- 0.8" Allowed - 0.097" MAX BC PANEL IL DEFL • 0.006" 8 1'- 8.5" Allowed = 0,334" MAX BC PANEL LL DEFL - 0.013. 8 2'- 8.6" Allowed - 0.250" MAX BC PANEL TL DEFL = -0.021" 8 3'- 1.4" Allowed - 0.334" 1-11-11 MAX HORI2. LL DEFL - -0.000" 8 1'- 10.9" 1 '( MAX HOAR. TL DEFL --0.000" B 1'- 10.9" 12 Design conforms to main windforce-resisting 6.00 f7 system and components and cladding criteria. Wind: 140 mph, h-21.1ft, TCDL=4.2,BCDL-6.0, ASCE 7-10„ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dii), load duration factor-1.6, Truss designed for wind loads 3 .,i in the plane of the truss only. '" t 0 v 0 N I p N ...›.< ` 4 a M-3x4 ••r c h f• y 1, 1 1-06 (PROVIDE FULL BEARINGIJts:2,3,41 6-00 r • JOB NAME : 5017-B POLYGON - DJ1 Scale: 0.6236 � a � � fiS WARNINGS: GENERAL NOTES,unless etherwtss parameters oted \,`� alai N. pp,,,, s/0, I.Guider and erosion contrautor should be advl.ed or all General Notes 1.b didesign Icoresbanssrlet only upant of parr petn parametershwand I p�w individual •, /lip )Y/Y �: Truss: DJ1 and Warnings onfore treeing motbmmsnon, lnoerpurslon of component Is he tespana)bWry or the building designer. j I tp r, 2.2x4 compression web treebtg moot be installed when shown r, 2.Design aseuma the top end bottom chords la ba laterally braced a �' "• a.0 1= 3.Addmcnel temporary Wooing g insure stability doting construction T o.c.end si l b'o.c.respearvely unless braced hroughout heir Nn by DES. SY: LA Is the nspensbilly of he erector,Additional permanent bracing of continuous sheaths such as plywood ahead ergf101 andfardrymei0C). DATE: 11/21/2014 the overall structure is he reaponalbihy of he building designer. 3.2x Impact bridging or lateral bracing required where shown•+ 4.No load should be applied to any component until after ax tracing end 4.Installation ealsign 000lboMes tenses oro to�used Ohs i D noromn as a contractor. mNrconmen4 �,�,i. S Q, : 6120786 testiness are con plats end at no one should any loads greater than and gra some burse i or um. fildesign omm Wads has applied to any compared. S.Design asoma on boating at all auppons shown.8Mm er wedge if . RE G N . ^5/ TRANS D: 412891 5:feolcd n. no control over and assumes no responsibility far he necessa y. .,rte• �: fabricator,b nding,eldpmant and Festaaagcn el aomponsds, 7.Design assumes adequate an ambler's Is lbum,provided. /�.,.4r�1 I, mi 1 6.This design Is}urrdehed sub)era to he I hdlatona salfsrh by 5.}slates shall be located on beer recce bum,and placed so thee center ` V�, III IIIII ISI ISI III IIIA 1111111 TPVWrCA h SCSI,copies of which be 7.0.6(4 upon request. 9 lllyibIndicate kajoint center In gn . 'I flpB 11 I]II IIII' II1111,1111111 Mitek USA,inn./CornpuTrus Software 7.0.8(1 t.)-E te.Porbasecaconnector la valuesdeeIncsea ESR-1311,ESR-190$(MITep Ft A}L` • EXPIRES:12/31/2015 I IOIllI IIOI This design prepared from computer inputby INM1 PACIFIC LUMBER-BC , LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 8IOBTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 76 2-4-(0) 0 . BC: 2x4 KDDF BIABTR SPACED 24.0" 0.0. 2-3-1-101) 68 TC LATERAL SUPPORT <= 12"0C. UON. LOADING r BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD • 32.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED DRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: I9.0" 0.0" TOTAL LOAD • 42.0 PSF 0'- 0.0" -87/ 478V -23/ 122H 5.50" 0.76 MOP ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONO. 2: Design checked for net(-5 pat) uplift at 24 "oc spacing.) REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - 0.013" @ -I'- 6.0" Allowed - 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed - 0.200" MAX IC PANEL LL DEFL - 0.080" @ 3'- 7.2" Allowed - 0.396" 5-11-I1 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" 1' 1' • MAX HORLZ. LL DEFL • -0.001" 0 5'- 10,9" 12 MAX CORIE. TL DEFL - -0.001" @ 5'- 10.9" ,- 6.00 p 3 -I Design conforms to main windforce-resisting system and components and cladding criteria. ' 1 �� Wind: 140 mph, h-22.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (Ali Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 1 N cs o t%1 i co 6 I a en O 1 c I �: -ii, co M-3x4 I i r- • 1 'I y 1-06 6-00 [PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5017-B POLYGON - DJ3 Scale: 0.5736 F . : WARNINGS: PRQF WOS: GENERAL NOTES,unless othenhsa noted: �� 8 1.Builder and erection contractor should be advised esti General Notes 1.This dealpl Is based only upon the perimeters*howl end Is for an Individual • �i I�. _ V/O Truss: DJ3 end Warnings before construction commences. budding component.Apptoabitty of design parameter,and proper 2.2x4 compression web busing must be Installed where shown+. incorporation of oomponent lo ate rugparte bgityty of the budding desloter. i1 �y -[� .....: 3.Additional temporary bracing to insnee stability doling construction 2.Design assumes the top end bottom chords tole laterally braced al 1 ' r 1 ;� DES. B Y: LA la the responsibility of the erecter,Addldonel permanent bradng of 2'o.c.and at 10'oc.respective%unless brand throughout their le by6. g 2 �.p = s' eonnnueus sheathing such ea plywood ahead )ander drywd C). DATE: 11/21/2014 the overall structure b the responsibility of the building dedwhere gner. 3.?x�mpact bddging or lateral bra required where shown+. SEQ. : 6120787 4.No load should be applied to any component until alter at bracing end 4.Inotegaten Whose Is the responsibigly of the respective contractor. faatenas era complete end at no tme should any loads greater than S.Design assumes trusses era to be used in a noncorrosive arMronmsn4 ��! :. TRANS I D• 412 8 91 design loads be applied to soy component. and one for"dry candles)).of use. • S,compuTms has no conal over and assumes no reapmhsibig%far the S.Design assume.full bearing at all supports sheen.Stem nrwedge If O (,r fabrication.handling.shipment and Indsgeton of components. necessary. ."9 OREGON , J",� 7,to Plates eagbeeon eoth fecebl bss* ,}� ,(`V 8.This dptgn Is furnished wb)ect d the a be kilotons trot ludo by b.pules shag be located centercide with%Int nett feces of buss,and placed ao their.enter ��r, r7,.9° 14N. 4- 111111111111111 III I1II�f�1 II MReTPk U A,Lnc.FCotnpuTluDA in SCSI,copies of s 9 Hlvere 7 6.8(1 L)-E shed upon request, 10,r blinen Indiana, cntrnxiw plate etiolate values see ESR-t3/1,ESR-less Walk) 4 EXPIRES:12/31/2615 1E11111Thisdesign prepared from computer input;by PACIFIC LUMBER-BC II �11 TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1:00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE • 1.15 1-2•( 0) 76 2-5=(0) 0 TC: 2x4 ROOF BIiBTR SPACED 24.0" O.C. 2-3•(-127) 92 BC: 2x4 ROOF d1i0YR 3-4-( -64) 25 It LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD • 10.0 PSF BEARING MAX VERT MAX HOBO BRG REQtlIREO SRG AREA OVERHANGS: 18.0' 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -59/ 456V -30/ 151H 5.50" 0.73 KDDF ( 625) LL • 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 6251 5'- 11.2" -136/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7' -13/ 5V 0/ OH 1.50" 0.01 KDDF ( 6251 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 2.(CONO. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIHITS: LL•L/240, TL=Ll 180 AND BOTTOM CHORD bIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL • 0.013" 0 -1'- 6.0" Allowed • 0.150" MAX TL CREEP DEFL • -0.014' 0 -1'- 6.0" Allowed • 0.200" MAX TC PANEL LL DEFL = 0.047" 0 2'- 9.3" Allowed • 0.358" MAX TC PANEL TL DEFL • -0.051' 0 2'- 11.9" Allowed - 0.596" MAX HORIZ. LL DEFL • -0.001" B 5'- 11.2' MAX RORIE. TL DEFL • -0.001" 8 7'- 10.9" -r h Design conforms to main windfarce-resisting 12 y system and components and cladding criteria. i. 6.00 1( 1, Wind: 140 mph, h•21.2ft, TCDL•4.2,BCOL•6.0, ASCE 7-10,, 3 (All Heights), Enclosed, Cat.2, Exp.B, HWFRS(Di't), load duration factor•1.6, Truss designed for wind loads )j in the plane of the truss only. 0 o f c0 N I 0 1 C O O u+ r • M 0 i • I cx M-3x4 r 1 1 1-06 1 6-00 1-11-11 (PROVIDE PULL BEARING;Jts:2,5,3,41 JOB NAME : 5017-B POLYGON - DJ4Scala: 0.4616 � ppRpFry WARNINGS: GENERAL NOTES,unless otherwise noted: c�'�� G'IN t,.) MlO. 1.Rader end erection contactor should be advised of aN General Notes 1.This design le based only upon the parameters shown and Is for an indlvMuai Truss: DJ4 red WeenfnGs before construction commences building component.Applicability of design parameters and proper ll/N/ Inoerporaeen of component is the responsibility of the building designer. x(! Il.1 � 2.2s4 comprmston web bracing must be Instegad wfsre shown+. 2.Design assumes the top and bottom chords tube%tragy braced at C� ! ''�'(i �2�, C~ 3.Additional temporary brash%to Insure etabifdy during construction T o.c.and at 10'o.e.respecWaly unless braced etmrphoct Ihelr lenv�8S�a by DES. BY: LA is the respeneibWty of Bre erector.Atldgaei permanent tossing of continuous sheathing such as plywood sheagdng(TC)ander drywa0(BO). DATE: 11/21/2014 %a overs%MONO Is gra responsibility of the building designer. 3.In impact bridging or Metal bracing required where shown++ 4.No bad should be applied to any component until after al bracing and 4.tnstallaeon of totes 1a the respansib0dy of tits respective contractor. SEQ. : 6120768Ouse. . fasten are are complete and at no erne ehadd any loads greater than S.Design assumes trusses ere to be seed Ina nort'aofrnNva environment, `� h. design bent be applied to any component. and are for-dry condition'of use. el arm TRANS I D: 412891 b,C mpuT n has no control over and assumes no responNbB ry for the S.nnDecessery.ansa NN bea+ttp at all supports shown.Shim or wedge N VRECON V Thlahs �olbybels ahcessa � � S. la design Nmleh:oubhNthe imitations sat forth by 8.Pietas shall e!endedon bfof buss,and plead so their center /6 r 14V : 4 I IMIUI111 �Ill11111111811 in SS we bernisheorequeN9. MITC S.tnC I,cmpuTf SMhr1L 0n FtoseotrofplI.desinu rbsslennerphdesign seESR-1311,ESR-198$(ig7ek) R EXPIRES:1213172015 I . 11111111111111 This design prepared from computer input,'by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1:00 TC: 2x9 KDDF OIUOTR LOAD DURATION INCREASE - 1.15 1-2=1 0) 76 2-5=10) 0 BC: 2x4 RODE O16BTR SPACED 24.0" O.C, 2-3=(-170) 98 TC LATERAL SUPPORT <- 12"0C. UON. LOADING 3-4=( -76) 34 BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HOU BAG REQUIRED ERG A:OEA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -41/ 452V -38/ 182H 5.50" 0.72 KDDF ( 625) IL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 6?5) 5'- 11.2" -157/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 95V 0/ OH 1.50" 0,15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. .. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net{-5 psf) uplift at 24 "oc spacing.! AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL"L/180 MAX LL DEFL - 0.013" 8 -1'- 6.0" Allowed - 0.150" MAX TL CREEP DEFL - -0.014" 8 -1'- 6.0" Allowed - 0.200" MAX TC PANEL LL DEFL = -0.028" 6 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL • -0.098" 8 2'- 11.9" Allowed - 0.596" HAX MORIS. LL DEFL - -0.002" 8 9'- 10.9" MAX HORDE. TL DEFL = -0.002" 8 9'- 10.9" /- Design conforms to main windforce-resisting system and components and cladding criteria. 12 6,00(7 Wind: 149 mph, h-21.7ft, TCDL•4.2,BCDL•6,0, ASCE 7-10,i (All Heights), Enclosed, Cat.2, Exp.B, 14WFRS(Diy), load duration factor-1,6, Truss designed for wind loads 3 in the plane of the truss only. r O o a O r ,r) t- to O� - I ta O -/ O M-3x4 1-06 6-00 3-11-11 IPROVIOB 91111 AEARING;Jts:2,5,3,4) JOB NAME : 5017-B POLYGON - DJ5 Scale: 0.4184 WARNEV09: OENERAI.NOTES,unless*Itemise toted: 1.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for n ti\"Individual t:J \ I N (0 Truss: DJ5 and Warnings before consbuaen commences. building oompenent.Applicability eldesign parameters end proper Q' 2.2n4 eempleesfen web bracing must be Minded where shown". ineerponaon of component is the responsibility of to building dearer. 3.Additional temporary bracing to insure stabtily during construction 2.Oasign assumes the tap and bottom chords l0 be lMerely braced at v�s DES. BY: LA Is the roc enaib 2'o.e.tad at 10'ox.respectively unless braced throughout their lenpplIhh !9 G j)p p tidy of the erector.Additional permanent bracing of oonenuous eheadring such es plywood sheeatbtg(TC)andfor drywae(BC). DATE: 11/21/2014 the overall structure le aro responsibility of the bulidkm designer. 3.2x Impact bridging or latest bracing required where shown r+ /' SEQ. : 6120789 4.Ne load ahead be applied to any component tine!after sal bracing and 4.!Wellston of truss to the reepensibmty of the reapectee contractor. !" fasten ate complete and at no ante should any loads greater gran b.Design eseuvnes trusses ere to be need in a norm:mm*Na e,witonmem, - TRANS I D: 412891 • d""Ign limas be applied to any component and ars for• cendiese eO ties. �! 4,40010.. .. - 5.Compuihm has no control over end assumes no reepnefbllty for the H.Design assumes Ara bearing at all supports shown,Shim or cadge If fabrication,handl necessary. h �1A1 ng,aMpntent tori installation etcempnemo. 7,DasiOn eeeumae adequate drainage la provided. . '�.. O.R.E,GON '. H.This design Is furnished subject to the limitations set fare,by a.Plates shat)be located on both Moen of buss,end placed eo trek center /-,�,e1 e' 7 .' I1111111111111111Ili IIID1111I11111IIID DNI 7INANTCAn SCSI,copier,ofwdtfoh nig be furnished upon request, Ihesadndde with oint cnterfines. d , ?e- "/$1i MiTeRUSA,IncJ ompuTruaSoftware76.6(1L)E 10.Perb WG skio�ectorfraildeesignvaluessee EORA3f1.ESR-1986(MITek) V M RR10- '• EXPIRES:12/31/2015 ThisPACIFICLdesignUMBEpSIrepared from computer input;,by I�IIII�It�l) -I4C TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FOO'CE766 4WRR /DDDI/CO BC: 2x4 ROOF $16BTRq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 2-2")'200) 105 BC: 2x4 ROOF 9168TR SPACED 24.0" O.C. 2-3=(-201) 46 q-;=( -39) 18 LOADING TC LATERAL SUPPORT <= 1.2"0C, UON. LI( 250)401( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <� 1.2"0C. . 2°OC. UOM. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (P9) 0'- 0.0" -29/ 454V -46/ 2210 5.50" 0.73 KDDF ( 625) 5t- 9.2" 0/ 66V 0/ 0H 5.50" 0.11 KDOF ) 625) LIMITED STORAGE DOES HOT APPLY DOE TO THE SPATIAL 5'- 11.2" -158/ 354V 0/ OH 1.50" 0.95 KDDF ) 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -99/ 196V 0/ OH 1.50" 0.25 RODE ( 625) 11'- 11.7" -19/ 46V 0/ OH 1.50" 0.07 KDDF 1615) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) up.lift at 24 "oc spacingj VERTICAL DEFLECTION LIMITS: 1,1=4/240, TL-L/180 MAX IL DEFL - 0.013° A -1'- 6.0" Allowed • 0.10" MAX TL CREEP DEFL - -0.019" 8 -1'- 6.0" Allowed = 0.260" MAX TC PANEL LL DEFL - -0,030" A 2' 11.9" Allowed = 0.316" MAX IC PANEL TI DEFL = -0.050" 8 2'- S MAX HORIZ. LL DEFL = -0.002" 0 11'- 10.9" •,r MAX MOREL TL DEFL = -0.002" 8 11'- 10.9" + y Design conforms to main windforce-resisting system and components and cladding criteria. . 12 Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,.; 6.00 p' S (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dit), load duration factor=1.6, Truss designed for wind loads ;. in the plane of the truss only. W 3 Ot d, .•i ,1 I I 6 O O r K, o r y i* c cn M-3x4 A- Y y Y 3- 5-11-11 1-06 6-00 'PROVIDE FULL BEARING).Tts:2,6,3,4,5I JOB NAME : 5017-B POLYGON -. DJ6 Scalg: 0.370D ��t�pPROpF �n OEN811AL NOTES,unless ethervOel noted: ��`��NGI V/t✓ 1. WARNINGS: p �q 1.Budder and es eeor contractor aboold be advised of a5 General Notes I.i design component only of design pommel l end Is pe"Ind.9aua1 .� . /1 f. /7/i, .J��r Truss DJ6 2nd Warnings en e bracing mu commences. building ineoipmton of eomponentle en raepaoslbltty of the baldM9 Milano. t1y !.+ /II/ 2-444 oompresslon web oracle's Installed where Shawn.. 2.Design assume'the top end bottom chorda to be laterally braced et _a 2� r G 1; 3.Additional temporary bradng to insure stability during construction 2'o.n and at ttr b e.respectively curiae'braced throughout their length by !/ DES. BY: LA Is tha rocperwRiOly of era erector.Additional permanent bradeg of canenuous sheathing such as plywood sheaWng(TC)andlor drywa C). DATE: 11/21/2014 the overall structure le the msponslbEity of the building designer. 3.44 ImnFsolbddateg et lateral bracing required whin shown n' //" 6.No load ehadd be applied to any component unci after ell bracing end 4,lnatagsoon of truss is the reopamgt8ry of pie respective contractor. ��/! , 612 0 7 9 0 8.Design assumes trade's are to be used N e nonoaroslve environment ,,,-• #!- $EQ" design loads smm and are for"dry condmon•oluse. O �± de'iph loess be ne cont to any end assume* e.Design assumes fug bemfng el ad supports shown.Shim or wedge II „9.. A-GR h-iQN r TRANS I D: 412 8 91 5.CompaTras he'no control over and ehMeee no rndy for Me neoeoeen. L -�J y �' fabrication,heodteg,shiptneM and trtetdlelne of components, 7.Design enamel adequate drainage h provided. !divided. placed so their center24 _ 8.Thin design h famished sub)ad to the mrdiations set bash by 6.Plates eha0 be located on both laces o then, Q. 14: : L i 111111 TPWVrCA in SCSI,copies of which ME be famished upon request 5,Digs+indkah etc.Jointlines coincide with center te Inches. �;14`,. � . I Illlll VIII 111111111 I{III IIID VIII II IIS MRNt USA.InciCornpuTrue Software 7.6.6(IL)-E 10.For basin connector plate dalton valuse see ESR-121 1,85114058)MtTeld EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input:by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq-1.00 TC: 2x4 RODE 81d8TR LOAD DURATION INCREASE - 1.15 1-2-) 0) 76 2-6-(0) 0 BC: 2x4 ROOF @14ETR SPACED 24,0" 0.1. 2-3-(-247) 122 TC LATERAL SUPPORT <- 12"0C. DON. LOADING 4-5-)-167) 31 BC LATERAL SUPPORT (- 12"0C_ UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 4-5-( -67) 31 DL ON BOTTOM CHORD - 10.0 PSF OVERHANGS: 18.0" 0.0" TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BEG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 456V -55/ 257H 5.50" 0.73 NODE ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 IMF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11,2" -154/ 338V 0/ OH 1.50" 0.43 ROOF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 9'- 11.2° -138/ 271V 0/ 0H 1.50" 0.35 RODE ( 625) 13'- 11.7" -53/ 109V 0/ OR 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR IUPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'GOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL"L/240, TL"L/180 MAX LL DEFL - 0.013" @ -1'- 6.0" Allowed - 0.150" MAX TL CREEP DEFL - -0.014" @ -1'- 6.0" Allowed - 0,200" MAX TC PANEL LL DEFL - -0.032" @ 2'- 11.9" Allowed - 0.398" MAX TC PANEL TL DEFY - -0.052" @ 2'- 11.9" Allowed - 0.596" MAX HORIZ. LL DEFL - -0.003" @ 13'- 10.9" ,- 5 y MAX HORIZ. TL DEFL - -0.003° @ 13'- 10.9" Design conforms to main windforce-reslating system and components and cladding criteria. Wind: 140 mph, h-24,1ft, TCDL-4.2,11CDL-6.0, ASCE 7-10,ttt 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dit), 6.00 load duration factor-1.6, ! Truss designed for wind loads ' in the plane of the truss only. ; N N O 3o C I oI i F nn O cs I4-3x4-3x4 f 1 3 1 1 1-06 6-00 7-11-11 • (PROVIDE FULL kEARING:Jts:2,6,3,4,5J JOB NAME : 5017-B POLYGON - DJ7 Scale: 0.3287 ; stat° PR ace . WARNINGS: GENERAL NOTES,unless otherwise noted: �C 9 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is Weed eniyupon the parameters shown midis for an inSviduel 4�"� 14Q I N' V�j�. Truss: DJ7 and Wamblgs before construction commences, building component.Applicability of design parameters end proper ` V�p" 2.2x4 compression web bracing must be Inetelted Where shown+, incorporation of component fe the responsibility of the building designer. G' .ii/ Jyr 1.. DE$. $}(; LA 3.Additional temporary bracing to Insure stability during construction 2.Deolgn assumes the top end bottom chords to be laterally baeed at p Is line responsibility of the erector,Additional permanent bracing of rest.end at 10'0,0.reapecavely amara bated throughout their length by " 2 r `- (''' DATE: 11/21/2014 the overall structure ie the responsibilityof Ni.buildingdesigner. cZx ontinuous ridgingsheathiorg Wesel bracing rch is ting re vire dts ere shoe et drywelgBC). • n6120791 4.No load should be r" S. In3mplebof nus Is eoporn required»beteshownne / S r:'.,Q. 612 Q 7 91applied to any component until after eN bracing and e.Do stlan of aura Is the rasps a of 01a mopeds'connecter, : fasteners are comPida ands(oe time should any loads greeter then 6.Design sesames faroas ate to be used In a non-corrosive environment. .0r 5.CwnpuT TRANS I D: 412891 design loads be applied to any campoven4 end are far"fury condition'of use, f,� , • as hes no central over end assumes no rosponeibRty for the 8,Design assumes MI bearing et all supports shone.Shim or wedge If _Y fabrication,handOng,shipment and Installation of eomponento. 7.neseassrISSI assumes sy. q paraded. I 1( II11{{ i{tf f1I�NIff 11t[( 1111 1 1 8.This design Is furnished subject to the limitations sat forth by 8.Flutes shall be oateddon botht faces of bust nd placed so their center. it_OREGON� .. ��(/ 11 1111 1�1ti III{(1 1 III��I Il II! TDIANiCA In SCSI,copies of which will be furnished upon request. fines coincide with lel D cerHer es. ill. fr 14 2° 4 1 H.Digits Indicate*keel plate In inches. . MITek USA,Ino.1CompoTtus Software 7.8.8(1 L)-E 10.For basic connector piste des values see B8R-1811,ESR-t9811(Wilk) !� RIRILV EXPIRES:12/3112015 • i This design prepared from computer input„by llEl 1E11 III PACIFIC LUMBER-BC • It TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1;00 TSPECIFICATIONS LOAD DURATION INCREASE - 1.15 1-2-( 0) 76 2-7-(0) 0 BCI:: 2x4 KDDF 8148TRS TR SPACED 24.0" O.C. 2-3-(-287) 142 BC: 2x4 KDDF AlaBTR 3-4.(-184) 79 TC LATERAL SUPPORT <- 12"OC. SLOADING 4-5=(-108) 58 • ON. 5-6•) -44) 20 BC LATERAL SUPPORT <- 12"OC. SON. LL( 25,0)+DL( 7.0) ON TOP CHORD - 10.0 PSF I DL ON BOTTOM CHORD - 10.0 PSF OVERHANGS: 18.0" 0.0" TOTAL LOAD - 42.0 PIP BEARING MAX VERT MAX 8002 BRG REQUIRED BRG AREA LL - 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 455V -63/ 2938 5.50" 0.73 ROOF 0 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 ROOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -161/ 343V 0/ OH 1.50" 0.44 ROOF ( 625) 9'- 11.2" -128/ 246V 0/ OH 1.50" 0.32 KDDF ) 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 13'- 11.2" -113/ 226V 0/ ON 1.50" 0.29 KDDF ( 645) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -16/ 33V 0/ OH 1.50" 0.05 KDDF ( 625) 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL•L/240, TL-L/180 MAX LL DEFL - 0.013" 8 -1'- 6.0" Allowed - 0.150" MAX TL CREEP DEFL. -0.014" @ -1'- 6.0" Allowed - 0.200" MAX TC PANEL LI DEFL - -0.031" @ 2'- 11.9" Allowed - 0.398" MAX TC PANEL TL DEFL - -0.051" 9 2'- 11.9" Allowed - 0.596" A- 6 HAX NORIE. LL DEFL - -0.004" 8 15'- 10.9" a MAX HORIE. EL DEFL - -0.004" 8 15'- 10.9" y I. 5 Design conforms to main windfarce-resisting a system and components and cladding criteria. 12 Wind: (All40 mHeights),6ft,Enclosed,ACat.2, Exp.b,A51IWFRS(Dii1, 6,00 Ci'' load duration factor"1.6, Truss designed for wind loads in the plane of the truss only. f+ C. N I I O O i I 0 3 •0 •1 iv', O • I r • QiM-3x4 • h k 1 Y ). 1-06 6-00 9-11-11 rPhOVIDE FULL BEARING;dts:2,7,3,4,5,61 JOB NAME : 5017-B POLYGON - DJ8 Scale: 0.3000 Epp pF • ft WARNINGS: GENERAL NOTES,unl•as othtrwise noted: r'\t`\6•}� 619 1.Butder end erection contractor should bd e advised of General Notes 1.This deep Is hoperimeters ardy upon the shown end)I for an Indivldud \`� etig'n 4.1 Truss: D J8 arid Warnings before construction commences. building component AppDcahtfty of design parameters and proper Vf'l J 4. 2.2x4 compression web bracing must be installed where shown•. hoorporeeon of component is the responsibility of the building deslgrer. 3.Additional temporary breams to hours'lability during conotnhctlon 2.Design mums the top and bottom chords to be[shingly braced at Lr' .•;•92 PE ? C...DES. BY: LA a the responsibility of the erector.Additional permanent bradng of T oto.and st 10'o,o,ouch as unless braced throughout their length by oondnuous sheathing such as plywood shwthing(7C)andlor drywau(80). DATE: 11/21/2014 the overall structure to gra responsibility of the building designer, 3,2x Weed bridging or Iaterd bracing requbed whore shown*r 4.No load should be applied to any component mill eller all bracing and 4.IrataasHon of hues he the reeponsibity of the respective contractor. .46111/311!. " SEQ. : 6120792 faatema are complete and et no time should any bads greater than 5.Design assume'trusses son to be used 1n a norwonod ve environment, �f rdwg., cies loads be applied' component ::::::art ed are ter"ay be n"of use. 4y 4 design any 8.fledge sesames full bearing at all supports shown.Shim or wedge N "9 •OREGON p;. TRANS z D: 412891 5.Comcagon,has no,ships over and assumes no responsibility for the Desessery. A_ fabricetlon,handling,shipment and instillation of compenans. 7.Design caress edequeh drainage Is rectded. , IIq fl n e,This design is garnished sub)ed to ger Ilmlta0ons set forth by 3,Plates"hag be located on both faces of two,and planed so their center As / _'Q.Y 14 20 '}. (11�1I11 111,I11�1(ILII 11In Ig 11�II�utll I1I1 TPUR US b mol copies rvdadr will bear furnished upon request N.lines hrdbcide size ointt center In Inches. �!� 11I lull 111I11g1 1111 1111 I IUNI I11f1{I tUplIJ Illlll' 111 MITER USA.Inc,/Compulfus Software T.B.B(1 L)-E 10.For basso connector plate design values see ESR-13-11,ssR-rasp(MR•q Elp RIO- EXPIRES:12/3112015 • ( 0111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF P1aBTR LOAD DURATION INCREASE • 1.15 1-2•( 0) 76 2-7=(0) 0 BC: 2x4 KDDF P1aBTR SPACED 24.0" O.C. 2-3-1-323) 159 3-4=(-216) 96 TC LATERAL SUPPORT <- ll"OC. DON. LOADING 4-5-1-149) 69 BC LATERAL SUPPORT <- 12"OC. DON. LL( 25.0)+01( 7.0) ON TOP CHORD = 32.0 PSF 5-6-) -65) 30 DL ON BOTTOM CHORD • 10.0 PSF OVERHANGS: 18.0" 0.0" TOTAL LOAD • 42.0 PSF BEARING MAX VERT MAX HORD ERG REQUIRED BEG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 455V -70/ 325H 5,50" 0.73 KDDF 1 625) LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 HOT BEING HET. 5'- 11.2" -166/ 346V 0/ OH 1.50" 0.44 KODF ( 625) 9'- 11.2" -123/ 234V 0/ OH 1.50° 0.30 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 13'- 11.2" -145/ 285V 0/ OH 1.50" 0.36 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 8.9° -50/ 97V 0/ OH 1.50" 0.16 KDDF ( 625) )GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacipgi VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL - 0.013" @ -1'- 6.0" Allowed • 0.130" MAX TL CREEP DEFL --0.014" 6 -1'- 6.0" Allowed • 0.200" MAX TC PANEL LL DEFL - -0.931" 8 2'- 11.9" Allowed - 0.398" 7-03-12 10-05-03 MAX TC PANEL TL DEFL - -0.051" @ 2'- 11.9" Allowed • 0.5§6" ,.- • -., MAX RORIE. LL DEFL = -0.005' 8 17'- 8.2" MAX HORIZ. TL DEFL - -0.005" @ 17'- 8.2" Design conforms to main windforce-resisting ) system and components and cladding criteria, Wind: 140 mph, h•25ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 12 (Ail Heights), Enclosed, Cat.2, Exp.)), MWFRS(Oil), 6.00 load duration factor-1.6, Truss designed lot wind loads in the plane of the truss only. .-, o o r . M-3x5(5) N o Os 3 i M b 4 t 'V't Vw y 1 0, M-3x4 / ). ,1 1 1-06 6-00 11-08-15 PROVIDELL BEARING; ts: , ,4-5-11 JOB NAME : 5017-B POLYGON - DJ9 Scale: 0.2731 r WARNINGS: GENERAL NOTES,unless Whimsies noted: n 1.Builder and erection contractor ahourd be advised of an General Roles 1.This design b hued only upon the parameters shown and b for en Individual �" 1 NG I N fO Truss: DJ9 and Warnings before construction commences. building component.ApploahEy of deeign parameters and proper 2.2x4 compression web bradng must be installed 1"1015 shown c. Inoorporation ofeomponent la the responsibility of the building designer. _/�f.ail 3.Addidenai femperary treeing to insure*lability during oonatruetion 2.Design assumes the lop and bottom chorda to a laterally braced N f? C f'.. DES. DES. BY: LA 2'oe.end et Is'e.e,reepec0vety unless bracedthroughout their length by �a2��P�G Is the responsibility of the erecter,Additional permanent bradng of cenrkhuoue sheathing such as plywood sheeddhh C)andlor C. DATE; 11/21/2014 the overall structure Is the lesponslbily of the building designer, 3.2a lmppsdbddging or lateral bowing required where ahem++ 4.No lead should be applied to any component until after an bracing end 4.inslalaton albino!'the responabelyel the respective contractor. SEQ. : 6120793 fasteners aro complete and aloe tine should cry bads greeter-then 3.Design assumes susses are to be used in a onocorroslve environment, ��' . design leads be appled to any oempanerht, and are for'dry eondider,of use. _.•/'4 n w TRANS I D' 412891 5.CompuTrus hes no central over and assumes no responsaftty for the 6.Design assumes tug beating at et oeppena shove..Shin,at wedge it s OREGON (` fabrication,handling,shipment and of a nese/wary. r,. components. 7.Design assumes adequate drainage is provided. 6.This design b famished cabled to the IkNtetons set forth by S.Plates shall be located on both faces et truss,end placed so their center 'G/ .QY ??-t }�t� (p�l��IIII 11111111111111111111 ({(�II��III U1I1 I(��I)II� TPtANFCA m SCSI,copies et which wilt be furnished upon request linea coincide with Joint oaotn inches. Q. 1.E� L +� I' les' tilt f it�nl 8,linea ninulde eine of pteo Inches. A U T MITek USA,)nciCorrgwTnta Software 7'.6.6(1L)-E In.For basic oonneetor plata design values see ESR-1311,ESR-1986(Mitok) 'Y/ Zy y�1 V! EXPIRES:12/31/2015 I��l�ll11tl11l This design prepared from computer input.by PACIFIC LUMBER-BC I 27-03-00 HIP SETBACK 4-00-00 FROM END WALL INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 27-03-00 GIRDER SUPPORTING 36-00-00 FROM 7-00-00 TO 27-03-00 2•(-187801 4974 1-1i•( -4305) 16455 11- 2'( -2235) 8652 16- 7-1 -1791) 7139 TC: 2x6 KDDF SS: LOAD DURATION INCREASE - 1.15 (Non-Rep) 2- 3-(-16455) 4395 11-12•4 -6666) 25290 11- 3-(-12621) 3372 7-17-(-10482) 2877 2x6 DDDF SS T2 3- 4'(-26625) 7086 12-13-1 -9324) 35136 3-12-( -2163) 8739 17- 8•( -2424) 9453 WC: 2x6 RF 24001 LOADING 4- 5-(-35790) 9561 13-14-(-10245) 38592 1.2- 9-( -9660) 2640 WEBS: 2x9 RODE 81EBTR LI - 25 PSF Ground Snow (Pql 5- 6.1-355891 9501 14-15-(-10245) 38592 4-13'( -960) 4287 TC LATERAL SUPPORT <- 12°0C. UGH. TC UNIF IL( 50.014131( 14.0)" 64.0 PLF 0'- 0.0" TO 4'- 8101.7-26232) 4969 15-16-( -9258) 34920 13- 5-1 -31531 873 BC LATERAL SUPPORT <- 12"0C. DON, TC UNIF LL( 75.0)4DL( 21.0)- 96.0 PIF 4'- 0.0° TO 23'- a-08-V-17811) 4683 16-17.) -66061 25146 14- 5-) -528) 2640 TC UNIF LI( 50.0)4011 14.0)- 64.0 PLF 23'- 3.0" TO 27'- 8-09.7-20325) 5313 17- 9-( -4590) 17811 15-15�) -3396) 4398 OVERHANGS: 0.0" 18.0" BC UNIF LL( 0.0)481( 30.0)- 30.0 PLF 0'- 0.0" TO 27'- 9-08.7 01 75 6-16-) --993) 2700 BC UNI1 LL( 425.01401( 289.0)- 714.0 P1F 1'- 0.0" TO 27'- 3.0" V 3T 9: Heel to plate corner - 2.75" BEARING MAX VERT MAX HOU BRG REQUIRED BEG AF,EA --ter--- ( 3 1 complete trusses required. TC CONC 11( 100.01401( 20.01• 128.0 IBS 8 4'- 0.0" LOCATIONSBMAXCVIRTS REACTIONS00112NRSIZE REIN. (BEGCIPR ES) Join together 3 ply with 3"x.131 DIA GUN TC CONC LL( .100.0)401( 28.0)- 128.0 LBS 0 23'- 3.0" OC- 0.0" -2438/ 9326V -48/ 38H 5.50" 13.92 DF ( 670) +,+AOOL: BC CONC 1.1,4,01.• 2933.0 LBS 0 6'- 0.0" Y7,- 3.0" -3011/ 11678V 0/ OH 5.50" 17,43 DF ( 670) nails staggered at: 9" or in 1 tow{al throughout 2x4 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5" oc in 2 row(s) throughout 2x6 top chords, REQUIRE)4ENT5 OF IBC 2012 AND IRC 2012 NOT BEING MET. LCOND. 2: Design checked for net(-5 pod) uplift at 24 "oc spacinyj 5" oc in 2 row(s) throughout 2x6 bottommochochords, VERTICAL DEFLECTION LIMITS: LL-L/240, TL•1/180 9" oc in 1 row(s) throughout 2x4 webs. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL • -0.463" @ 13'- 1.5" Allowed • 1.317" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -1.098" 8 13'- 1.5" Allowed • 1.756' MAX LL DEFL • 0.001" 0 28'- 9.0" Allowed a 0.150" MAX TL CREEP DEFL - -0.001" 0 28'- 9.0" Allowed - 0,200" •" HANGER BY OTHERS TO APPLY CONS. LOADS) EQUALLY TO ALL MEMBERS. MAX NORIZ. LL DEFL 0.098" @ 26'- 9.5" MAX NORIZ. TL DLII - 0,189" 8 26'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h•21.6ft, TCDL-4,2,BCDL-6.0, ASCE 7-10,; (All Heights), Enclosed, Cat.2, Exp.B, )4WFRS(Dii1, load duration factor-1.6, Truss designed for wind loads • 4-00 19-03 4-00 in the plane of the truss only. i 1-10-04 3-11-08 3-09-12 4-00 3-09-127 f3-11-08f 1110-'64 i -'12�N I I f--41280 12 12 6.00 f7 M-3x10 d 6.00 M-5x8 14-3x8 =M-6x6 M-6x8 . a 3 4 S 14- x10 1 M-jx8 " 'I ` i 24401100501120111111111121100.1111 o o t 1 14 2 1 14 1 1 6 1 7 or 0 M-S 8 M-3x6 M-4x6 0 M-1x8 M-4x6 M-5x8 =M-6x6 ,62933@ y 4-00 b 3_09- 1 y y 3-08 y 2O1- 2 y 2-01-12 3-08 3-09-12 4-00 y y y 27-03, 1-06 JOB NAME : 5017-B POLYGON - El Scale: 0.1125 �4p PROFS . WARNINGS: OENERAL NOTES,ordeal olhernlse noted: `�'�, N�'��J(� �S�p 1.Budder endgs eeon cormeda on co be nceWd of all General Notes I.building cis otmponen.40la hued 10abldly of desin the gn paraers meterswn snd Is for an end proper individual ��' 4`_rl1 kI .••* Truss: El. and Warnings before imubuomn commences. Incorporation of oomponent le the respon lbblty of the budding designer. - ec T.. 2.2x4 oompnaslon web brsaUg most be Installed wham shown+• 2,Design assumes the top end bottom chords to be tetersily braced a e� p G. 3.Addleonel temporary bracing to Insure etebIty dining raeswetlon T one.nM at 10'o.e.nepeetivaly antes:braced euoughout(heir)en��gtihr by DES. BY: LA U the reepensgwmy et the erector,pddlecnsl permanent bredue et continuous sheathing such as plywood eheetidng(TD)and/or dtwed(8D)• / . DATE: 11/21/2014 the overell sbuoture is the respenslbifly of the building designer. 1,Sc impact bridotrig er lateral bqroadng required where shown"+ � 4.No toed should be*pelted to any component unN Beer ell bracing and 4.Design singIs the are to be used In s are pec Ne conitn actor. ret �C�..-.. SEQ. : 6120794 fasteners ere complete end st no time should any loads greater then and are far^m assumes oonsse bosses of use OREGON design loads be applied be any component. 6.Design aor'dtys MI bearing at all supports shown,Shim or wedge if tiIREGvN �/ TRANS I D: 412891 $.CompuTma hes no control over and monies no responsibility for Na necessary. fabrication,handing,shipment end installation of components. 7.Design assumes adequate drainage le provided. • 1' � .,j.,, 1 1 6.This design U furnished subject to gra Nmoeaons set faith by 8.Philos shall be located on both faces clews,and plastid en/intik center r : �r 14 tom! 1 I��I1 �I I1lI�N,I�1�Ilf 1��ItIiI II�118t1 TPIMRCA in BGS(.poples of wldeh Wit be Mniahed upon request,Mffek USA, g �D sitcom serol of areas In rbonbon. Leh r IINII (III' 11 I{IIV,�81I TPIFATCAin scaorioles ofu9Si Witte imishe1 L)E tO,For bsNceo madorpioU declare values see ESR-13/1,B8R-0gea Wok) 4.!:r7t 711-, EXPIRES:12/31/2015 1111111111 This design prepared from computer inputj,by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cga1,00 TC: 2x4 KDDF 4168TR LOAD DURATION INCREASE m 1.15 1-2"(-239) 120 1-$•(0) 0 BC: 2x4 KDDF 81d0TR SPACED 24.0" O.C. 2-3"'(-140) 56 IT LATERAL SUPPORT <• 12"OC. 00N. 3-4-1 -61) 29 LOADING BC LATERAL SUPPORT <- 12"OC, 00N. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 P50' DL ON BOTTOM CHORD " 10,0 PSF BEARING MAX VERT HAX HORS BRG REQUIRED BRG AREA TOTAL LOAD o 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE $0.IN. (SPECIES) 0'- 0.0" -22/ 237V -51/ 2058 5.50" 0.38 IMF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KODF ( 6251 5'- 11.2" -162/ 344V 0/ 0H 1.50" 0.44 KODF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -120/ 243V 0/ OH 1.50" 0.31 ME ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 7.5" -46/ 99V 0/ OH 1.50" 0.16 RODE ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (COND. 2: Design checked for net(-5 pat) uplift at 24 'cc spacing.( AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL•L/240, TL"L/180 MAX TC PANEL LL DEFL - 0.039" e 2'- 11.8" Allowed . 0.397" MAX TC PANEL IL DEFL " -0.053" 8 2'- 11.9" Allowed = 0.546" MAX HORIZ. LL DEFL " -0.003" 8 13'- 6.8" ~ 4 0 HAX RORIE, TL DEFL a -0.003" 8 13'- 6.8" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h-22.60t, TCDLa4,2,BCDL-0.0, ASCE 7-10,+ 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dis), 3 load duration factor-1.6, Truss designed for wind loads :' in the plane of the truss only, .. a N 0 2 ,` 1 I) t • 1.0 O 4,r. t 0.----- .+ y o M-3x4 k 'I 1 6-00 7-07-08 (PROVIDE FULL BEARIHG;Jts:1,5,2,3,41 JOB NAME : 5017-B POLYGON - EDJ Scale: 0.3644 WARNINGS: GENERAL NOTES,uniess otherwise noled: gii 1.Balder and erection contrator should be advised ofail General Notes I,Ibis design I.baled only upon the parameters shon and Is for an kdtvlduetTruss: E DJ end Warnings berm*construction commences. building component Apploabidty of design parameters and proper2-2x4 compression web bracing muslbe Installed where shown+ Incorporation of component k gie responelrlily of the building designer.DES. BY: LA 3.Additional temporary bracing to Insure stablly dump construction 2,Design as umes lbs lop and trollom chords tabs taknllybraced atIs the respenabigy of the aroetor.Additional permanent bredng o1 To.c.end al10'ao.respectively unless braced throughouttheftknplh by •* (' DATE: 11/21/2014 the overall structure is the reuolimpaca bridging or with as plywood sheatdwhere)en&or drywall 0). responsibility of the building designer. 3.3x impact bddging or later.)bndng required where above++ SEQ. : 6120795 4.No bad should be applied to any component until after all bracing end 4.Intel olon of Dasa Is the responsibility of Bre respective connector. l � fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be seed in a noncorrosive environment i design loads be applied to any component and era for"dry aandleon"of use, ✓ • TRANS 1 D: 412891 e.Dedra assumes lid bearinguq g S,Compuyma hu no control over and assumes no myransPoAgy for the 0 at alta eM shown,Shim or wedge H y -r''1 iEr labdealon,handing,shipment and inateadon al components. 7 Dealgn assumes adequate drainage in provided OREGON W 6,This design Is furnished subjoin to the IMNletlons set forth by 8.Plates shag be located on both hoes of boss,and placed so their center 1.A. J�. 1111111011�'�VIII 1110 111111111101111 M Talc USA,In7PWVICA in c/CompuTN Software 7.6.6(1 L)•E I,copies*twilit*will be tufts/led upon regaeat et n.Inesa „�1�j't aate venter value;see E3R-1311,ESR-1988(NUM 'v Y +�• EARII:\- 'p. • EXPIRES:12/31/2015 y This design prepared from computer input-by �II�II311I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq"1r00 TC: 2x4 KDDF 11c8TR LOAD DURATION INCREASE - 1.15 1-2-( 0) 16 2-4-(0) 0 BC: 2x4 1060F 814BTR SPACED 24.0" O.C. 2-3-)-76) 27 TC LATERAL SUPPORT <- 12"OC. DON. • LOADING BC LATERAL SUPPORT c. 12"OC. Doll. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECKS) OVERHANGS: 18.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0,0" -104/ 405V -7/ 59H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -46/ 52V 0/ OH 1.50" 0.08 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 34V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL r '. ; )esagn C ec e' or net pa up i t at • soc spacil".g.1 REQUIREMENTS OF IBC 2012 AND IRC 2012 HOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 ' BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP MAX LL DEFL - 0.013" 0 -1'- 6.0" Allowed • 0.120" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.014" 0 -1'- 6.0' Allowed - 0.240" MAX LL DEFL - 0.000' @ 0'- 0.0" Allowed - 0.070' MAX IT PANEL LL DEFL • 0.003" @ 1'- 0.8" Allowed - 0.0Q7" 1-11-11 MAX BC PANEL TL DEFL - 0.006" 0 1'- 9.2" Allowed - 0.2';O" { { MAX BC PANEL TL DEFL < -0.009" 0 1'- 12.0" Allowed - 0.260" 12 MAX HORIZ. LL DEFL • -0.000" 0 1'- 10.9" ' 6.00 VMAX HORIE. TL DEFL - -0.000" @ 1'- 10.9" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-21.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load Trussddesigned uration ffor owind 6loads F in the plane of the truss only. 0 : sr O N ' M h O OI co ", N NIFFII4 ' . O M-3x4 • y y y 1-06 4-00 (PROVIDE FULL BEARING;Jts:20,41 JOB NAME : 5017-B POLYGON - EJ1 Scale: 0.6700 Q;Ep PROF'. WARNINGS; GENERAL NOTES,urdaes elnamfes noted: ��` 1N' `V/ 1.Budder and nonan contactor should be edri'ed of*leonine!Notes 1.This design N based any upon the perimeters shorn and Is for an Indvidue! V� Truss: EJ1 end Wonting'before construes.*commences. building component.A nplcabU6y of design parameters end proper ��'? 'j.�jr � 2.2x4 co scion web bracing must be Installed where'norm v. Incmponocon of component Is the responsibility of the building desigpner. A 2.Design assume,the lop end bonom chorda robe laterally braced at T9 ` �a� t''- DE S- BY: LA 3.Addeond temporary bracing to insure stability during eondrucnon T o.o.sod st 1 s'o.c.such as ly unless braced throughout drywoheir noth by , Is the reoponeibitfy of the endor.Additional permanent bredng of 2'oontinuous aMe nine such as plywood en,aming(Tr)endlor drywat(C). ' DATE: 11/21/2014 the overall structure Is the naponsibNly of the building designer, 3.Is Ing act bridging or lateral bracing required where'hem", - 4,No load should be applied so any component anal snared bracing and 4.Inslailaton artnm Is the teeppaomlblpry of the respective contractor. Ir- SEQ. : 61.2 0 7 9 6 fasteners are complete and at no time ahoald any bads grantor then 0.Design(mudry c�itlm of•be used h1 a non-0otroth%environment. f, - 1 4 design loads be tippled to any component 8,end MUM"fug Uearmo slab Ruppolm shoewt.Shim Or watge N .- /'�p TRANS I D: 412891 g,CompuTn s has no control over and assumes no re.ponsPoYtly far the necessary. qu }� iJ rIEGQN f 11 pp 1NI fIII /16pIl �1p1 6.Thisndesigni.handling,shipment subject to the lhnlWOnnation fo4l krth�6y 8.(Nudge assumes tdi balocat dylonaboghl faces 'ss.mid placed on their center Gseb all', .,4 201 - �I��1�Ifl�l X111��ll III 1111 11111�W Ift MlTeA 115A,)na/ColnpuTnrs Software 7 6.0(1 L)-E request. t' D. r lines. 0.Four besmle concederlines cotricIde with�gafad tors elves see ESR-1811,ESiatBse(MITeq V �� l ii I[ 1f K 1111 �IINNN I i L EXPIRES:12/31/2015 11111111 This design prepared from computer input�by PACIFIC LUMBER-BC t LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq-1.00 TC: 2x4 KDDF 11OBTR LOAD DURATION INCREASE - 1,15 1-2-( 0) 76 2-4-10) 0 BC; 2x4 KDDF 010855 SPACED 24.0" 0.1. 2-3•(-75) 31 TC LATERAL SUPPORT <= 12"OC. OOH. LOADING BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 P5F BEARIKG MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD " 10.0 PSI' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -90/ 418V -15/ 89H 5.50" 0.67 KDDF ( 625) 3'- 9.2" 0/ 47V 0/ OH 5.50" 0,08 WOOF ( 625) LL = 25 P5F Ground Snow (Pg) 4'- 0.0" -43/ 102V 0/ OH 1.50" 0.16 HOOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 pat) uplift at 24 "oc spacia. REQUIREMENTS OF IBC 2012 AND TRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL • 0.013" 8 -1'- 6.0" Allowed = 0.130" 12 AND BOTTOM CHORD LIVE LOADS ACT HON-CONCURRENTLY. MAX TL CREEP DEFL • -0.014" 0 -1'- 6.0" Allowed " 0.200" MAX TC PANEL LL DEFL - 0.021" 0 2'- 5.4" Allowed s 0.246" 6.00 ' - MAX TC PANEL TL DEFL - 0.019" 0 2'- 5.4" Allowed = 0.372" MAX NOR12. LL DEFL = -0.000" 6 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" 8 3'- 11.2" r- 3 -; Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.2ft, TCDL=4.2,0CDL"6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, IIMFRS(Dir}, load duration factor•1.6, o End vertical(s) are exposed to wind, ITruss designed for wind loads we fel ce in the plane of the truss only. I N • cc ) cc m en o.'- i 0 i M-3x1 i f t E l Y y t 1-06 4-00 • • IPROVLbE FOL, BEABING;its:2,4,3( • • • I' JOB NAME : 5017-B POLYGON - EJ2 Scale: 0.6875 ,3 pRopk WARNINGS: GENERAL NOTED,unless stheMae noted: ''c'." t,]s . 1.Bolder and ereWon contractor should ba advised of an General Notes 1.This design t baited only upon the parameters shown and t for en Individual GJ N�I N t]/ Truss: EJ2 and Waminge before construction commences, building component.Applicability of design parameter and proper e 2.2s4 compression web bracing must be Instled whom shown 4. incorporation of component is the reeponelbtlry sten building designer. ��` 11/0//[7r:' O� 1.Additional temporary bracing to Insure staDIGry during conatrualrert 2.Design assumes the top end bonom chords t be htraily braced at 9 0 E DES. BY: LA 2'o.c.and al 10'OA.respedNely unless braced throughout their length by Ct' '.92 e s f 1--' le the responsibility of the erector.Additional permanent bracing of continuous sheathing tech as plywood sheeFtg(TC)andfer drymg(BC). DATE: 11/21/2014 the overel sanctum Is the reeponslblity of the building designer. 3.2s Impact bridging or lateral bracing required where shown 4 4 4,No load should be applied to any componenluntl after NI bracing and 4,ts(eRetion of Inns Is the responsibility of the respeoeve contractor. .. SEQ. : 6120797swam.hisses are complete and at no lime should any hods greater then 5.Design swamere to be used h a nevoerosNe envbonment, ,r ��/► ., Qeaign loads be applied te any component. end are for"dry eondtaore of use. TRANS fin: 412891 S.Design assumes fug bearing al el support shown.ShimorwedgeIf e0 5.CompuTms has no control over and assumes no responsibility for he o, necessary, ''�" (she is furnished ur handling,edlpmac ori Metgagon of wmpn,by s, 7.Pmamas ated on drehege Is provided.a . 'y4...41_OREGON .. �.y • 1111111111011101111111111 6.Tht design r furnhh tip tie of to the be t ons eat forth by a.IPlates shell be located on both ices o testa and pieced so heir center x0 ,Q y i 4 2c TPIAYICA h SCSI,copies of vM*Wit be furnished upon request. Ines coincide nth Joint aenter lines, 0.Digits Indiana sire of pplfat t Inches. c �y MIrek USA,InciCompuTrus Software+7.6.6SP1(1 L)-E 10.For bash cotmeotr pest design values see ESR-1311,ESR-1950(MITek) /tie R 1�t " EXPIRES:12/31/2015 1E11011 This design prepared from computer input'by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 3.0" jCOND. 2: Design checked for net(-5 psf) uplift at 24 "ac spacing.) TC: 2x4 K00F 11168TR LOAD DURATION INCREASE . 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. system and components and cladding criteria. !. TC LATERAL SUPPORT <- 12"OC. DON. LOADING • Wind: 140 mph, h-20.6ft, TCDLa4,2,BCDL..6.0, ASCE 7-10,- BC LATERAL SUPPORT C- 12"OC. DON, LL( 25.0)+DL( 7.0) OR TOP CHORD . 32,0 PSF (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(DIi), DL ON BOTTOM CHORD - 10.0 PSF load duration factor-1.0, TOTAL LOAD 42.0 PSFEnd vertical(s) are exposed to wind, Truss designed for wind loads LL - 25 PSF 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 Ut11 REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. H-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I 5-07-08 5-07-08 1' T 12 12 6.00fT 'cJ6.00 IIM-4x4 3 H 1 , o ) n 9 1 , c O0 ' I a 0 O1:1, i`iiiiii� „„,„ iii hili//„iii„,„.„,,„.„ 7/hila// /iiia//////liiiii///7/4i_/hili ii i 0 0 Mx4 M^3x ' r 1 J. b 1-06 11-03 • JOB NAME : 5017-B POLYGON - Fl Scale: 0.5308 E PR.Gp WARNINGS: OBNERAL NOTES,enterer otherwise noted; \ � jN t7'jO., 1.Builder end ereeeThis on contractor should be advised of all General Notes 1. s design N bided only upon the aemetete shown and Is for an Individual \f. Truss: F 1 and Warnings before oonshtction commences. budding oomponent Applicability of design Aerometers and proper v 'r 4r 2.2:4 compression web boodrrg must be bungled where shown e. Ineeperadon of component k the re onithUNy of the budding designer. illt1117, 3,AdrgMnai temporarybracing to/roan afibgiry dating construction 2.Dedgn assumes the top and bottom chords to De laterally braced et L� !92.�.� �” DES. BY: LA is the res of the erector.Addmonal permanent brads of 2'eta and et 10'o.a.cacti a y unless braced throughout a+sir len by responsibility P g wmm�raes theebNg each es plywood ahasgdng(70)ander drivel C), DATE: 11/21/2014 the overe6 structure is the respansibNty afnie building designer. 3.2x Impact bridging or lateral bradng required where shown”4 . 4.No load should be applied to any componentenm aver ell bracing and 4.b eteliagen of tens is the Me nsibllty of the reepestive canirector. SEQ. : 6120799 fasteners are complete and at no time should any bads Weller than 6.Design assumes busses ace to be used Ina nroneorroalve environment, TRANS I D: 412891 `disc. design loads ha applied,to any component end era for"dry condition"of use. a,camera.hes no can"!over nM swains ao napanelbity for tiro 6•Design assumesbill bearing at a6 supporta shown.Shim or wedge N p` �}`` REGOIv .. f// fabrication,hadling,shipment end Instefetion of eomponente. 7.Design assumes adequate drainage h provided. ,v "q/ A ItlI 11H1 6.This dedgn le banished eub)eet to the Kmltalone set fain by N.Plates shall be locatedanboth faces o truss,end placed so their center7PSWICA In EMU oriole.of%Skit add be furnished upon request nes coincide with Joint canter Mies, 'IO."9.'y .�Q 2O :''1 III�II1�II1gIIi�IIII\ILIIVIIINIIIIII MTekUSA,l.IConpuTrusSSoftware-c7.6.6SP1(1L)-E In.PForbasi connect orioles Inches. vaaluessee ESR-1311,ESR-tone(MiTex) q. III If 'Y`/(iR}>t,.�.0 EXPIRES:12/31/2015 1111111111 This design prepared from computer input'by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.5" TC: 2x4 KDDF 014BTR LOAD DURATION INCREASE • 1.15 (GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinyj BC: 2x4 KDDF BIeBTR SPACED 24.0" O.C. Design conforms litoe main d claddingresisting system and components and cladding criteria. TC LATERAL SUPPORT <. 12"OC. UON. • LOADING BC LATERAL SUPPORT <. 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD a 12.0 PSF Wind: 140 mph, hEnclosed, .2,BCDL•6.0, ASCE 7-10,? DL ON' BOTTOM CHORD • 10.0 PSF (All Heights), Cat.2, Exp.B, MMFRS{Di:l. TOTAL LOAD • 42.0 PSF load duration factor forwind loads • LL • 25 PSF 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 DON. efer or equal typical at stud verticals. REQUIREMENTS OP IBC 2012 AND IRC 2012 NOT BEING MET. R Refer to OompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12 5.00 d 3 • • • .111111 d N o O .-1 O M-3x4 4 • 1-06 6-09-08 JOB NAME : 5017-B POLYGON - G1 Scale: 0,6052 41.03 P ROp4. WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Sunder end erection contractor should be advised of al Generei Notes 1.This design Is based only upon the parameters shorn and le for en Individual �fO Truss: G1 end Warnings before Ca, cion oammeneee. bonding component Applicability of design parametero and props +�NCa N Sl 2.2x4 compression web brade5 must be installed where shown+. Incorporation of component is the tesponsibility of the building designer, r'f tU . 2.Desi e DES. Y. LA 3.Addmaneltemporary BreenQtoinuredebility dudngeenuevctbn gra taof to the alaterally breedeng • E �! fa the responsibility of eta erector.Additional permanent bracing of Tntin and at es ing respectively plywood breed throughout Mab all( by ' DATE: 11/21/2019 Me overall structure Is the responsibility g2x Impactacs sheathing b acingegiredv,hece obey. &ywai�BC). be para rep of the buildingaladesigner.in 3.bn abodging Is to res ponsng required whoa she co++ SEQ" : 6120800 4.Netoedshrelcanfto any component any cher ailWaringand 4.Design assumes trusses Istheateeto responsibility Igrarn-codNieornviron. feetenero are complete and sine time should any bads greater then H.Design assumes incases to be used In a nonworrodve environment, TRANS I D: 412 8 91design loads be applied to any component, end aro(Wray condition'of use. S.CompuTrus has no control over end assumes no reaponsibtiry for Me e-tie si mea Ng baadng at ell supporta shone.Stem or wedge It fabrication,handling,shipment and lnetalleean of components. 7,Design assumes adequate drainage is provided. 4 }RECON s.. 1II�III III �� II Oil IRI trill �� C.This design Is furnished subject to the limitations set forth by A.Plates shall be located on both feces of MISS,and pieced so their center [:r 7 � �' TPVNlTCA In SCSI,copies of wrath will be furnished upon request. Snea coincide with raint mar]atl o <O. 1.4- 1 a g.Nth Indicate sine of plate In Inches. v T_ A4iTek USA,)nCJCompuTtus Software 7.8.8(1 L}-E 10.For basic eannectarplate design values woe EBR-1311,ESR-11030(Wet) .. RIO- • EXPIRES:12/31/201 5 ThisPACIFIC desiLUMgn BEpreR-BCpared from computer input'by TRUSS SPAN 6'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE • 1.15 1-2=( 0) 65 2-5.1-54) 72 3-5.(-210) 173 BC: 2x4 ROOF 81s8TR C: 2x4 ROOF 8148TR SPACED 24.9" O.C. 2-3•(-115) 96 B3-4•( -9) 4 WEBS: 2x4 EDDY STAND LOADING TC LATERAL SUPPORT <- 12"OC. 0011. LLI 25.0)+D1( 7.0) ON TOP CHORD • 32.0 PSF BEARING MAX VERT MAX HORS BRG BRG AREA BC LATERAL SUPPORT <• 12"OC. UON. DL ON BOTTOM CHORD • 10.0 PIP TOTAL LOAD- 42.0 PIP LOCATIONS MX REACTIONSRREACTIONS BRG RE REQUIREDIN. RG(SPECIES)A6E • 0'- 0.0" -86/ 49BV -32/ 104H 5.50" 0.80 ROOF ( 625) OVERHANGS: 18.0" 0.0" LL - 25 PSF Ground Snow (Pg) 6'- 9.5" -32/ 277V 0/ OH 5.50" 0.44 KODF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 psf) uplift at 24 "0c spacisgj REQUIRLMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. VERTICAL DEFLECTION LIMITS: LL•L/240, TL•L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" 9 -1'- 6.0" Allowed • 0.150" AND BOTTOM CHORD LIVE LOADS ACT EON-CONCURRENTLY. MAX IL CREEP DEFL • -0.014" 9 -1'- 6.0" Allowed • 0.200" MAX TC PANEL LL DEFL • 0.140" @ 3'- 5.2" Allowed• 0.410" 6-05-12 0-03-12 MAX TC PANEL TL DEFL • -0.167' @ 3'- 5.4" Allowed - 0.615" ( { { MAX HORI2. IL DEFL • 0.001" 0 0'- 5.8" 12 MAX TORR. TL DEFL • 0.001" @ 6'- 5.0" , 5.000 M-1.5x3 q ,y Design conforms to main windforce-resisting r 3 system and components and cladding criteria. P Mind: 140 mph, h•15ft, TCDL=4.2,BCOL.6.0, ASCE 1-10, (All Heights), Enclosed, Cat.2, Exp.B, 14WFRSIDi=), load duration factor•1.6, Truss designed for wind loads in the plane of the truss only. lN0 O i 1 In 01 0I 1h i t o,t 011C11111111111111111 „,. i a I ► 1 M-3x4 M-1,5x3 w Y1. Y 6-05-12 0-03-12 • } 1-06 y 6-09-08 JOB NAME : 5017-B POLYGON - G2 Scale: 0.5427 c�,� PR Opp WARNINGS: GENERAL NOTES,unless othervd$e noted: \ tpQint��CC,p,� r 1.Guilder and erection contreclor should be advised of a6 General Notes 1.ThinWildideesg cemis pbase oaplepon the darn en sho,i and foroen individual �� 4��`',�r']'(yey' DA.�... Truss: G2 end Warnings ei.,e oonebua001 ebmmm cee Incorpora0on of component N the raaport y of the balding*wirer. (. /r , 2,2x4 eompraaalon web bating r,wet ba MiblOty Iwln9 saorwt*. 2.Design assumes the top and bottom chords to be tatara8y braced at L '' __�'"� �� C~ 3.Addltonel temporary bracing to Insure MARY during censeudion 2 o.c,end at Ia'olio,respeetivaly wase Maned ghoW Rhe_h Im�1h j Y DES. 13Y1 LA to the responsibility of the erector.Additional permanent bracing of mntlnu udi abnetldne ouch as plywood aheeUlin G endler C. f DATE: 11/21/2019 tine overall structure is the responsibility of the building designer, 3,2x impact bridging or lateral bbracb,Y reyWred when / shovm*r +� SEQ. : 612Q$Q1 4.No load should m feteapplied n to any component*Mel s y seer brining and 49.trotsBe la assumes sae0es ere to responsibility esood In a nnnwoanoai,eive nvironment, �` "" •. M faeoMR are compote end et no lane*Meld enY Weds greater than and for"dry condition'of use. �� v, design bade be applied to any tamponanL S.andiar assumes ee bearing ala.supped;shown.Salm or wedge If • TRANS I D: 412891 5.GompuTns has no control over end spume,no responsibility for me neceas,A, y. IJs 0 R1;GUN 4% fabrication,handling,shipment and buta.t.on of components. 7.Design assumes adepnate drainage h monied. .'yea t� h Ip' IIII 6.This design is furnished subject to the limitations oat fora,by 8.Plates shall be loge%de of pon both faces of bras,end placed so Melt center ��•(�ty�T'C 4,1 4Q t,� ��I��1111111111 I,II�11111 IIsi I�� MITOk US,larJcomn 13051. les of pUFfun Ielt vall be Famished SORW 8 6.0{1�)-E request. Anes coincide 10.For n banjo,hand linfaint center lines.plate design Inches. sea ESR-1311,E8I4.1.8a( To10 "' f y �S II 11 NNN 111 EXPIRES:12/31/2015 • INDThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/0DF/Cq"1:00 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 65 2-6-(-256) 654 6-3=( 0) 302 BC: 2x4 KDDF 81SBTR SPACED 24.0" 0.0. 2-3=(-786) 149 6-7=0-259) 649 3-7=(-734) 220 WEBS: 2x4 KDDF STAND 3-4-0-138) 127 7-4=(-169) 146 LOADING 4-5=I -9) 4 2C LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+BL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pq) 0'- 0.0" -100/ 740V -67/ 196H 5.50" 1.18 KDDF ( 625) 13'- 1.5" -65/ 551V 0/ OH 5.50" 0.88 ROOF I625 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. : Design c ec e. 'or net - pa up i t at 4 "oc spacing BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEF, = 0.013" e -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL - -0.014' a -1'- 6.0" Allowed - 0.200" MAX LL DEFL - -0.016" a 6'- 11.7" Allowed - 0.610" MAX TL CREEP DEFL = -0.033" 8 6'- 10.6" Allowed - 0.814" 7-00-06 MAX RORIE. LL DEFL = -0.006" 0 12'- 8.0" 5-09-06 0-03-12 MAX HORIZ. TL DEFL - 0.010" 8 12'- 8.0" 1 t 12 Design conforms to main windforce-reaiating a 5.0007 M-1.5x3 5 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL-4.2,00DL-6.0, ASCE 7-10, IAIl Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .40000000 _, load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 3 'f " i o C i fo . O I a 1111111 - t 1 " -/ r t4-3x4 M-3x9 M-1.5x3 ....-.7 ~T 1 1, Y 6-10-10 6-02-14 Y l /, 1-06 13-01-08 JOB NAME : 5017-B POLYGON - G3 Scale: 0.3552 WARNINGS: GENERAL NOTES,unties otherwise noted: � d PR:pFF00 1.Builder and erection contractor should be advised of a0 General Notes 1.Mb design le based only upon he parameters shown and Is for en Individual r�' N{ji1 N w/c Truss: G3 end Warnings before ceosbuenon commences. bNldtng component.Applicability of design aerometers and proper `� *1/007 �� 2.2o4 cormorant,web bracing must be helatled where anown+ Incorporetlon of component Is he reeponetbl8ttyy of No building designer. C� 2.Design*times the topend bottom chords to be latera t ' 92' s't DES. B Y: LA 3,Addmonal temporary bracing to tenure stability duMg construction laterally rho d e _�,/ PE 'q"" Is the responsibility of the traitor.Addltlonet permanent bracing of 2'o.o.and et 1Croe me.respectively unless braced hrougheut dry st)p0tlrh by •C'- t_ comm�uoua sheathing such es plywoodsheahIngt7)andNr drywd(HO). DATE: 11/21/2014 the nerd*wore is he responsibility of the brdldtng designer. 3.2x impact bridging or lateral bracing r�equbed whore shown+♦ ' SEQ. : 6120802 4,No load should be appled to any component until*Revell bracing and 4.Inetellaon of truss la hs responsibsay oldie respective oonbaetor. fasteners are complete and et no time enouid any loads greater then 5.Design IMAM tosses ate to be used in a noncorrosive environment, • ` TRANS I D: 412891 design leads be applied to any component end eft far"dry dominion'of use. .. 5,CompuTrus has no control over end*menet no responsiblity for the e.Design eseumee full boring at a supports shown.SMm er coy dgaif -0.. - L, fabrication,handling,shipment and Instillation of co necetsay. . '"penoote• 7.Design MUMS adequate drainage is provided. OREGON 6.This design Is burnished subled to the limitations sat forth by C.Platen shalt be basted en both Nees ernes,and pieced so their center / 'sY,9_ A,� 1111111 IIIiI II1IC IIT n11I E'II 11111 II f[111 TP6WICA h SCSI,cool**of which will be finished upon request. lines ooindda with joint center linea. O 1 � ,Ai- 1111111111111111111111111111111111111111111 -. Il 11'lt IIIA '�I( MiTeIc USA Ittc/CompuT ua Software 7.6.8(1 L)-E O,Fm basso connte ectereplate deelgn values sea ESR-t311,ESR-ISle I 'ai$ EXPIRES:12/3.112015 Ill IIIIIIIII This design prepared from computer input'by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq•100 TC: 2x4 KDDF 110BTR LOAD DURATION INCREASE • 1.15 1-2-(-776) 178 1-5•(-253) 644 5-2•( 0) 299 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2-3•(-139) 127 5-6•(-256) 640 2-6•(-723) 216 3-4-( -0) 4 0-3•(-161) 147 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <" 12"0C. UON. LL( 25.0)+01( 7.0) ON TOP CHORD • 32.0 PSP BC LATERAL SUPPORT <• 12"0C. 00N. DL ON BOTTOM CHORD - 10.0 PSP BEARING MAX VERT MAX HOR1 BR0 REQUIRED ERG AREA TOTAL LOAD • 42.0 POP LOCATIONS REACTIONS REACTIONS SIZE S0.I8. (SPECIES) 0'- 0.0" -65/ 545V -69/ 166H 5.50" 0.87 KODI' ( 625) LL = 25 PSI' Ground Snow (Pg) 13'- 0.0" -65/ 547V 0/ 0H 5.50" 0.87 KDDF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psi) uplift at 24 "or spaci:lg.I REQUIREMENTS OF IBC 2012 AND IRC 2012 HOT BEING MET. VERTICAL DEFLECTION LIMITS; LL•L/240, TL•L/I80 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL - -0.015" 0 6'- 10.2" Allowed • 0.604" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL • -0.032" 0 6'- 9.1" Allowed • 0.806" MAX RORIE. LL DEFL • -0.006" 8 12'- 6.5" 6-10-14 5-09-06 0-03-12 WAX HORIZ. TL DEFL • 0.010" 8 12'- 6.5" Design conforms to main windforce-resisting 5.00 v 4 12 M-1.5x3 system and components and cladding criteria. -, /- Wind: 140 mph, h•1Sft, ICDL•4.2,BCOL•6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(0/:), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 • r cm yOcT OI r4 1 'o' Yui n_+6 ' h ca 10-m.M-3x4 M-1.5x3 M-3x4 1' )' Y 6-09-02 6-02-14 l 13-00 JOB NAME : 5017-B POLYGON - G4 Scale: 0.3804 .cc\-1, 4 R-SFE WARNINGS: GENERAL NOTES,unless otherwise noted: rr`' iG.�N Vi I.Builder d er and erection contractor should be eed eV Genera/Notes 1.This design is based only upon the aremelera shovel and Is for en Individual \J end Warnings before construction commences. building component AppilcabiFry of design parameters and proper I /1 Trussconstruction2.2nd compression web bracing nest be Installed where ahem e. Incorporation of component Is the recpemibBy of the building designer. I(i ��I'�r 3.Additional temporary bredng to Insure stability during comtrualon 2,Deem assumes the IOP and bottom chords to be laterally brined at Ct• 7 920•.I?E r DES. BY: LA Is the rsaponsibOtg of the*meter.Addtkndpermanent bracingof 2'o.e,end et 10'ex..rapoatvey unless broad throughout Heb length by continuous sheathing such as plywood sheaffiMg(re)miler drywW(BO). DATE: 11/21/2014 the overall Amami is the responsibility of the building designer. 0.2x Impact bridging or lateral breWig required where*hewn•+ 4,No lead should be applied to enyoamponenl until efterall bracing and 4.Installation climes le the responsibft.of the respective contactor. SEQ. : 6120803 fasteners are complete end at ne time should say loads greater than S.Dealgn assumes busses ars to be used In•non.carroslve environment, f dmlan„ deet loads Be applied b any component and me fcc dry full beating of use. S.Design assumes(ug beating al IS supports shown.Shim or wedge if ,;• TRANS I D: 412891 s.Comprfrnn has no control over and assumes no respomg mry for fie vecestery, y, OREGON /4l.. febrlcaOon,handling,shipment and nalaSeNen of components. 7.Dello assumes adequate drainage is provided. L^r rlir,.y, hO� ,��! 6.This CA in SCSI,copies of which ode ot to the be furnished up dlons set Wei by equost 8.Plates eoitldde with)elnt center limall be loomed on both as Owes,end sad so their anter ^7 4 IIII!!lllll11111Il�I!lll1 llil��IIIII!!I �� fj S.Digits indicate she of plate In Inches. V A47Gk USA,Inc./COmpuTrua Software 7.8,8(11}E 10.For beak connector plate design values see ESR-1311,ESR-1988(MReiO R. EXPIRES:12/31/2015 11111111111 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 O158TR LOAD DURATION INCREASE - 1.15 1-2"( 0) 76 2-4 (0) 0 BC: 2x4 KDDF 815BTR SPACED 24.0" O.C. 2-3-(-75) 31 TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"OC. SON. LL( 25.0)+0L( 7.0) ON TOP CHORD- 32.0 PSF BEARING MAX VERT MAX NORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD • 42.0 PSF 0'- 0.0" -78/ 418V -13/ 82H 5.50" 0.67 KDDF ( 625) 3'- 9.2" 0/ 47V 0/ OH 5,50" 0.08 KDDF ( 625) Li = 25 PSF Ground Snow (P9) 4'- 0.0" -43/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacit'j REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" 8 -1'- 6,0" Allowed - 0.150' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0,014" 0 -1'- 6,0" Allowed . 0.200" 12 MAX TC PANEL LL DEFL = 0.021" 8 2'- 5.4" Allowed .. 0.248" 6.00 p MAX TC PANEL TL DEFL = 0.019" 0 2'- 5.4" Allowed • 0.372" MAX HORIZ. LL DEFL - -0.000" 8 3'- 11.2" MAX HORIE. TL DEFL = -0.000" 8 3'- 11.2" i.. 3 1 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6,0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp,B, MNFRS(Dix), load duration factor-1.6, c Truss designed for wind loads ' t in the plane of the truss only. v N O N 1 O N O i M tl 1 e" Kiri O 0 ,....� i t4-3x4 • F • y .1 .1- 1-06 1-06 4-00 (PROVIDE FULL BEARING)Sts:2,4,5] JOB NAME : 5017-B POLYGON - H1 Scale: 0.6825 WARNINGS: GENERAL NOTES,unless otherwise noted: ' .:(+� rS.[f I.Builder and erection contactor should be advised of ail General Motes 1.This detlgn is based only upon the parameters shonn and is for en individual �- 1,"4,y) UI- Truss: H1 and Wamings before construction commences. building component,Apptcebmly of design parameters and proper "0 2.2x4 compression web bracing must be lnsta0edvdnre shown+. incorporation of oomponeni Is the respanelblli%of the building designer. Ir�j' '!4 DES, 8 Y: I A 3,AddRonel temporary breaing In ieee's aleblitty dtming construction 2.Osslgn assumes the top end bottom chords to De latara0y brined at T e.o.and at la o.c.respectively unless braced throughout their len b to ih!rospontlbRiy o11he erector.Additional permanent brodng of 'p0 y �° gytltltn T4. '-92.0P E r DATE: 11/21/2014 the overeR structure Is the responsibility of the buildingRs frit/ous ddgbrsheetg en Moruch l braclnVe aired mt,ere s ether dryamR(BC), p try designer,g 4,2x lmmppsat of truss ru g or Steres pastry required rHroro tiienw++ HiQ- : 6120804 4.Noedoreshould mbe leapeentoany time shouldent ager et eterthend a.Design neoion r esbIssheenpobebSeeility oftitsro'coins 1,er5drlor, fasteners l are complete and at no time should airy bads greeter then 3.end assumes"dry condition' aro to be used in a nonoertesMe etrvlronmeM, • design Trade be applied to any end component and are for dry full bean of use. `rayl. TRANS I D: 412891 5.CempuTms hu no control over end assumes no respeneibyty for the 6,Design assumes full boating at e4 scowls shorn,Shire or wedge If d t Mbrkalon,handling,shlpmeM end instebaeon of components, 7.Designassumes*dery stedromagab vied, castor b- 6.This design Is Nmiehed subject to the limitations eel forth by 6.Plates shell be located on both laces of Ouse,end placed so their center Q 1 Q Z T III II IIIII I I(III IIIiI IIIc 1111I�(III 7PIMRCAat SCSI copies of which nit be furnished upon raqueet. 9.Digits lines eomeMewith ze ofelcenter itetom atte •4 40...d. �y �� jII MITek USA,Ina/Co uFfus Software 7.6.6 1 L E 10.For bash connector plate des lin nal a see E5R-1311,ESR-1555(Mask) 4-i EXPIRES:12/31/2615 1111 1111111 This design prepared from computer input`by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IOC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1:00 TC: 2x4 KDDF R1OBTR LOAD DURATION INCREASE = 1.15 1-2"( 0) 76 2-4•(0) 0 BC: 284 BODE 81LBTR SPACED 24.0" O.C. 2-3"(-75) 27 TC LATERAL SUPPORT <• 12"0C. UON. LOADING BC LATERAL SUPPORT C. 12"0C. UON. LL( 25.0)40L( 7.0) ON TOP CHORD • 12.0 POP BEARING MAX VERT MAX HOBO BAG REQUIRED BRG AREA DL ON BOTTOM CHORD • 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PIP 0'- 0.0" -90/ 405V -7/ 54H 5,50" 0.65 KDDF ( 625) 1'- 10.9• -41/ 52V 0/ OH 1.50" 0.00 KDDF ( 625) LL- 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 pod) uplift at 24 "on spacinq.I REQUIREMENTS OF IBC 2012 AND IRC 2D12 NOT BRING MET. VERTICAL DEFLECTION LIMITS: LL"L/240, TL"L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL - 0.013' B -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL • -0.014" 0 -1'- 6.0" Allowed " 0.200" MAX LL DEFL • 0.000" 0 0'- 0.0" Allowed - 0.070° 1-11-11 MAX TC PANEL LL DEFL • 0.003" E 1'- 0.8" Allowed - 0.097' (4AX BC PANEL TL DEFL - 0.006" B 1'- 9.2" Allowed • 0,200" fi MAX BC PANEL TL DEFL • -0.009" 0 1'- 12.0" Allowed • 0,200" 12 MAX BORIZ. LL DEFL - -0.000" 2 1'- 10.9" 6.00(7 MAX HORIZ. IL DEFL • -0.000" 6 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. i Wind: 140 mph, f1"15ft, TCDL"4.2,BCDL=6.0, ASCE 7-10, ', (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), A- 3 Truss load ddesigned uration ffor owind 6loads in the plane of the truss only. . /' O h ry N ^' m r o b h co �, ___ ":3 4 �� 4 O M-3x4 r ), y y 1-06 4-00 • (PROVIDE FULL BEARING;Jts:2,3,4I JOB NAME : 5017-B POLYGON - HJ1 Scale: 0.6700 �ti pRQ �' WARNINGS: OBNHRAI.NOTES,unleuothare/ennotsd: !t.\ N/G)/Ibisf0 1.Budder and ernoeon contractor should be advised of el General Notes 1.This design b based only upon the parameters shown and is for an individual { Truss: HJ1 end Warnings before construction commence*. building oomponinl.ApplIcabaty of design parameters and proper tl f O1/. '[ 2.2x4 compression web bradng mast be instated where shown r. Incorporetee of component Is the responsibility of the building designer. 17 3.Additional temporary bussing to Insure stability during oeMtrualon 2.Design columns the top and bottom chords t be laterally braced of Lt' q Y9 r21 0 p E r 2'o.o.end at 10'es.respeoWety unless braced t roughout then te by DES. BY: LA is Ore reapaneIblty of e e ender,Additional parmenant erasing of conMohrous sheathing such as plywood sheathing(TC)end/or drywall(BC). DATE: 11/21/2014 the overall Matins Is the responsibility of the binding designer. 3.2s Impost bridging or lateral bracing requited Where shown 4.No load should be applied to coy component tine!aper al bracing and 4,Instellatop of truss re the responsibility of the respective contractor. SEQ. : 6120805 fastens are*ample%end at no ems should tiny loads greater then S.Dealgn amines trusses ere to be used In•non.omosive envbannwnt, `, design loads be applied to any component. and are for-dry condition"of use. A , 5,Cargsltue has no control over end usumee no responsibility for the e.peau assumes full bearing at all support shavah.Shim or wedge If TRANS ID: 412891 etesseery. -'q. A-OREGON �1i'. febdatlon,Is Amit,shipment end he limitations iaeon of components. 7.Design assumes adequate drainage t provided. ..7.40 'y �. 11111E7�� I{ !11 11 IINII111{I1 111t{t 1At 11II 1(11Ik III1�1 6.This design t tumlahed subject to the lmhetons sat lath by H.PDias ians and be located on both cases album,and goad**then center 1 O. y 14 2"�j l�^ �tl.11 IIIII IIID SII ILII Il in IIII ld TPlrtvfCA In BC01,copies of which Wl be furnished upon request S.Digits Mdnlcats tits of plats in minter lines. /�� y` M)Tek USA.Inc./CompuTrus Software 7.8.6(11.)-E 10.for basic connector pate design stow see E8R•W 11,ESR•1 tea(Mfak) wEii R10- • EXPIRES:12/31/2015 111110111111 This design prepared from computer input:by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x4 KDDF 114BTR LOAD DURATION INCREASE • 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF X16BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <• 12"0C. UOM. LOADING BC LATERAL SUPPORT <• 12"0C. DON. LI.) 25.0)On( /0) ON TOP CHORD • 32.0 PS? Wind: 140 mph, his), Enclosed, .2,BCPL•6.0, ASCE 7-10, DL ON BOTTOM CHORD • 10.0 PSP (All Heights), Cat.2, Exp.B, MWFAS(Dir), TOTAL LOAD 42.0 PSF load duration factor-1.6, Truss designed for wind loads LL • 25 PSP Ground snow (Po) 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. Refer or equal typical at stud verticals. Refer to compuTxus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12 4.00 �" 3 i1L O ,n 2 ii � M ealgIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIr o %/////////!!//!//////////////////////////////////////!////////At -, . M-3x4 r 1 ,1 y 1-06 8-00 JOB NAME : 5017-B POLYGON - I1 Scale: 0.6299 � [. PR.QF�. WARNINGS: GENERAL NOTES,unless otherwise noted: L < 9• re I.Builder end erection centaotor should be advised of all General Notes 1.This design Is based only upon the parameter shown end Is for en indlvlduel • NCi.I N Ul/O Truss: Il end Warnings before eomtnnction commences, buildingcomponent po nent Ap,snt is 4h of deNpn parameter*and proper 2.2x4 compression web bracing must be Initialled where shown-v. (nest norgon of oorepenent Is the responsibility of the building designer, v!f J v DES. BY: LAtemporary g aRV g 2.Design assumes the top and bottom chords tope lateroih brined at �! / !.. 3.Additional tem ora breole to insure stab during eenetuctlon 2'a.n.end el 10'n.e.respectively S.gr�*.P E is the responsibility of he erector.Additional permanent bracing of eP oil'loos a broad throughout het lengqtthh). . DATE: 11/21/2014 the overall structure Is the res nsib of the building designer. eontlnuoue stenting such as plywood required where s erldlor drywaA(BC). , • P° ivyB re 4.2x Impact bridging m lateral bracing shown+e - SEQ. : 612 8 fl 7 4.No lead should be applied to any component unlit aper ell bracing end 4,Installation of trues Is the me be se of the respective contactor. - , fastener*are complete and at no time Mould any bads greeter then N.Design assumes Waves are to be used in a noneerreeNe erwiromeem, . TRANS I D: 412 8 91design toads be eppged to any component and era for`thy condition"of use. r� • 5.CompuTrue hes no control over and assumes no responsibility for the e,Design aswmas N4 bearing stall supports shown.SMm or wedge If -y .. it nfabrication,handling,shipment and installation of components. Decesnmy. OREGON W.This design Is furnished alibied to the limitations sat fort .Design autumns nets to drainage Is provided. `� 8 ) by 0.Plates shag be bated on both fans et truss,and planed so heir center �� 11111 1111111111111111111 111 111111111111 TPUINTCAInSCSI,copies ofwhich will befurnished upon request. 9.Digits p�acoincide tndtoeesiz Joint e stdatntmmea. �y7 � t��. • MlTefiUSA,Ina/CompuTrusSoftware7.8.6(1L)-E e In Inches. o.Forrhsskiwnneictorplate design values see ESR-I31I.EOR-1888(Mirex) ryf �s EXPIRES:12/31/2015 This design prepared from computer input.by I IIIIIIII1iI PACIFIC LUMBER-SC • LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF BlaETR LOAD DURATION INCREASE - 1.15 1-2a) 0) 54 2-5.1-501 66 3-5-(-249) 177 BC: 2x4 ROOF BIEBTR SPACED 24.0" O.C. 2-3=(-1031 86 3-4-( -7) 3 WEBS; 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 12.0 PSF BC LATERAL SUPPORT <= 12"0C. UON, DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORS BEG REQUIRED BAG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. .(SPECIIS) OVERHANGS: 18.0" 0.0" 0'- 0.0" -89/ $43V -31/ 97N 5.50" 0.87 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0". -39/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oC spaci.:q.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 ' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL - 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.014" @ -1'- 6.0" Allowed - 0.200" MAX TC PANEL LL DEFL - -0.266" @ 4'- 0.7" Allowed = 0.473" MAX TC PANEL TL DEFL - -0.356" 8 4'- 0.7" Allowed= 0.709" MAX HORIZ. LL DEFL - 0.001" 0 7'- 8.2" 7-08-04 0-03-12 MAX HORIZ. TL DEFL - 0.001" 8 7'- 8.2" T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 4.00 c:,- M-1.5x3 Wind: 140 mph, h=15ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 3 4 -e (Ali Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir/, load duration factox=t. , Y Truss designed for wind loads in the plane of the truss only. U -t 4 M ,.4 W f O N N 1 M CD.in -2-4 5 -0 ►:1 cg 1 M-3x4 M-1.5x3 F L } 1' / 7-08-04 0-03-12 Y Y I. 1-06 8-00 JOB NAME : 5017-B POLYGON -- I2Scale: 0.5049 st0 PROF'.n. WARNINGS: GBNBML NOTES,unless e8rerwtse noted: 'f.J\� QINF Us/n: 1.Builder and erection contactor should be advised of a0 General Notea 1.This design Is based only upon the parometen*nowt end ie for an mdvldual �•� 'Al,y f✓,} Truss: 12 and Wammea before connection commences. building component Applicability of design peremeters and proper yam' I'I II r 1 v� 2.2e4 compression web brewingmust be Installed where nem*. broorparadon of ampenent t the reepaability of the building designer. 2.Design assumes the top and bottom diens to be laterally braced et 1r e_921. 3.Additional temporary bracing tonsure cretin y during consWc ion 2'o.e.and at 1 n'o.4.reepeclvaly unless braced Nreu�outtlretrbnpp�Ihh by DES. 13Y: LA Is the raspombilfry or the erector.Additional permanent bracing of sentnuouasheagdng such as plywood sheathing(TD)andfor drywall(BC). DATE: 11/21/2014 the overall stitches is the rasponslbmty of the building designer. 3.2e impact bridging or lateral bracing required where shown S�rQ. : 6120808 4.No load should be applied to any component vnt8 alta ell brsdrq and 4,)nstallabon of Ousels the reeponebiay of the fespeouve contractor. fasteners ere complete and at no gine ehauid city loads greeter than 5.Design assumes tunes ere to be used N a non•comodve environment, `rdteaw - dedpn load,be Whiled to any eemponent and en ar'dry lug bearing of uta. wwtt TRANS I D: 412891 S.CompuTms has no control over and assumes no responsibility for the B.Design ea(wary assumes Wil beedng at a8wppyorb shown.Shim or wedge N q OREGON Y a 8.This design bleafurnl h shipment b)ect to the IknHataa eel forth bcomponents. a.plates shagube locateduon both has of buss,and placed so their anter -`,0 rly�Y 1 A 1-�� ^ti 1111111111 III II 11[11 girl IN �II�I11111(1) TPI/4YPCA in BCS(,copies of whttll be furnished upon request. 9.Digits indicgime ate aitO with of plint ant ince.. 12228{I 8118111881(2 111111 11) III1111AD1181811U1( f f�V!"C t� 1�.., Wok USA Inc lCompUFrua Software 7.9.6(11)-E 10.Pot baeb connector plate design values See ESR-171 i,ESR•19a8(MiTek) !`f ry R1tA- EXPIRES:12/31/2015 1E111111 This design prepared from computer input'by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" (CORD. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.) IC: 2x4 KDDF 1168TR LOAD DURATION INCREASE = 1.15Design conforms to main windtorce-resisting BC: 2x4 ROOF 116BTR SPACED 24.0" O.C. system and components and cladding criteria. - TC LATERAL SUPPORT <= 12"OC. UGH. LOADING Wind: 140 mph, h19.0ft, TCDLa4.2,11CDL=6.0, ASCE 1-10,; BC LATERAL SUPPORT <= 12"0C. 00N. LL( 25.0}+01) 7.0) ON TOP CHORD = 12.0 PSF (All Heights), Enclosed, Cat.2, Exp.'', MWFRS(Dir), DL ON BOTTOM CHORD - 10.0 PSF load duration factor-1.6, TOTAL LOAD = 42.0 PSF 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 dr5C LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-1x2 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 1DPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. , 12 4,00 v' �- l -s ::11,, 1 i o y 11 ll ill cv t M M-3x4 • } 1. 1, 1-06 4-00 JOB NAME : 5017-B POLYGON - I3 Scale: 0.6950 PRoF�+ WARNINGS: GENERAL NOTES,unlessothervdse noted: eo 5� ' )INS LS/' 1.Builder end motion contractor:Mould be advised of an General Notes 1.This dodge M beset mit upon the ammeters shorn and h for an Individual /N Truss: 13 end warnings before construction commons, building oomponent App➢oebllih of design parameters and proper V. + �yrJ- 2.2x4 compression web bracing roust be installed where shown+- Incorporation of camponant a Me responsibility of the building designer. L4� �'� f I vv 2.Addmanal temporary bracing to insure*MEW during eonebiWan 2.Design assumes the top and beaom chords lo latsraly brand at An'I n f.- '.- DES. EY: LA {s granal temporary of the erector.insure sl nal pe manse busting of T o.c.and at 1 ro.e.raspeobvey unless braced throughout their length by v7 C C G responsibilitycontinuous sheathing such as plywood sheathing(TO)and/or drywad(RC). DATE: 11/21/2014 the overall sbuebne N the responsibility of the building designer. 3.2x Impact bridging or Wend Waring required where shorn♦+ 4.No Sad should be applied to any wmponenlvndl after ail busting end 4.Installation el buss b the responsibility of the respective c�Brec%or. SEQ• : 6120809fasteners are complete end at ne Imo should soy loads greater than b.Deslgn assumes buses.are to be used in a non-coarostve envkonment `rte �i � design loads be applied to any component and are for"dry condition'of use. ..= TRANS I D: 412891 8.Design sesumee as bearing stag supports shove.$Mm or wedge ff ' Q S.CompuTnr.has no control aver and assunos no rcsponslb➢ny for the edoesse r ''II, fabrication,haring.shipment and installation of compenente. 7.Deslgn anumes adequate drainage is prodded. 7 q_OREGON to A. jI 5.This design b furnished'object to the Ilndtadons est forth by e.Plates shell be leadedonboth faces of boas,and placed so their center '<0 ;1 • j. 14 2S 1� ILI I II I ILII 1II VIII VIII BVI IIII IIII PA( MIT*l)$A.lncTIPINWCA In s Ofnpulrun Software furnishedI,0006$of vddch Wit be 6.6(11)-E request. lines wincide with faint center lines. 10.Fm b so eon ede plate des Bn values see ESR-131t,EBR-1918(M root) 0'`iL . 'AR10- EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input:by IHNI PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMOIR FORCES 4WR/DDF/Cq=1',00 TC; 2x4 RUDE 81d8TR LOAD DURATION INCREASE = 1.15 1-2=(-170) 101 1-4=(0) 0 . BC: 2x4 KDDF 010616 SPACED 24.0" O.C. 2-3=( -76) 34 i , TC LATERAL SUPPORT - 12"0C. DON. LOADING BC LATERAL SUPPORT <•• 12"0C. UON. LL( 25.0)401( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX BORE BAG REQUIRED BRG AOEA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 POE 0'- 0.0" -21/ 235V -36/ 147H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 5'- 11.2" -169/ 370V 0/ OH 1.50" 0.47 KDDF ( 625) 9'- 11.7" -44/ B7V 0/ OH 1.50" 0.14 ODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net(-5-psi) uplift at 24 "oc spacing.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: Lig,/240, TL-1/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL - 0.037" 8 2'- 11.8" Allowed " 0.397" MAX IC PANEL TL DEFL = -0.049" O 2'- 11.9" Allowed = 0.596" . MAX HORIZ. LL DEFL - -0.002" 8 9'- 10,9" 3 MAX HORI2. TL DEFL - -0.002" 8 9'- 10.9" Design conforms to main windforce-resistltlV 6.00 p r) system and components and cladding criteria. Wind: 140 mph, h-21.7ft, TCDL-4.2,BCDL=6.0, ASCE 7-10,.., (A1L Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 2 . a• �( o S i t In n I i i rn O ,. OP 1 /"- of 1 .r•-= M-3x4 } oit 6-00 y 3-11-11 PROV D B AP6NG; ts: ,4, , JOB NAME : 5017-B POLYGON - J5Baale: 0.4622 WARNINGS: GENERAL.NOTES,omese eatuwlse noted: 1�� RO �`S T.Butider and erection contraetm should be advlead of all General Notes I.This design Is based only upon the parameters shown and Is for an MdMdud SJ' yp,�Q Truss: J5 and Warnings before construction commences. building component Applicability of design peremeters and proper f�� 11/ / 1�I' • • 2.2e4 compression web bradng seethe installed where shown+. inoorporWon of component le lie reopyensibFdy of the building designer. .V 71{ 1 2,Deeign assumes the top and beleem chards to be laterally braced et r� r�r 9 DES. BY: LA 3.Additional temporary bracing to Insure stability dintng constnrdbn 2'e.e.and at 10'e.c,reepscMvely anima braced Ihrouytout tlteir lengqtltl�t by =92 0 C G is the roapeneleeey oldie erector.Additional penowient bracing of continuous sheathing such as plywood sheatidng(TC)and/or drywaf(BC). DATE: 11/21/2014 the overall structure is the respanteblBty of the building dedpter. 3.Zx Impact bridging or lateral bracing required where ehown+* 4.No Wad should be applied to any component until Beer al bredrg end 4,Installation of boa le the responsibility of Bre respective contractor. SEQ. : 6120810 fastener*an complete end at no Sena should any lends greeter lien 5.Csstgn assumes busses are lobe used Ina non-oorrosbn environment. TRANS ID: 412891 tlealgn toads be eppOnd to any component and an ter"my MI bearing of use. -01 h. • 1.Co uTma hes no control over and assumes no ee nsib for the 6.Declare assumes con besting et cH supporta sheve.S6im or wedge if r5c "i fabrication.handing,shipment end Installation el components, necessary. "y7 �j ORE GON �(j 7.Pesignlates lid bel located both faprodded_trussed_ 4. 7 A r� •.� 9.ThisPIdesign Is C3I, o subject to the ti beedens set forth byr B. shag be located on both hest of awn,and pieced so their center /l� 9. 6e , IIIIII ILII I�IIIIIII IIIA ILII 1111 1111 IIS TPNMCAW BCSF,copies ofwhich wG furnished upon request lines coincidecie cu )dint eleinLlines. y 7a �. 1 ill I!I I9. basic With ofeliteMews. /y MITeM USA,InF/C.Om1pulius Software 7.6.8(1L)-E 10.For basiS connector pine design valves see ESR-131 1,ESR-1 BBH iMlTeq . A i � . EXPIRES:12/31/2015 IIIIIIiIIIIIIIThis design prepared from computer inputby PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1:00 TC: 2x4 SURF 81IBTR LOAD DURATION INCREASE - 1.15 1-2=(-208) 106 1-5'•(0) 0 BC: 2x9 KDDF 1114BTR SPACED 24.0" O.C. 2-3"(-102) 38 3-4•) -37) 18 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <• 12"OC. 0011. LL( 25.01401.1 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA TOTAL LOAD . 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 236V -44/ 178)) 5.50" 0.38 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -165/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -92/ 180V 0/ OH 1.50" 0.23 KDDF ( 615) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -20/ 47V 0/ OH 1.50' 0.07 HOOF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 paf) uplift at 24 "or spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL•L/240, TL•L/180 MAX IC PANEL LL DEFL - 0.038" 8 2'- 11.8" Allowed • 0.337" MAX IC PANEL IL DEFL • -0.051" 0 2'- 11.9" Allowed ,. 0.596" /- a MAX NORIE. LL DEFL ., -0.002" 8 11'- 10.9" MAX BORIS. TL DEFL • -0.002" @ 11'- 10.9" 11 Design conforms to main wlndforce-resisting 123 system and components and cladding criteria. 6.00 3' ly Wind: 140 mph, 11-22.21t, TCDL-4.2,8CDL-6.0, ASCE 7-10, e (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Diz), load duration factor•1.6, Truss designed for wind loads • in the plane of the truss only. w 2 m 0 1 I ; rl • r, 0 A- i 1 >_+ t M-3x4 • • y Y 1 . 6-00 5-11-11 (PROVIDE FULL BEARING;Jts:1,5,2,3,4I • JOB NAME : 5017-B POLYGON - J6 Scale: 0.4073 >co PROFtr WARtJN08: GENERALNOTEB,unities o8herwlae noted: �.. cls 1.Builder end erection conmactor should be addend of dl Denerel Notts 1.This design is based only upon the parameters shown and is for an Individual .N�t) `'kSir Truss: J6 and WAmings before construction comments. building component.Applcshdly of design parameters and proper gait id: 2.2x4 compression web bracing must be intoned where shown 4. incorporation of component is the responsibility of the building designer. 4i5. ! (r ({ Y _!� 3.Additional temporary bracing to insure slabNry during construction 2.Design aseurnee the top and bottom chords tobelaterally braced at T' DES. BY: 1 A2'o.c.end at 10'on.respectively unless braced throughout tralrtengih by "921•P E 1! ie the responeibltty of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing/1C)and/or drywell(BC). DATE: 11/21/2014 the overallabuclsre Is mereaponalbllM al the buildingdesiOnor. s.2x Impact bridging or lateral bracing required where shovm44 SE 612 0 8 1 1 4.No load should be Applied to any component until after all bracing end 4.Inslilalen of tines is the responshliky of the respective contractor. 4• • fasteners we complete and at no Sme should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, f design bads be applied to any component. and are for"dryandRen"of oto, TRANS 1 D: 412891 8.Design assumes tut bearing at at supports shown. or wedge if p n. S.CempuTnrs has no control over end assumes no responsibility(or the necessary• R� i�' /"�` febdoaten,handling,shipment end installation of conponenie. 7.Design assumes ad¢euaa drainage is prodded. ;y ^y 6.Thls design le furnished subject to the limitations set forth by 6.Plates shell be located on beth feces*Haws,end plead an Ihelr center �(,C'` 1111111111311111111111111111111111 7pWVICA In 8051,copies of which still be furnished upon request toes oobhoMe with)e 01 plate center toes. ��);,l��.1,4. � �'T" MTekUSA,IncfCompuTrusSoftware7.8.0)1L)•E ,O.aw�baabiconnecate cterpiemesi�gn atuess5.ESR-1JN,ESR•laeH(MiTeq •.w k.• EXPIRES:12/31/2015 ._... .1... .. 111011111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 SAX MEMBER FORCES 4WR/DDF/C(2-1.00 TC: 2x9 KDDF 4168TR LOAD DURATION INCREASE-- 1.15 1-2.(-2461 123 1-5-(0) 0 BC: 2x4 KDDF 4168TR SPACED 24.0" O.C. 2-3-1-148) 60 3-4.1 -66) 31 . TC LATERAL SUPPORT <- 12"OC. UON. LOADING • BC LATERAL SUPPORT <- 12"0C. U011. LI( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSI m: DL ON BOTTOM CHORD - 10.0 PSF BEARING HAX VERT MAX NORZ BRG REQUIRED BRG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) 0'- 0.0" -22/ 238V -52/ 211H 5.50" 0.38 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 615) 5'- 11,2" -161/ 340V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -127/ 260V 0/ OH 1.50" 0.33 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 11.7" -51/ 109V 0/ 0H 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP RORD. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LISITS: LL-L/240, TL-L/180 MAX IC PANEL LL DEFL - 0.040" @ 2'- 11.8" Allowed - 0,397" MAX TC PANEL TL DEFL - -0.054" @ 2'- 11.9" Allowed • 0.556" MAX HORIZ, LL DEFL - -0,003" a 13'- 10,9" MAX HORIZ. TL DEFL - -0.003" @ 13'- 10,9" A- -, Design conforms to main windforce-resisting system and components and cladding criteria. i Wind: 140 mph, h-22.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10,i 12 (All Heights), Enclosed, Cat.2, Exp.B, HWFRS(Di�), 6.00(7 load duration factor-1.6, 3 truss designed for wind loads in the plane of the truss only. 5 w or p O S' M o I o 1 C, M-3x4 1 i 1 6-00 7-11-11 IPROVIb£ PULL, BKARING;Jts:1,5,2,3,41 JOB NAME: 5017-B POLYGON - J7 Scale: 0.3524 cEp PROP ,6 GENERAL NOTES,unless otherwise toted: .tt'`ti. { 1.Sunder and erection ventrader should be advised el dl General Notes 1.This design Is based only upon the permeate shoos and is for an individual - GN( (N lO Truss: J7 and Weaning*balere conabuction commences, building compering.Applicability of design parameters and proper ) 2.2x4 compression web bracing must be instated odors shorn r. Incorporation of component Is the responsibility of the building designer. (r�, 'C'7//- 'IJ-N /�i . .. 3.Addieonel temporary b.ing h„.3.3,,,abbBAy dWMg construction 2.Design assumes to top and bottom(horde o e letualy braced at _4.. A(�e1-• EC r. DES. B Y: LA H the responsibility of Me erector.Additional permanent bracing of 2'o.a and at id 0.0,respectively vdess braced throughout their length by 7G P G condemns sheathing such es plywood aheething(TC(ender drywsE�C). DATE: 11/21/2014 the overall 005010re Is fhe responsibility olds building designer. 3.2x Impart bridging or letterel bracing required ahem ahem•• 4.Ne load should be applied to any am ngont until agar illi bracing end 4.ostaeaton of bass is the responsidtty of the respective contactor. SEQ. : 6120812 faatanare are complete and at no Once should any Made grader then S.Design assumes trusses are to be need In a neneonosive environment, design loads be spaled to any component, and are for•tlry condition'of use. �'! TRANS D' 4 12$91 b.CompaTma has no control over end assumes no responslbitity for lite 5.Design assumes lug inion'bearing at aD supports shown.Shim or wedge if d , Q • fabricates,handling.shipment and butellaton of components neaauary. OREGON t '"P 7.Deafen assumes adequate ethfeces provided. 9;." N '\� 6.Thte design Is furnished subject to the limitations set forth by 8.Plates shag be located MI both faces of truss,and placed so their tenter -Yea.A.-9.y 7 4 20 �-L, 11111111111111111111111 MiTTeTPk USA,tncfCorrlpuTrus Software 8.6(1 L)-E CA In SCSI.ooptn of vdtch nill be furnished upon request. 19.0.FInes gamin alth Mint center lines. Fm bola cin piste design values see EER-1211,ESR-1950(MITek) 4 ]' ERRIt..\- • EXP1 RES:12/31/2015 I 1E11011 This design prepared from computer input'by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 6168TR LOAD DURATION INCREASE " 1.15 1-2•(-287) 143 1-6•(0( 0 BC: 234 BODE 8148TR SPACED 24.0" O.C. 2-3•(-184) 79 3-4-(-108) 59 TC LATERAL SUPPORT <" 12"0C. UON. LOADING 4-5-( -44) 20 BC LATERAL SUPPORT <- 12"0C. U05. LL( 25.0)+DL( 1.0) ON TOP CHORD • 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HOSE BRG REQUIRED BEG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL • 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 237V -60/ 24511 5.50" 0.30 BODE ( 625) 5'- 9.2" 0/ 68V 0/ Oli 5.50" 0.1.1 ROOF ( 625) LIMITED STORAGE ODES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -168/ 346V 0/ OH 1,50" 0.44 ROOF ( 625) REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -116/ 234V 0/ 011 1.50" 0.30 ROOF ( 625) 13'- 11.2" -109/ 227V 0/ OH 1.50" 0.29 ROOF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 15'- 11.7" -15/ 32V 0/ OH 1.50" 0.05 RODE ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (CORD. 2: Design checked for net(-5 psi) uplift at 24 "oc spacilig.] VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 1401 TC PANEL LL DEFL - 0,039" B 2'- 11.8° Allowed - 0.391" MAX TC PANEL TI DEFL • -0.053" @ 2'- 11.9" Allowed . 0.596" 1- 5 -1 MAX HORIZ. LL DEFL - -0.004" 8 15'- 10.9" MAX 800I1. Ti DEFL - -0.004" 0 15'- 10.9" i il Design conforms to main windforce-resisting , system and components and cladding criteria. (t 12 6.00 GP' (All 140 mph, h023.2ft, TCDL"4.2,BCDL-6.0, ASCE 7-10,; (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dtr), load duration factor-1.6, 3 Truss designed for wind loads in the plane of the truss only. 0 ea t w ao 2 , en O /- O 1.-. _. 1' o M-3x4 1- 1- Y 6-00 9-11-11 (PROVIDE FULL BEARING;Jts:1,.,2,3,4,5I JOB NAME : 5017-B POLYGON - J8 Scale: 0.3267 WARNINGS: GENERAL NOTES,unless atlherwlee noted: n s? 1.Budder and erection contractor should be advised of ell General Notes 1.Thb design Is based only upon the parameters shown end le for an Inrevtduat �� `O.Vr I N QS 1. Truss: J8 end Warnings before construction commences, building component.Applicability of design parameters end proper V ] �J 2.la4 compression web bracing must be installed where shown r. Inoarpowtion of component Is the responsibility orris building designer. (?? '/i(il ir 1. S.Attritional temporary bracing to Insure subwry during construction 2.Design aaumos the top and bottom chords to-be laterally braced et �, C]C DES. BY: LA 2'or..andet10'0.0.reapecWeyuniessbracedthroughouttheirlenggt0hhby 92•�PE. r Is the responaibbhy ortha erector.Addidonel permanent bracing of continuous sheathing such ea plywood cheating(TC)endlordrywall(BC). DATE: 11/21/2014 the overall structure is 05 responciW6y of the building designer. 3.2x Impact bridging or lateral bracing required where shown r r /' 4.No bed should be eppOed to any component until after en bracing and 4,Inatatbgon of truss le the responsibility of the respective contractor. SEQ. : 6120813 fastenersere emotes)and aloe time should any toads greater than S.Desitin assumes trusses are to be used In a noncorrosive environment. �, .' ` design bads be applied to any component. end are for"dry condition"of use. TRANS I 412 8 91 5.CompuT,us ha no control over and assume no responsibility for the K.Design assumes full bearing at all supports shown.Shim arwedge IT d C3RECt)hI tt fabrication,handling,shipment and instatlstlan of components. Mceaary, -.dry. 40 7.Design assumes adequate drainage le provided L, 4 Nb. A 6.This design Is hendahed subject to the B tilitions set forth by b.Plates shell be located on both fates of tuts,and placed so their center 4. 111111 ilNi 1111l11111111l 1 llllllll illi iPOWICAIn SCSI,copies ofMiehMpbe furnished upon requsat pneseaNide with joint plate in liras, �� 74 �� '� P.Digits indicate size of ate in fndla. p �f MITek USA,(no/COmpuirus Software 7.6.6 1 L-E 10.For basic connecter Mete design values ere ESR-1311,ESR-1888(MITea) .,1#7 .v.‘' R�t EXPIRES:tf 12/31/2015/ 1111110111 This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 17'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1:00 TC: 2x4 KDDF 11168TR LOAD DURATION INCREASE • 1.15 1-2=1-322) 160 1-6•(01 0 BC: 2x4 RODE 0148TR SPACED 24.0" O.C. 2-3=(-216) 95 3-4=(-1491 68 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -65) 30 BC LATERAL SUPPORT <= 12"0C, OON. LL( 25.0)+DL( 7,0) ON TOP CHORD • 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 42.0 PSE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ' LL • 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 237V -68/ 276H 5.50" 0.38 KDDF 625) 5'- 9.2" 0/ 68V 0/ OH 5.50' 0.11 RODE 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -173/ 348V 0/ OH 1.50" 0.45 KOH' 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -112/ 221V 0/ OH 1.50" 0.28 RODE 625) 13'- 11.2" -139/ 285V 0/ OH 1.50" 0.36 KDDF 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP I7'- 8.9" -47/ 96V 0/ ON 1.50" 0.15 OBOE 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL • 0.039" 8 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.053" 0 2'- 11.9" Allowed - 0.596" 5 MAX HORIZ. LL DEFL • -0.005" 8 17'- 8.2" MAX HORIZ. TL DEFL • -0.005" 0 17'- 0.2" Design conforms to main windforce-resisting system and components and cladding Criteria. c. 4 Wind: 140 mph, b-23.6ft, TCOL=4.2,BCDL=6.0, ASCE 7-10,) 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 6.00[2" Truss designed for wind loads in the plane of the truss only. e e re 1 t N N 0 O 1 .271rP M 0 1 i e M-3x4 k 1 l 6-00 11-08-15 [PROVIDE FULL BEARIRGrJta:1,6,2,3,4,5( JOB NAME : 5017-B POLYGON - J9 Scale: 0.2935 PRO rt 1 . fiF�' WARNINGS, GENERAL NOTES,unless olherwfse noted; r t7 1.Builder and erooaen contractor ahould be advised of en General Notes I.This design Is based only upon the perenseters shown end Is tot an Individual " N�')N 1 U1� Truss: J9 end Wonting*before construction commegdes. building component Applicably of design parameters and proper {{j 6/ 2.204 compreaelon web bracing must be heefeled when shown♦. Incorporation of component le the responsibility of the building designer. 111�i f/ " 2.Design aesumes the top end bottom chords to be laterally braced at rrys P DES. BY: LA 3.Additional temporary bracing to Insure stability during eonsauction 2'e.e.and at ill'e.c.napehdlvsy unless braced throughout their length M C ' ' 7°,c II•. E r Is the responsibility of the creator.Additional psunanent bracing of condnuoua sheething such as plywood sheaedng(TC(endfor dryvrell(BC). DATE: 11/21/2014 the overall structure 1 the responsibility of the building designer, 3.Ad impact bridging or blend bracing required where shown 1•+ 4.Ne load should be applled to any component unit'after all bracing and 4.Instigation of bust la the redponeN@ty stare reapecdve contractor. SEQ. : 6120814 fasteners ere complete and et no time ehodd any loads greeter then 5.Design assumes tresses are to be used Ina non-corrosIve environment, design loads be applied to any component and an far"dry rendlean"of use. !/,_ ... ':♦ t�I TRANS T D: 412891 H.CompuTma has no control over and assumes no naponelb@ty for the 6.Design mammas fug besting en egsupperts above.Shim or wedge N `9 {J R �2O, (/. fabrication,handling,shipment and bntegatlen of components. S.Design assumes adequate drainage Is provided. �„-. /i' N e.This design Is furnished subject to the limitations set Meth by e.Mites shell be legatedonboth teas of Muse,end placed so their secter .t' t� i Illlll Ill loll i Ill lull lull fill Illi ll MITe1t USA.)nc/CompuTnla Softw e 8 B(1 L)E request. 1 U.Diane elinr beela Winne o rpiate with Joint center veluoe nee ESR•1311.ERR-Isle(Wok) ,� 14 2-0' EXPIRES:12/31/2015 Ir1111�I It�I This design prepared from computer input.by PACIFIC LUMBER-BC . .71 LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 HOOF 6148TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4'(0) 0 BC: 2x4 HOOF 01&BTR SPACED 24.0" O.C. 2-3-(-67) 15 IC LATERAL SUPPORT <= 12"OC. UON. LOADING DC LATERAL SUPPORT <- 12"OC. (JON. LL( 25,0)rDL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX H0R2 BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.I0. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -110/ 429V -7/ 54H 5.50" 0.69 HDDF ( 625) 1'- 9.2" -70/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL • 25 PSF Ground Snow (Pg) 1'- 11,7" -22/ 42V 0/ Oli 1.50" 0.07 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THB SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP MAX LL DEFL • 0.013" 6 -I'- 6.0' Allowed - 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" E -1'- 6.0' Allowed = 0.200" 1-i1-I1 MAX BC PANEL LL DEFL = 0.002" 6 i'- 0.1" Allowed .. 0.050' MAX BC PANEL TL DEFL • 0.002" 6 1'- 0.1" Allowed • 0,067" MAX HORIZ. LL DEFL - -0.000" 0 1'- 10.9' 12 MAX HORIZ. TL DEFL • -0.000" 0 l'- 10.9" ' 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Hind: 140 mph, h=15ft, TCDL•4.2,BCDL•6.O, ASCE 7-10, (Ali Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ,f- 3 t ', Truss designed for wind loads 0111111111111111111111111111111111111111111111111111111111111 , in the plane of the truss only. 1 �� c 0 h `� (.1 ~ 1 6 f C>N a a. M-3x4 r- l y l 1-06 2-00 (PROVIDE PULL BEARIHG;.3ts:2,4,31 JOB NAME : 5017-B POLYGON - S J1 scale: 0.6793 ��Qp .P(:pF s. 6- WARNINGS: GENERAL NOTES,unless oenerwiae noted: 1.guider and erection cantraator should be advised of ail General Notes 1,This design fa based only upon the perametera shown and is fat en Individual . � \....\01 N (a Truss: S J1 and Warnings before oonatraaHon commences. betiding component.Appicabiiity of design peramelers and proper v I/, rf 4. 2.244 compression web bracing must be Installed when shown 4, inoorporaaon of componentls the»oponsibsM ate building designer. (V�' (I(�' "!� 2,Design aeaumee the top and battom chords to a laterally braced et 3.Addional temporary bracing to Insure stagily during construction •. DES. BY: LA is the responsibility of the erecter.Additional permanent bracing of 2'o.o.and al1D'o.a raspeetiv ly unless braced throughout their length by .4 _9211e.P E_ aendnuava sheathing each as plywood shoee)endfor drywa0(80), DATE: 11/21/2014 the overall*trilobite is the rceponsibillty of the building designer. 3,2x Impact bridging or lateral bracing requiredd where shown 4 4 SEQ. : 6120815 4.No load should be applied to any component mill ever ail bracing end 4.Installation of truss to the responabBty of the reepedlve contractor. fasteners ere complete and at no time should any loads greater than I.Design assumes busses are to be used in a noncorrosive environment design(ouch as applied fa any component and are for condbon'of use. TRANS I D: 412891 8.Design assumes full bearing et all supports shown.Shim or wedge If d 5.CompuTnra has no control over and assumes no responsibility for thenecessary. Al EGO imbrication,hc.Inandling,shipment end Installation of components. 7.DneiHn assume*edequete drainage is provided. T .•, r' a' 1 6.This design Is furnished subject to the limilations est forth by 8.Plates shag be Jimmiedonboth laces of buss,end placed so their center ��.+..`x.91- 0 4. !� I��I 110 IIf 111111111 111110111 II MFI e.Tp'USA,lfl (COmpuTNSCSI.conies of sdSoRwere 7.6.6(1��request, 10.Foralines asicccide with Mint connectorlated sign values see 66R-1311,63R-1085(M1NTaq 4 I j a Z 0'' nter lines. 9.Diggs indicate sire al lab in inches. EXPIRES:12/31/2615 1111110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq*1:00 TC: 2x4 KDDF X15BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 50 2-4-(0) 0 BC: 2x4 RODE 816BTR SPACED 24.0" O.C. 2-3-(-69) 30 TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HONE BOG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS ' REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -62/ 322V -13/ 71H 5.50" 0.52 RODE' { 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 ROOF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1,50" 0.15 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL CO r. : Des 011 c ec ed or net(- Qs ) up i at oc spar F-.1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS; LL-L/240, TL"L/180 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP MAX LL DEFL . 0.002" 6 -1'- 0.0" Allowed * 0.100" 6.00 P AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" 6 -1'- 0.0" Allowed - 0.133" MAX BC PANEL LL DEFL - 0.002" 6 1'- 0.1" Allowed - 0.000" MAX BC PANEL TI, DEFL - -0.002" 6 1'- 0.1" Allowed . 0.067" MAX HORIZ. LL DEFL - -0.000" 0 3'- 10.9" 3 MAX 110611. TL DEFL - -0.000" 0 3'- 10,9" Design conforms to main windforce-resisting system and components and cladding criteria. t' Wind: 140 mph, h-LSft, TCDL-4.2,BCDL-6.0, ASCE 1-10, (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), load duration factor-1.6, m. Truss designed for wind loads ' N x? in the plane of the truss only. N 7u b t �_-O y a 41en •� IAI M-3x9 /- .7, ,6 l Y 1-00 2-00 1-11-11 !PROVIDE Poll. BEARING,Jtsl2,4,31 • • JOB NAME : 5017-B POLYGON - SJ2 Scale: 0.6970 �E�j PR opF�,. WARNINOBI GENERAL NOTES,unless otherwise noted: ,,t N�I �r�/O 1,Bruder end erection anbactor should be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an Individual .. U Truss: S J2 and Warnings before construction commences. building component.Apploabtlty of align parameters end proper C ) 1 )�+I p� 2.204 compression web bracing mu et bs Installed when Mowll v. bneorporatien of component is the responsibility of the building Sedgner. C(� 7'/ / 1 f 3.Ad:tanal temporary bracing to insure debmty during construction 2.Design assumes me lop and iodism chords to los laterally braced e e 92•11.0E (! DES. BY: LA is the responstgl of the erector.Additional permanent bredn a( T o.o.end at 10'o.o.each a Ney unites braced Ovoughout t eirlengattlhr lry 7 G % P 0 continuous sheathing each as plywood sheething(TC)andior drywall(BC). DATE: 11/21/2014 theoversge is the respanstaity of Be building designer. 3.2x Imppactbdging orlaleral bracing required Ware Mown++ 4.Ne lad shoulduld bebe implied to any component una a8 after bracing and 4.installation ethos;is the responsibility of the respective contractor. .. ' SEQ. : 612 816 fasteners are complete end at no Um*should any loads greater ben 8.Design assumes busses are to be used Ins non-corrosrve environment, `,anhe deign lases be ampned to any component end ars for'dry condition'of use. -01 . (C TRANS I D' 412891 a.Compulms has no control over and assures no responsibtly for the 0-Design sesames Nit bending at all supports shown,Shim or wedged OREGON• febdesda,hsudbhg,shipment end imisBotOn of components. Deeesasry. -' . OREGON (x. kt 7.Design assumes cute ls dralnege is provided. ,L' -+y \ t 1111 H 1pp18,1I I S.Thee design Is furnished subject to the ilata8oa set forth by 8.Mates shot be onlocate�dpbath fear Otos,and pieced so their comer 'Ij).�`�4fYt�14 11 0 Q.�t4. (III! 11111111/11111111 11111111111111111 MITek USA,lnc.ICOmpuT 4 Software 8(j request. 9.0.Digits For b Wicoesnnte ecleorlines coincide with�Wate d�stuat anter n valves see ESR-1311,ESR-1988(M(Taq V '! r7 R11..\-- EXPIRES: 11,,,,,. - 1111!1111 1 EXPIRES:12/31/2615 4 -Ilir