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Plans (83) Vit s/ _V � w L ( cx > s ....................:......................................... ` 1 ( C" -6-1i - St J < i r. `✓ '. i ©comFDRMSTO DESIGN CONCEPT ❑CDNFONNEVJSIONSMS TO DESIGN CONCEPT WITH NOTED OWL-MEOWING-REVISE&RSUBMIT '". .�...., ... - ..-.-...-..-,..:�..,--.-.•-1 ft'irla ..._.. .. .R1T NO CODES 6LOFe,ioF xnSlwwr toot WHAM me.BM Mao=FoR sew..courpfbance . 1T'SVT gpLL ilii .. •IRs wan 4EEM+� arr..179 C.1.1. In DM MI MUM 111E ._._ .. r. .:ECCE CONE...:...:..:....... Br Alexia Fukul Doe 12/22/13 raw :12 MI€BRANDY ARCHITECTS IL ... II1 I z..,.. . di SD cik .84. g - J2C I �,", '� ,,� ��' � FE: 8 2 16 J2IRA :�MO firMC ; TY GA a is r Ames .�" YJ �. DIVISION 1 a \CI 8 8J12 A 111•11111111111 Jii 63 I? * CJ10 _ „ �-' .110 .le 0 ,sv. a CJ11 (5) DJ13 E4) DJ14 CaN2 ,' - D15 C3 I 10:12 t (2) MUM*. I ► ` _ .. —r ..4 �/ 37YAA1II,.� K F....._�a�haadd.t aa.�R � , .1 I11 UB a•inn i �e nonan. Y R121sA / 1 . /NM JIM=1111111•1111.111•14 MM. . 5 i s ® CONFORM TO DESIGN I 20t6 llr' -) 50'-0'r I- Mr i ❑ REWSIORS ATOS I ooNnt m" 0 NON-CONFORMING-REVISE AlE F£S4:BNpT 4Bi u0 ass T!a Tell snj Ioe rto Womack MX 71E EOM OWEN NO MINN M7 PEWIT rib RI41:415-lI l er BFNMSr to r01 OM==d7 PE • iia BWCRC MR=Mutt=YL or$5544155!4.70`3 r 70A lIE N&MAIM B1: "old B.Wow isle grow•411 CT ENGINEERING INC O Copyright CompuTrus Inc.2006 BUILDER ISSUE DATE: ABOVE PLAN PROWDED FOR TRUSS POLYGON NW 11/26!14 TOSTI PROJECT TITLE: REVISION-I: TUAL OENGINI EERGS DR LED�FURTRHER m 1 :. oil'. -`<.. INFORMATION.BUILDING 5019-b POLYGON TOTRUSS CONNECTIONSBUILDING `Y DESNiN6fVENGHJ�OF RECORDu ber PLAN. DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS 5019 1 D-D CHECKED BY: DESICNERENGINEER OF RECORD TO p REVILWWAI�APFROVEOFALL 0 TRUSS CO'M:PA;NY DELIVERY LOCATION: SCALE- REVISION-' DESICRES PRIOR TO CONSTRUCTION. 0.11"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. ), ,.. 1 . . .. •. . . ... . •i ..-,,...: , . .•.7.:...•, -----....•..........,.....• -,.. ......- ' •• ••••••.•-•,-,.....,--....“,e...........,................:—....,...................r. ..... . . . .,.........,.,.• -,..,. - ...-. ..., ..• ... ......,.... ••....-..• •.....-. .....,...„.•.,,_........: HI Mitek USA, Inc. •CornpuT.tut•SoftWar6 ,, .. ..,,• . .. ,•. .. ... . • ,,.. ...... ...•-"„......-... • -•-• ..-- - „„,. Notesiti.;.:Generat Warnings... ... . . . ..• ... ._.. . ........,..... .,, , 1 •• „, • , . ...-. WARNINGS:, 1...: Builder and-44.011.00.contractor Should be.advi#600taltgeMiratNateS•:. 000.101. q***ii4r0e'Oon*OPOTI commences. Z .:.M....p000.0.00.0*00.0F4:01Xt000,..00-: installed where 01:10i*E4 .,., , • ..•.. ... , •••.. „ ••...,••!„..,....„.....2It0A•^ * :,sair0060 ***1147000010iooAtithilkooti#3... '.*.0i.k0*00ostio#Y,.0tOik*e**,..600106nal.)1.*000000#*$1101: ,. tt****00.****44**:-tosOii00.61.•*t*.001.01,40~ti••• . 4. No 4000...0600000:000.100 te$•:04-00004:006*1•:::01,015******: f040i)er**0**.*4'*Ojk,#:0,.0.00-0.000.ini114444*Ihit#iiii design loads e* :bOgriAitti*,_any.00npow * n , ..... .t„.:,•• __ •••,.. ... • • ......., 5. '0.90m4f.44•000.0,PpOttot•Per.•an4ass•OOks::,00',r0$09!***1:9 VW,' fibligOttol.***0-,stijiment*Ot606110.10400*Pi*itkgi t-. TT1010.€00.A:isliiniffih,_furnished the limitations f401•!orP:Or 1.1,...._ •• Tivigre,A,in,.B.csi i. oliiiis..o$:*hickwiI•beicsviiShettispdttetooto-st. ••,; , .,. . ., •• . --. -• • , . •,•• . .•••, . ..... „.... _. : --„ OttititikLkittSionies:toth0000••0000t :.: . . :•,, t• 1740-000913:fkl**19fliroPo01,..MePreter.s.shown:0#"1 :aolof#1054# •i 0000ingOmpomnt:Ap0100.100rotdeSioRpgat$10,0400,,tA _.•.''.': •:' incorporation of 0-0 •• ik:fe.spoo*.thifltyof44.44.0..11#74,0M.00,,91).0P,!'-• Z. 00.00:0SKII*40040Paoilt**0*41*****0**00-:;:dAt...,.A::,. 27i:.94.a911-44..1f1;0..;c4vOspecitivetyi unless*4040 toithOtitheloagibi* ;974600usi40athinglitikitsrai*w0000!eathioq#44000,04007100.4' 3- :61(10***00004)Or laterat.bt.0009.Fectuirdwooik$400.**-;ir. 4.: toitalWion-:060*iisthe•iresPOnsiVilitt Olt*respeiti*000***, -•.--• 5. Design tiSattiiainitt.ped4te to Aitied'itt a norvcorrosty.*environment, „. ,, . . .... . —.• .:,•- • atid.are..firdryti*diiiiire':',Ottittit 64: 1:100-90-asitintet AA bearing:.at all toptitiitithOitiiS14010,...wedge if _:„..., - .. : necessary. • 1,.1 7.-: poson.:*#.0to:s000**,.01,0ino0!,ittitiVI .: . . their.:1-.1 ,..::,.....,: . . .!.. 0.:. Plati*.ihigukii***0-00,,.b40440360-tiliti‘0140100:64,*-40.000eli** 00444.0.4i*10.k.#.01)10 )0.0.01 0, 040_:14101*****::0410•10 0004- m.• • . . .... •••• , it); tr.citO,R510901.14400(:0.0*tdeSigiiied.hiii*Oee0f0411;,g,S*088(14,10..44'. -. ...... , . ,,. .-..cp. Riigo. ....:..: ., .w . cx. 4,1m. .e. •-,?,ti.••:. •..e,..$,•.•',.,- - 1-• .••..„0„ , - -•-• ••••••:,. •'.7.'::. 5 ', .15105*,'41-102,41.•:;.----,•••,... . i.....; iV m.• ,,...:„,„.-., . 1-.'.•,...,.., ,....r .''''„.01.-„,12,0";,,,,104,..7-•,,,-,•:-..,., • --.'-.",- •:, . .... • • , .:-:7.•.-..--••••-.•.".•• ..-s.*..4.7., .0111-C11,.;;I:r.-it'''' ... . . _.. .,..._, .. . . .,. ..:.0..".2..,: : .4,.98.50-0Ni. . ;,<.4.4.''A./,.: '. •:::'iL. . :'....:.:.,::..L...4..-ic. ...;'.....::, ...] . :..:.:::..i '::';4ti 7,_4k i4i.1-r.,-+':.. '',....'!.*-::'40.0.:0....:.0::,,• ticf- • -::' '.0.::,:,-..e-G-1...V.isw,•::,,*-::-.- , '1" :1A.1,0- • - '''''''' .'4: •''..:.":'•... 4°*•••••'' : ;"..•-•r,,,:,:-..:40:04:i.•;.,..,,,,..,--••'.•- - EXPIRES.1 VC 0 5. ,, . •-;.,.:,..,,,_.: • • 11111OIIIIO This design prepared from computer input by f ))))1111 1111 111 PACIFIC LUMBER-8C • LUMBER SPECIFICATIONS 20-05-08 GIRDER SUPPORTING 40-00-00 FROM 7-00-00 TO 20-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • IC: 2x4 KDDF 116BTR; LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2.) 0) 72 2-10-(-1674) 7816 10- 3-(-1410) 6444 7-15-(-6510) 1454 2x6 KDDF 8168TR T2 2- 3=(-10392) 2284 10-11'(-2976) 13558 10- 4'(-8518) 1930 15- 8=(-2600) 7282 BC: 208 KDDF SS LOADING 3- 4-) -7816) 1752 11-12-(-3640) 16458 4-11•(-1412) 6334 WEBS: 2x4 KDDF STAND; LL - 25 ?SF Ground Snow (Pg) 4- 5-(-14262( 3212 12-13-(-3604) 16352 11- 5=(-3160) 726 2x4 KDDF 4168TR At TC UNIF LL( 50.0)+01,( 14.0)• 64.0 PLO 0'- 0.0" TO 20'- 5.5" S'- 6'(-16686) 3770 13-14-(-36041 16352 5-12-( -458) 2058 ( 2x8 DF SS 8; BC UNIF LL( 0.0)+81( 20.0)+ 20.0 PLF 0'- 0.0" TO 7'- 0.0" E- 7-0-13680) 3084 14-15-(-2890) 13148 12- 6•( -134) 1118 ( 2x4 ODE STUD C BC UNIF LL( 475.0)+DL( 343.0)' 818.0 PLF 7'- 0.0" TO 20'- 0.0" Y- 8.( -8756) 1986 15- 9.(-1908) 8756 13- 6-( -432) 2098 I BC UNIF LL( 0.0)+01( 20.0)' 20.0 PLF 20'- 0.0" TO 20'- 5.5" S- 9-0-11632)2580 6-14•{-3730) 834 t TC LATERAL SUPPORT C. 12"OC. DON. 14- 7={-1442) 4764 BC LATERAL SUPPORT <. 12"OC. LION. ADDL: BC CONC LL+DL- 3777.0 LBS 8 6'- 0.0" .........._ BEARING MAX VERT MAX BORE BRG REQUIRED.BAG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4=BRACING-AT 24"0CUON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1577/ 71088 -65/ 73H 5.50" 11.37 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 20'- 5.5" -1975/ 8881V 0/ OH 5.50" 14.21 KCDF ( 625) .....s-=,,..=e---==.....e,.--"'gm""-E. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spat ng.' OVERHANGS: 12.0" 0.0" - ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/18'0 Join together 2 ply with 3"6.131 DIA GUN MAX LL DEFL - -0.001" @ -1'- 0.0" Allowed- 0.100" -" nails staggered at: MAX TL CREEP DEFL - -0.001" 8 -1'- 0.0' Allowed- 0.133" 9' oc in 1 rows) throughout 2x4 top chords, MAX LL DEFL - 0.132" @ 8'- 11.6" Allowed'. 0.977" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL - -0.360" @ 8'- 11.6" Allowed- 1.303" 6" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 raw(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.034" @ 20'- 0.0" @ HANGER BY OTHERS TO APPLY MAX HORIZ. TL DEFL = 0.074" 8 20'- 0.0" CONC. LOAD(S) EQUALLY TO ALL MEMBERS. NOTE: Design assumes moisture cortent does not to exceed 194 at time of manufacture. 3-08-11 13-00-02 3-08-11 Design conforms to main windforce-resisting .( ,( { system and components and cladding criteria. 3-08-11 2-01-09 2-09-13 2-11-09 2-11-09 2-04-09 3-05-11 Wind: 140 mph, h-20.8ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 1' 1. 1' 4 T T '( 1' (All Heights), Enclosed, Cat.2, Exp.B, MtFRS(Dir), load duration factor-1.6, M-5x10 Truss designed for wind loads M-6x8 M-3x5 M-3x10 M-5x6 M188S-5x16 in the plane of the truss only. iz 10.00 7 �p _4_ © ew�1.4 T2 12 N 10.00 M-5x16 A A C A M-5x16 en /� B - _ - "F.._...( ( rrSt, to hi ;n I'1 vol_ 1 b rill B N. -{(,� a10 --L 0.25" 13 14 15 - 9 ' : M-6x8 M-7x12 M-3x8 M-6x8 M-6x8 0 MSHS-9x18(5) 1 1y37778 @ WEDGE REQUIRED AT HEEL(S). T , 1• 1 1 ,0 3-05-11 2-08-01 2-09-13 2-08-01 2-08-01 2-08-01 3-05-11 1 1 1-00 20-05-08 1 JOB NAME : 5019-D POLYGON - Al stale. 4.2942 SNPN° F tss�,.. WARNINGS: OBMERAL NOTES,wdessolherwlae poled: �' `!`nn " r'' v'�' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and b for an irdhlduai -�G �P E. Truss: A 1 and Warnings before construction oommenoes. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown 4. Incorporation of component Is Use responsibility of ate building dener. / �Td • 3,Additional le bracingy g 2.Dean assumes the t and bottom chants to be latera bracedsalat / DES. BY: MJ temporary to Insure stability during construction 5 ca.and al 10'0.0.rw pectNe(y unless braced throughout their length by .w � Is the responsibility of thw erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TG)and/or drywet(BC). DATE: 11/26/2014 the overall structure is the responsibility of the bulldb,B designer. 3.2x impact bridging or lateral bracing required where shown++ SEQ. : 6126045 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the ros ibliB of the respective contractor. OREGON !� fasteners are complete end et no lime should say loeds greater then 5.Design assumes trusses em to used in a non.corroeh ',,re environment, .,j O REGOI t, i(v"'f TRANS I D: 413 216 design loads be applied to any component. end are for'dry condition'of use, / ' �. 2 „� 5.Compalrua hes no control over end assumes no responsibility for the e.Design assumes Ng bearing et all supports shown.Shim orweege K .14 fj P.. felsioelion,handling,shipment and Installation of components. Desigenecess8ry' p [f V e.This design Is furnished subject to the Imitations set forth by H.Design shall Be locatedcon both fecesge hor Morand placed so their center Al�"` 11111111111111111111 11I MITekMU8AminclCom(»r7 6Sof(Were 7.6.6(11 n request. Por basic connector plate design values see ESR.1011,ESR-1Bab(MITM0 H.Digits Indicate size of pieta to inches.10. EXPIRES:12/31/2015 f IOH IIIA I This design prepared from computer ;input by 11 I! PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9.0" IBC 2012 MAX MEMBER FORCES 4NR/DLF/Cg-1.00 TC: 2x4 KDDF 81.0TR LOAD DURATION INCREASE = 1.15 1-2-( 0) 72 2-4-(G) 0 BC: 2x4 KDDF 0160TR SPACED 24.0" O.C. 2-3=(-6B) 42 TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <* 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD " 32.0 PSF BEARING MAX VERT MAX HORD SRC REQUIRE(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" -53/ 293V -23/ 81H 5.50" 0.47 KCDF ( 625) 1'- 10.9" -67/ 64V 0/ OH 1.50" 0,10 KCDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 9.0" 0/ 32V' 0/ ON 5.50" 0.05 KCDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE 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/160 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL - -0.002" 8 -1'- 0.0" Allowed - 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL • -0.003" 8 -1'- 0.0" Allowed r 0.133" MAX LL DEFL • 0.000" 9 0'- 0.0" Allowed= 0.066" 1' '1 MAX BC PANEL LL DEFL • 0.003' 0 1'- 9.3" Allowed '. 0.142" MAX TC PANEL TL DEFL - 0.003" 8 1'- 3,7" Allowed'- 0.196" 12 MAX BC PANEL TL DEFL - -0.002" 8 1'- 11.9" AllOwed'= 0.189" 10.00 p MAX HORI2. LL DEFL • -0.000" 8 1'- 10.9;" MAX H0R12. TL DEFL - -0.000" 8 1'- 10.9.." NOTE; Design assumes moisture content does not to exceed 198 at time of manufacture. i Design conforms to main windforce-resisting system and components and cladding criteria. Wind; 140 mph, h-20ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, c (All Heights), Enclosed, Cat.2, Exp.B, M(vdRS(Dir), ' load duration factor-1.6, cs Truss designed for wind loads c� in the plane of the truss only. rn • 1 '[O 621111111111111111111 . o ► ►-�4 . 91-3x4 I J, J. 1• 1-00 3-09 PROVIDE FULL BEARINGrJts:2,3,41 JOB NAME: 5019-D POLYGON - AJ1 �� o QRo �`': • Scale: 0.6645 - 04GIN,� tS'`O" WARNINGS; GENERAL NOTES,unless otherwise noted:' �� •92 �(tl�i - 1.Builder end erection contractor shook'be advised of as General Notes 1.lids design Is based only upon the parameters shown and Is for an Individual .921 r r E f Truss: AJ 1 end Warnings before construction commences. building component.Applicability or design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the beading designer. !0 3.Additionaltemporary braoing to Insure stability during construction 2.Design assumes the top and bottometychords to be laterally brand at .: DES. BY: NJ Is the responsibility of the erector.Addnionaf permanent bract of continuous ac,and at ta'hi respectively unless Waged throughout thea lenggt1h by ,%",�. ., 7 pe nit sheathing such as plywood shealhing(TC)andrordrywee(BC). - DAT E: 11/26/2014 the overall structure Is the responsWWy of the building designer. 3,2x Impact bridging or lateral bracing required whets shown++ n 4.No load should be applied to any component until after e0 bracing and 4,Installation of truss N the responsibility of the respective contractor. 7. QF.EOON �, �� S EQ. : 6126046 regents are complete and at no Urns Shedd any loads greeter than H.Design assumes trusses are to be used In a nOn•conoatve envbooment, L- 4!,• y TRANS ID: 413 216 design loses be applied to gay component and are for'dry fug b on'of use. " 0 t r e.Design assumes fait bearing stag supports shows.Btiim or wedge it 7 4 S 5.Campu7ms hoe no control over and assumes no roaponsibisly for Menecessary. fabrication.handling,shipment and installation of components. 7.resign MIAMI,adequate drainage la provIded. • A 1 0" 9.This design la furnished subject to the Imitations set forth by 6.Plates shah be locatedonboth races of puss,and placed so their center SI,*odes of VMIOlt Mil be (�II 11111111111 IIII IIl�11111 1II�II{�I�l Ai)T SA iTPMATC.A in nc lCompuT E Software furnished S.6(IL)E request. B.0. lndde with joint center lines. Digits For blines ask tmectorof plat desiIn gn values sae EBR-1211,ESR-1000(Weir) ' III{ 1 Hl 1 EXPIRES:12/31/2,015 Ji 1111IIII! This design prepared from computer 'input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9,0" IBC 2012 MAX MEMBER FORCES 4NR/D0/Cq-1.00 TC: 2x4 KDDF O1411TR LOAD DURATION INCREASE - 1,15 1-2=( 0) 72 2-4=(G) 0 BC: 2x4 HOOF @ISBTR SPACED 24,0" O.C. 2-3•(-91) 73 TC LATERAL SUPPORT <- 12"OC. UON, s LOADING BC LATERAL SUPPORT <. 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD • 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRE)! ORG AREA DL ON BOTTOM CHORD • 10,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. '(SPECIES) OVERHANGS: 12.0" 2.7" TOTAL LOAD • 42.0 PSF 0'- 0.0" -38/ 325V -42/ 127H 5.50" 0.52 KCDF ( 625) 3'- 6.2" 0/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -72/ 104V 0/ OH 1.50" 0.13 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net{-5 psf) uplift at 24 "oc-spac ng.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL•L/240, TL•L/187 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL • -0.002" a -1'- 0.0" Allowed•= 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed 0,133" 12 .y MAX LL DEFL • 0.000" @ 0'- 0.0" Allowed m 0.022" 10.00F77 I MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed - 0.030" MAX TC PANEL LL DEFL - 0.032" @ 2'- 3.7" Allowed:= 0.286" MAX TC PANEL TL DEFL • 0.030" @ 2'- 3,7" Allowed m 0,428" MAX HORIZ, LL DEFL • -0.001" @ 3'- 8.2" MAX HORIZ. TL DEFL • -0.001" 0 3'- 8.2" NOTE: Design assumes moisture content does not to exceed 193 at time of manufacture. o Design conforms to main windforce-resisting isystem and components and cladding criteria. co0 Hind: 140 mph, h•20,9ft, TCDL•4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MR.FRS(Dir), load duration factor•l,6, i. Truss designed for wind loads in the plane of the truss only. •I I 't0 r 0 4��1 M-3x4 i J. b 1-00 3-09 0-02-11 • !PROVIDE FULL BEARING1Jts:2,4,3I JOB NAME •. 5 019-D POLYGON - AJ2 •4 �. r�ROF�`s Scale: 0.6203 _cy� ,1.40IN �11a.c25 . WARNINGS: GENERAL NOTES,unless otherwise noted; kr !1(- ( - ; ?'.• r.. 1.Builder and emotion contractor should be advised of alt General Notes 1.This design Is based only upon the parameters shown and la for an Individual .4t- .1'91/2441/P7 A72 444fp(-1C E 1 P' Truss: AJ2 and Warnings berore construction commences. building component.Applioabgtq'of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. Air. . DES. BY: MJ 3.Additional temporary bracing to insure stability during constnu6on 2.Design assumes the top and bottom chords to be laterally braced al Is the responsbsly of the erector.Additional permanent bracing of 2'ora and at 1g'oro,such ply unless braced throughoutC)bolo they length). DATE: 11/26/2014 the overall structure le the res onaibl( of me building designer. continuous,, bridging as acing re air d where r s own+drywsil(BC), !t" -.. p b bg brar 3.In Impact btldgyg or laterale bracing responsibility o free wfiere shown++ SEQ.. : 12 4 7 4.Na load should be appfele Coed to any component until after eg tracing and 4.mslallellenof emia ti Is the rhe a b of the respective contractor. �/ ,r OREGON' (w 1G testenem are complete and at no Uma should any loads greater then 5.Design assumes susses are to be used in anonWrnssive environment, / 4. Ori ' r` TRANS I D: 413 216 design loads be applied to any component. and are Redly condition'of use. "'"/), B.Compsltus hen no conics over and assumes no raaponsDFlty lorthe 8.Design assumes NO bearing at so supports shown.Shim or wedge If Q 7 V.T. (abdoaUon,handling,shipment and Installation of components. necessary. /}/ `' 6.This design Is famished subject to the Imitations set form byH.Plates assumes adell be quate botdrah faces lapr oaysfsd,and '!,��R 1♦ � 110111NTI 111111111 II1111101E1111II TPINVrCA In SCSI copies of which will be famished upon request, S.Plates coincide with joint corder lines. cuss, placed so their center 9.Digits indicate size of plate In Inches. M(Tek USA,B cJCompuTrus Software 7.8.8(11)E 10.For basic connector plate design velvos See ESR-1311,ESR-1056 OiltTek) EXPIRES:12/31/2 15 11E111 This design prepared from computer ;1nput by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DCF/Cq-1.00 TC; 2x4 ROOF k16BTR LOAD DURATION INCREASE - 1.15 1-2"( 0) 72 2-5"(C) 0 BC; 2x4 KDDF 111&BTR SPACED 24.0" O.C. 2-3"'(-215) 181 3-4-) -61) 30 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD } 32.0 POP DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED.BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ;{SPECIES) 0'- 0.0" -17/ 312V -66/ 165H 5.50" 0.50 HIDE ( 625) LL - 25 POE Ground Snow (Pg) 3'- 6.2" 0/ 40V 0/ OH 5.50" 0.06 KCDF ( 625) 3'- 8,2" -146/ 222V 0/ OH 1.50" 0.28 KGDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -35/ 56V 0/ OH 1.50" 0.09 HOOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. r. ICOND. 2: Design checked for net(-5 pat) uplift at 24 "ac spacing.) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL,4/240, TL-L/1i0 MAX LL DEFL - -0.002" 8 -1'- 0.0" Allowed a 0.100" _ -e MAX TL CREEP DEFL - -0.003" 6 -1'- 0.0" Allowed a 0.133" MAX TC PANEL LL DEFL - 0.009" 8 1'- 10.0" Allowed v 0.286" MAX TC PANEL TL DEFL - -0.008" 6 1'- 11.4" Allowed a 0.428" 12MAX H0RI2. LL DEFL - -0,002" 6 5'- 10.9" 10.007 MAX NORIZ. TL DEFL m -0.002" 0 5'- 10.9." NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria, j{ o Wind; 140 mph, h-21.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, o (A11 Heights), Enclosed, Cat.2, Exp.B, MXFRS(Dir), load duration factor-1.6, l I Truss designed for wind loads r in the plane of the truss only. • rn iiii c" , i i cn I1-3x4 , • ,1 Y >, 1-00 3-09 2-02-11 !PROVIDE FULL BEARINGfr3ts;2,5,3,4 �c�ttp PROitss, . JOB NAME : 5019-D POLYGON - AJ3 Scale: 0.13988 c'- �, GIN: 'rU GENERAL NOTES,unless otherwise noted: L1~ .9,.�si I 1119 ' . WARNINGS: 92/0PE. e 1.Builder and erection contractor should be advised of at General Notes 1.7hts design Is based only upon the parameters shown and k loran Individual Truss: AJ 3 and Warnings before construction commences. bucking component.Applicability of design peramelere end proper 2.254 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility 011ie building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to ha laterally Mooed al ,/�. DES. BY: MJ Is the responsibinty of the erector.Additional nnenent bracing of 2'o a and at 10'ex.respectively unless braced throughout their length by i�r Pa 4 continuous sheathing such es plywood shsathing(TC)aWm drys/OEM). -A it DATE: 11/26/2014 the overeg structure Is the responsibility of the building designer. 3,2x Impact bridging orleteral bracing ranched where shown++ OREGON 4.No bad should be applied to any component unit after a8 brachia and 4.Instelation of truss Is the responebPBy of the respective contractor, • 7 if Oda' SEQ. : 6126048 fasteners are complete and at no Ma should any lode greater than B.Design assumes trusses are to be used In a nen.corrostva environment, design leads be applied to any component end ere for"dry contlxlen"of tree. to TRANS x D 413 216 9.CompuTms has no control over and assumes no responsibility for the a•0e�sneaassumes foil bearing at all supports shown.Shim or wedge if 4'�}. �A " • fabrication,hindl shipment end Installation of components. ry- '✓/en A 1 LL inti. 7.Design assumes adequate drainage fa provided, N1 pI'pI I I 6,This design Is furnished subject to the emilatloas set forth by Plates shall be locatedonboth faces of truss,and plated so their anter 1111 I�1��1I�I II'll'III ��) III III l Welt SA,lTRIANTOA In nc.1CompuTrus Software 7.6.6(1 LpE request.I,copies of%retch will be furnished upon 1joint tenter lines. • 0.lines baskld nneccttorofplate design values see HSR-1311,ESR-18138(MITak) 11 IA EXPIRES:X2/3172015 • . 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DD,F/Cq•1,00 TC: 2x4 ROOF #16BTR LOAD DURATION INCREASE 1.15 • BC: 2x4 KDDF 81&BTR SPACED 24.0" 0.C. 2-3. 1- 302) 267 2-5=40;) 0 3-4-) -98) 69 TC LATERAL SUPPORT <- 12"OC. UON. LOADING • BC LATERAL SUPPORT <. 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD . 32,0 PSF DL ON BOTTOM CHORD m 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIREC;'BRG AREA OVERHANGS: 12.0" 2.7" TOTAL LOAD • 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. .(SPECIES) 0'- 0.0" -10/ 297V -86/ 2320 5.50" 0.48 KDDF ( 625) LL • 25 PSF Ground Snow (Pg) 3'- 6.2" 0/ 36V 0/ OH 5.50" 0.06 ROOF ( 625) 3'- 8.2" -207/ 305V 0/ OH 1.50" 0.39 KDbF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.0" -83/ 118V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COND. Design c ec e. or net(- par) up >. t at 4 'or spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL . -0.002" 8 -1'- 0,0" Allowed- 0.100" -1 MAX IL CREEP DEFL • -0.003" 8 -1'- 0.0" Allowed;- 0.133' MAX LL DEFL • 0.000" 8 0'- 0.0" Allowed>" 0.022" MAX TL CREEP DEFL " 0.000" @ 0'- 0.0" Allowed :" 0.030" js MAX TC PANEL LL DEFL - 0.007" 8 2'- 2.3" Allowed." 0.286" MAX BC PANEL TL DEFL- -0.005" @ 1'- 11.9" Allowed a 0.189" 12 MAX HORIZ. LL DEFL - -0.003" @ 7'- 8.2" 10.00 MAX NORIZ. TL DEFL - -0.003" 8 7'- 8.2" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. cm0 <=, Wind: 140 mph, h•22.5ft, TCDL-4.2,BCOL-6,0, ASCI 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, ME'RS(Dir), < I load duration factor.l.6, , � 51 Truss designed for wind loads j in the plane of the truss only. f I rn ( o 0 ►� ►'� -1 M-3x4 • 1 . y y 1-00. 3-09 4-02-11 [PROVIDE FULL BEARINGIJts:2,5,3,41 JOB NAME : 5019-D POLYGON - AJ4 Scale: 0.4119 `t�< `yGIN a}b��gF66-, WARNINGS: GENERAL NOTES,unless otherwise noted: w� �'tnn + r t 07 1.Balder end erection oontractorshould be advised of e8 General Notes 1.This design Is based only upon the parameters shorn and Is for an Individual - 9G P�, 'r f.'" Truss: AJ 4 and Warnings before construction commences. building component. f designparameters and proper 2.2n4 compression web bracing must be Installed where shown+. Incorporation of component Is the respoasiblly of the building designer. DES. BY:: MJ 3.Additionaltemporarybracing to insure stability during construction2-Design assumes the top end bottom chords to be laterally braced at • is the responsibility of the erector.Additional permanent bracing of 2'H.O.and at to'on,respectively unions braced throughout their length by ,, ,/ ,!` ., owImpact sheathingsuchlbraraigplywood gheet shown drywal(BC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral braGnO requited where strown++ SEQ. : 6126049 4.Na load should be applied to any component until after all bracing and 4.Instigation of truss is the responsibility of the respective contractor. OREGON fasteners are complete and aloe time should any bads greater than 5.Design assumes trusses are to be used In a noaoorroaNe environment, ,�,': fid" �� TRANS 1 D: 413 216 design bads be rippled to any component. end ere for'dry condition`of use. / ' 5.CompuTOR hes no control over and assumes no responsibility for the e,Design aseamea fug bearing at at suppods shown.Ehun or wadge H V.743'/�s .7 4 URI 1!I 1i 1R1 EI 11II feb ication,handling,shipment and installation of components. 7.Design assumes adequate dr lnege is provided. <'�Aly'„ F'P I�II�ill)1111{I I I'i�'lll� f�'�11 I II S.This design Is famished subject to the amitefu ns set forth by S.plates shelf be located on both faces V truss,and placed so their weather , 1 1 TPWYFCA In SCSI,copies of which mil be furnished upon request. Roes coincide will Join center linea. MTekUSA Inc,lCampuTnisSoftware 7,6,6(IL)-E 1o.For basic connecctoee rpreted signvotoessee ESR•1311,ESR-1088 frelp EXPIRES:12/31/2015 Igtr��IIIIM HI This design prepared from computer input by 0(jy a` PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4NR/DGF/Cg"1.00 TC: 2x4 RUDE IllSBTR LOAD DURATION INCREASE " 1.15 1-2"( 0) 72 2-6-(0) 0 BC: 2x4 ROOF O14BTR SPACED 24.0" O.C. 2-3-4-388) 351 f 3-4-4-214) 168 j TC LATERAL SUPPORT <- 12"OC. VON. LOADING 4-5-1 -66) 30 ! BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSP DL ON BOTTOM CHORD - 10.0 PSF ' OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. '.(SPECIES) LL - 25 PSF Ground Snow (Pq) 0'- 0.0" -13/ 303V -111/ 296H 5.50" 0.48 KDJF 1 625) 3'- 6.2" 0/ 38V 0/ OH 5.50" 0.06 HOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -200/ 277V 0/ OH 1.50" 0.35 51DF ( 625) REQUIREMENTS OF TBC 2012 AND IRC 2012 NOT BEING MET, 7'- 8.2" -162/ 241V 0/ OH 1.50" 0.31 KCS)F ( 625) 9'- 11.7" -29/ 47V 0/ OH 1.50" 0.01 SOF ( 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 spacinq.t VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.002" 8 -1'- 0.0" Allowed r 0.100" MAX TL CREEP DEFL - -0.003" 4 -1'- 0.0" Allowed - 0.133" !' MAX TC PANEL LL DEFL - 0.005" 4 1'- 10.0" Allowed.- 0.286" MAX BC PANEL TL DEFL - -0.004" 8 1'- 11.9" Allowed - 0.189" MAX HORIZ. LL DEFL - -0.005" 8 9'- 10.4" MAX HOAR. TL DEFL - -0,005" 4 9'- 10.9" NOTE; Design assumes moisture content does 12 / not to exceed 19% at time of manufacture. 10.007 Design conforms to main windforce-resisting system and components and cladding criteria. rn Wind: 140 mph, h-23.4ft, TCOL-4.2,BCDL-6.0, ASCE.7-10, o r (All Heights), Enclosed, Cat,2, Exp.B, M4ieRS(Dir), m load duration factor-1.6, II Truss designed for wind loads c0in the plane of the truss only. • . M t (r 0 o M-3x4 k 1-00 j 3-09 l 6-02-11 l [PROVIDE FULL BEARING;Jts:2,6,3,4,3 ` REO .PR OF6•, JOB NAME : 5019-D POLYGON - AJ5 <G... �! � Ss�`' Scale: 0.3515 • y {G O: WARNINGS: GENERAL NOTES,unless otherwise noted:Builder .#/g6/11r: 9. 1.Builder and emotion ton contractor she ukl be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 92.O P rE ` Truss: AJ5 mid Wammgs before construction commences. building component.Applioablgtyof design parameters end pamper 2.2x4 compression web bracing must be Installed where showm+. Incorporation of component Is the responsibility of the bunging designer. . , 2.Design assumes the lop and bottom chords to be lateral y braced d , 3.Additional temporary bracing to Insure stability during construction 2'n c.and at 1g'e,u.reeUedMely unless braced throughout lhah lenggth by 46111100! ' DES. BY: MJ is the responsibility of the erector.Additional permanent bracing 0 continuous sheathing such as plywood sheethmg(1C)andror drywag(BC). j� DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON' 4.No load should be eppOed to teeny component until after ail bradng and 4.Installation of truss Is the responsibility of the respective contractor. .7 - ,ppig to S EQ. : 6126050 fasteners are complete codeine Ume should any loads greater lawn 5.Design assumes trusses are to be used Ina non•conoslve environment f' �l • design loads be applied to any component and aro for"6y Ceod0.bn"of use. --b; ''r 14 20 '.h� TRANS I D: 413 216 5.CompuTrus has no control over and assumes no responsmtty for the s•aDesign fo notes on bearing at et suppo rts shown.Shan armada,g A. eiy I' 6.This fabrication, sign Ihandling, fu ished subject oipment che limitation seInstallation of t forth by onents. H.Plates shall be located on botch feces of w�end placed so their center /14$. Y/ -R} tA- {I 111111��I 1110 IINI ILII 110 11 11 MiTek USA.lrlaiCompuT 9 Software 7.6.6(1 L)to SCSI,copies of which wig be furnished )-E request.n 1 il lines ggy con size Joint design values see ESR-1311,ESR-191l8(MRelr) r IIIII q plate EXPIRES: 12/3.1/2015 iIIIIIIIIIIlII This design prepared from Computer input by t PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-08-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 416BTR; 20-08-00 GIRDER SUPPORTING 42-00-00 FROM 0-00-00 TO 13-08-00 1- 2-1-10218) 2500 10-11=1 -276) 1098 10- 1"(-8986) 2190 5-15=(-5908) 1062 2x6 KDDF 4148TR T1, T3 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=1-12050) 3038 11-12=(-2414) 10216 1-11"(-3058) 12618 6-15=(-))494) 6396 BC: 2x8 KDDF 11bBTR 3- 4-) -9220) 2374 12-13-(-2756) 11252 11- 2-(-6990) 1804 15- 7=( -1484) 1706 WEBS: 2x4 KDDF STAND; LOADING 4- 5-)-11422) 2964 13-14=(-2766) 11294 2-12-1 -902) 180 7-16=1 -078) 270 2x4 KDDF 41&BTR A; LL - 25 PSF Ground Snow (Pg) 5- 6=( -9040) 2328 14-15-(-2766) 11294 12- 3=1-1580) 6784 2x6 KDDF 62 8; TC UNIF LII 50,0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0"81- 7=1-11654) 2952 15-16=(-1904) 8082 12- 4-1-3632) 998 2x8 DF SS C TC UNIF LL( 100,0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 14'- 8.0"7F 8-1-11136) 2726 16- 8=1-1898) 8066 4-13=1 -528) 2606 • TC UNIF LL( 50.0)+DLI 14,01= 64,0 PLF 14'- 8.0" TO 20'- 8.0"87- 9-1 0) 72 13- 5-1 -624) 234 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LI) 0.0)+DL( 40.0)- 40.0 PLF 0'- 0.0" TO 20'- 8.0" V 14- 5=1 -520) 2652 BC LATERAL SUPPORT <= 12"OC. UON. BC UHIF IL( 500.01+DLI 340.01- 840.0 PLF 0'- 0.0" TO 13'- 8,0" V _- BEARING MAX VERT MAX HORZ BRG REQUIREC BRG AREA TC CONC LL( 250,0)+DL( 70.0)- 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) NOTE: 2x4"BRACING AT=24"CCUON. FOR TC CONC LL( 250,0)+DL( 70.01= 320.0 LBS 8 14'- 8.0" 0'- 0.0" -2468/ 10325V -147/ 1058 5.50" 16.52 KD0F ( 625) ALALL=FLAT=TOP CHORD... HORD=AREAS NOT SHEATHED ARIL: BC CONC LL+DL= 3564.0 LBS 8 14'- 8,0" 20'- 8,0" -1988/ 8182V 0/ OH 5.50" 13.09 KDDF ( 625) wwwwwwOVERHANGS: 0.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Caution: Note bearing area requirements. ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR 1089E LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/1)9 nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0,102" 8 8'- 10.7" Allowed'. 0.988" I 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL - -0,263" 8 11'- 11,0" Allowed - 1.317" 9" oc in I row(s) throughout 2x4 top chords, MAX LL DEFL - -0,001" 8 21'- 8.0" Allowed'" 0.100" pro5" oc in 2 row(s) throughout 2x8 bottom chords, 8 HANGER. BY OTHERS TO APPLY MAX TL CREEP DEFL = -0.001" @ 21'- 8.0" Allowed = 0.133" (111 9" oc in 2 row(s) throughout 2x6 webs, CONC. LOAD(3) EQUALLY TO ALL MEMBERS. 1 9" oc in 1 raw(s) throughout 2x4 webs, MAX HORIZ. LL DEFL= -0,027" 8 20'- 2.i" MAX HORIZ, TL DEFL - 0.056" @ 20'- 2..t" 2-04-13 3-06-14 8-08-10 5-11-11 f T '( 1 T NOTE: Design assumes moisture content does 2-08-05 3-03-06 2-07-09 3-03-13 3-00-05 2-06 3-02-11 not to exceed 191 at time of manfacture. f 12 0206 1 T i X204 T f Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.00[7M18MS-5x16 a 10.00 1 M-3x5 M-3x10 M18RS-5X16 Wind: 140 mph, h-21.7ft, TCDL=4.2,BCOL=6.0, ASCE; 7-10, 4 5 • (Al] Heights), Enclosed, Cat.2, Exp.B, MY_115(Dir1, T3 %m w load duration factor-1.6, i �� Truss designed for wind loads in the plane of the truss only. t M-6x10 M-3x5 M-7x10 1 A p a, m T1 ��, r .« B�� M-5x16 ca ca _ " to t n „.4.. _ _ tpi,_ , : -- 10 11 12 1'! ' �� 1151 16 1 M-3x10 M-8x10 0.25" M-3x10 M-8x10 M-1,5x3 .-.:M-10x10 =M-10x10(5) ,1 Y l y 1 1,35644 8 1 y 2-04-13 3-02-02 3-03-13 3-00-05 3-02-01 2-06 3-00-15 1 1, 1 20-08 WEDGE REQUIRED AT HEEL(S). 1-00 tt JOB NAME : 5019-D POLYGON - B1 Scale: 0.2552 `c, Nral�N a��`..1 WARNg4G8: GENERALNOTESS,unless otherwise noted: �I� '/I/t5/[TY'N5/t I -v.� 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the pparwnetew sham and is for an Indhddual !,92 4)I.P E r' Truss: B1 and Warnings before construction commences. building component Applicability of design parameters and proper . : 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility or the building designer. DES. BY: MJ 3.Additional temporary bracing to Insure stability during C(nelnrplon 2.Design assumes the lap and bollen chords to be laterally braced at ' Is the responsbillry or me erector.AddA)onei permanent bracing of 2's.c,and at 10'n o,respectively unless braced throughout their length by ..r - DATE: 11/26/2014 the overall structure Is the responsibility of the bold designer, cobmpost sheathingsuch)as B acing re meet whereGs ownortlryweg03C). Q p ry Ing g 3.lx Impact bridging or lateral bracing required dui, s.contractor. fasteners I... SEQ. : 6126052 4.No bad should be applied to any component until after lel bracing and 4.installation of truss is the responsibility i the respective contractor. y (�R ('�� v fasteners are complete and at no gree should any toads greeter then 5.Design assumes trusses ere to be used In a non.cortasNs environment, Pi . !rl, � flit., ;`. TRANS I D: 413 216 design loads be applied to any component. end are for'dry condition"of use, / ..�Q, 6,comp,tiion hes no control over and assumes no responsbAKy for the 8,Design assumes fail Dealing at ail supports shown.Shhn or wedge g d • 1.4 .YA^ fabrication,handling,shipment and Installation of components. necessary. Is provided, f� S 6,This design Is furnished"cation to the Amdations set forth by H.)'tele shall be located on botuate h facets Isms, d placed so their center R j t"� I IIIIII II I IIID IIII III I H it II11IIII TPONTDA in SCSI,copies ofwhmhwidbe furnished upon request mos coincide wine jointcenterin inchlines. MiTek USA,Inc.ICompuTrua Software 7,5.6(1 L)-E es. 1 o.For basic connector plate design Muss see ESR-1311,ESR4688 @llTek) EXPIRES:12/31/2015 I . .. 11E11111 This design prepared from computer ,input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 451R/DDF/Cq-1.00 TC: 2x4 ROOF 81681K LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-4-(G) 0 BC: 2x9 RODE IliBTR SPACED 24.0" O.C. 2-3-(-56) 53 1 TC LATERAL SUPPORT <- 12"OC. UON. LOADING ' BC LATERAL SUPPORT G" 12"OC. UON. LL( 25.0)401( 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.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -51/ 296V -231 81H 5.50" 0.47 KCDF ( 625) 1'- 10.9" -117/ 108V 0/ OH 1,50" 0.17 KCDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ 0H 5.50" 0.08 KLDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'ND. : Des gn checked or net( ps ) up t at 4 "or spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.• VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/16) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOPMAX LL DEFL - -0.002" 8 -1'- 0.0" Allowed.- 0,100° 1-11-11. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" 8 -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL - 0,003" 8 1'- 0.0" Allowed; 0.131" T T MAX TC PANEL TL DEFL - -0.004" 8 1'- 1,5" Allowed = 0.196° MAX BC PANEL LL DEFL - 0.008" 8 2'- 8.6" Allowed'4 0,254" 12 MAX BC PANEL TL DEFL - -0.021" 8 3'- 3.8" Allowed = 0.339" 10.00 7 MAX HORIZ. LL DEFL • -0.000" 8 1'- 10.9' MAO HORIZ. TL DEFL = 0.000" H 1'- 10.S" NOTE; Design assumes moisture content does -te not to exceed 19% at time of mancfacture. Design conforms to main windforce-resistitg system and components and cladding criteria. �� a, Wind: 190 mph, h-20ft, TCDL-4.2,BCDL-6,0, ASCE 7-10, o (All Heights), Enclosed, Cat,2, Exp.B, M1,FP.S(Dir), of load duration factor-1,6, o Truss designed for wind loads ce in the plane of the truss only. I M"-- 1 Iar C.T tl o,r.. ►�� ►�',4 M-3x4 F i.1 i. Y Y Y 1-00 IPROVTDE FULL BEARING;Jts:2,1,41 6-00 JOB NAME : 5019-D POLYGON - BJ1 Scale: 0.6655 `5� ,\A 'Ne `r/A WARNINGS; GENERAL NOTES,unless othervdse noted: 1Z'' IAf� �r7 t -v 1.Bidder and erection contrarian should be advised of a0 Cenerel Notes 1.Thin design la booed only upon the parameters shown and Is for an Individual a R 2••P E 9I.- Truss: Truss: BJ 1 and Winnings before construction commences, building component,Apdicabilfty of design parameters and proper • • 2.2s4 compression web bracing must be installed where shown+. Incorporation of component b the responsibility of Me building designer. /� • 2.Design assumes the top and bottom chords to be late reify braced et DES. BY: MJ ts the reeponslblRty of the erector,Addgbnal permanent braning or 3.Additional temporary bracing to Insure stability during construction 2'OA and at 10'one.respectivelyunless braced throughout trek[math by cenlbiugus sheathing such es plywood sheathing(TC)and/or drywuH(BC). f • DATE: 11/26/2014 the overall structure Is the responsibility of the bulking designer, 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be epoled Io any component until after all bracing and 4.Instesetlon of taus Is thereonatbnty of the respective contractor, '7 Q R.E.00N ^V SEQ. : 6126053 fasteners am complete end at no time should any loads greater then 5.Design assumes tresses era to be used a e noncorrosive environment, � �Q Q'Y. As' TRANS ID: 413 216 design toads be applied a any component and era for.•dre condition'of use. '' tom) • s.CompuTnrs hes no control over and assumes no responsibs8y for the e.Designesassumes full bearing at all mappens shown.Shinn or wedge Y '40 Al L.1'Q� t - C- febdcatton.handling.shipment end Installation of components. 7.Design assumes adequate drainage 0 provided I n 10- e.This design Is famished subject to the hmltegone set font by 8.Plates shag be located on both races of inn,and placed so their center ' IIIIIII VIII IIT IIMM 11 TPWVCCA in KIK comes of which VIII be furnished upon request a Oigfstacoincide aiau"siize of lOH ate ler Eno.e. EXPIRES;12/3112 15 4 1 MTek USA lnciCom UTNS Software 7.8.5(11)E 10.For basic connector pate design values use ESR-1311.ESR-1988 QAReW III 11NI This design prepared from computer iinput by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 PIAXMBER FORCES 4NR/DGF/Cq=1.00 TC: 2x4 RODE 9168TH LOAD DURATION INCREASE- 1.15 ME1-2=( 0) 72 2-4-(0;) 0 BC: 2x4 KDDF #105TH SPACED 24.0" O.C. 2-3-(-91) 52 TC LATERAL SUPPORT <- 12"0C. VON. LOADING ! BC LATERAL SUPPORT <- 12"0C. VON. LL( 25.0)+014 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED ERG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD - 42.0 PSF 0'- 0.0' -27/ 347V -44/ 132H 5.50" 0.55 ROOF ( 625) 3'- 10.9" -125/ 135V 0/ OH 1.50" 0.22 KIDF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0,0" 0/ 58V 0/ OH 5.50" 0.09 ((EDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND. 2: Design checked dor net(-5 psf) uplift at 24 "oc spec ng,J REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/100 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - -0,002" 8 -1'- 0.0" Allowed 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed'- 0.133" 3-11-11 MAX LL DEFL - 0.000" a 0'- 0.0" Allowed: 0.079" MAxt4T5C PANEL TL ELI, DEFL - 0.025" E 2'- 2.2" Allowed: 0.305" 12 MAX BC PANEL TL DEFL - -0.035" 0 3'- 1.4" Allowed'- 0.339" 10.007MAX 10RIZ. LI. DEFL- -0.001" F 3'- 10.5" 14AX MORIZ, TL DEFL - -0,001" 0 3'- I0.5" NOTE: Design assumes moisture corltent does not to exceed 193 at time of manciacture. Design conforms to main windforce-resistid0 system and components and cladding criteria, n Wind: 140 mph, h-20.9ft, TCDL-4.2,BCDL-6.0, ASCE,7-10, o (All Heights), Enclosed, Cat.2, Exp,B, MVFRS(Dir), 1 load duration factor-1.6, en Truss designed for wind loads in the plane of the truss only. M t 0 0 Pm-1=0 4 "'r 14-3x4 i ; y y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,3,4( JOB NAME : 5019-D POLYGON - BJ2 ,ci:1, PRoFF . Scale: 0.5693 OA 1GI7N,/(�/11".=97 WARNINGS; GENERAL NOTES,unless otherwise noted; 'y7/fir ((I �/ 1.Builder and 0/8C110/1 contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ' �j'� Truss: B J 2 and Warnings before construction commences, building component,Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown a. Incorporation of component Is the responsibility of the building designer. ;/ 3.Additional temporary bracing to insure stability dude construction 2.basion assumes the top and bottom chords to be lateral braced at DES. BY: MJmp ry g r g N i4 " Ls the responsibility of the erector.Additional permanent brining of T o,a end of 10`o,a,respectively plywood urticas braced throughout their length by DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.continuous Impac sheathingsuchlateral bauremwhere sown QryWBg C. 4.No toad should be e x Impact brttlgmg orthe rebracing required where shown*+ ) Y " n SEQ. : 612 6 0 5 4 applied to any component until after all bracing and 4.installation of truss is the r responsibility of the respective contractor, y OR l Q�� • jV fasteners are complete and al no Hine should any loads greater than 5.Design assumes trusses are to be used In a non.cormaive environment, . .L, TRANS 1 D: 413 216 design bads be applied to any component. and are for'dry condition"of use, 5,CompuTfuo hes no control over and assumes no responsibility for the H.Design assumes full bearing al att supports shows,Shim or wedge It Q �,/4 �� fabrication,handling,shipment and installation of components. 7.Design a.massumes adequate drainege is provided Pi s e�• �� II�1 IIID I I I IF III�I�� IIf f�I) H.Thle design Is furnished sublet to the limitations set forth by a.Plates shall be located on both faces of hos,and placed so their center • `+RI y� V TPIs d oCA In SCSI,copies of Web will be furnished upon request. coincide Jointtpcenter tines. MiTek USA,InalCompulruo Software 7.6.6(1 L)-E 10.For bum Indicate size d desIn iges, n see ESR-tall,ESR-leas(MiTeq EXPIRES:12/31/2115 1 •1111111111 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: 2x4 ROOF 91aBTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2-4=(0.) 0 BC: 2x4 KDDF 01UBTR SPACED 24.0" O.C. 2-3=(-137) 115 i TC LATERAL SUPPORT O. 12"OC. 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 BRG 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" -34/ 402V -66/ 185H 5.50" 0.64 K1DF ( 625) 5'- 9.2" 01 77V 0/ OH 5.50" 0.12 HOF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -106/ 168V 0/ OH 1.50" 0.27 KCDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or apacrng.l 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 - -0.002" @ -1'- 0.0" Allowed,= 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed'r 0.133" MAX TC PANEL LL DEFL - 0.161" @ 3'- 7.2" Allowed:= 0,479" 5-11-11 MAX TO PANEL RI DEFL - -0.145" 0 3'- 4.9" Allowed . 0.718" MAX HORI2. LL DEFL - -0.002" 8 5'- 10.5;" MAX HOAIZ. IL DEFL " -0.002" @ 5`- 10..0 NOTE: Design assumes moisture content does 12 )j not to exceed 19% at time of manufacture, 10.00(7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h•21.7ft, TCDL"4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, Mk0RS(Dir), load duration factor=1.6, 0' Truss designed for wind loads n in the plane of the truss only. • cu t ( rn • r M ..a a M-3x4 i ; l 1-00 } y 6-00 IPROVIDE FULL HEARING;,Its:2,4,31 • � c.pPIOF�4e QIN. JOB NAME : 5019-D POLYGON - BJ3 sale: 0.468E � .tN s% GENERAL NOTES,unless otherwise noted: 4., r�rr��yyy51rr��°' WARNINGS: - 1PE ' { 1.Builder and erection contractor should be advised of ail Oenerel No1e9 I.This design is based only upon the parameters shown and I for en indNidual ;. Truss: BJ3building component.A abil efparameters and proper // and compress beton racing must commences.M9Applicability design P 2.2x4 compression web bracing be Metalled when shown+. Design assumes of component h the responsibility of the bustling Sesioner. 3.Additional temporary bracing to insure stability during construction 2.Design tiro top sect velybotts looschoBa to be laterally braced e 2'o.a and at 10'ac.respectively unless braced threugheM their ie by ,.�.� ' DES. BY; M ' in The responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat ). er ^� DATE: 11/26/2014 the overall awudure Is the responsibility el the building designer. 8.2x Impact bridging or lateral bracing required where shown.4 �REUQ�' 1-f. �(/� . 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective oomrecter. S EQ. : 6126055 fasteners are compete and at no time should any meds greeter than B.Design assumes misses are to be used in a non-coaosle envkonment, � • y,y ��\. l,. design loads be applied to any component and are for•city condltbn"of use, �. .1.4{ A1T- TRAN S T D 413 216 5.CompuTna baa no control over and assumes no responsibility for the 8.De sse assumes full bearing at es supports shown.Shim or wedge if Qji" tabdatbn,handling,shipment and Installation of components. T.Design assumes adequate drainage In provided. RIO- Ines coincide with Mint Center lines. . {N! I I' t1(i�, {1/1 e.This design Is furnished alibied to the Imitations set fenh by e.Plates shall be located on both feces Minim,end paced as'heir center IIII 1111 11111 IIIA 11111 VIII II I I ILII MiTek SA,Inc,/CortpuTrus Software of which will be furnished 6 6(1 L))-oE request. 10.Digits rrbbaindicate ck nn size plate designlvalues see ESR-1311,EOR-1989 VITA) ` H i VIII{{{VIII'[[[ AAA) NII 111 EXPIRES:1�13172ti15 11I(I(I1(IlI! - This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4HR/DDF/Cq-1.00 • TC: 2x4 KODF 9I4BTR LOAD DURATION INCREASE - 1.15 1-2-1 0) 72 2-5-(0) 0 BC: 2x9 KDDF 814BTR 9PACED 24.0" O.C. 2-3"(-249) 222. 3-4-) -911 37 TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"0C. UON. LL) 25.0)toL( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSI' BEARING MAX VERT MAX HOAX BRE REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIEE SQ.IN. %(SPECIES) 0'- 0.0" -24/ 378V -88/ 2389 5.50" 0.60 RODE 1 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 IQPDF ( 625) 5'- 11.2" -223/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ 3V 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I. BOTTOM CHORD CHECKED FOR iOPSF LIVE LOAD, TOP (COND. 2: Design checked for net(-5 pads uplift at 24 and spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/183 MAX IL DEFL - -0.002" @ -1'- 0.0" Allowed,- 0.100" -r MAX TL CREEP DEFL - -0.003" @ -1'- 0,0" Allowed:= 0.133" MAX TC PANEL LL DEFL - 0.095" @ 2'- 11.8" Allowed L 0.481" y10.007 - MAX TC PANEL TL DEFL - -0.077" @ 3'- 2.4" Allowed," 0.722" MAX HORIZ. LL DEFL " -0.003" 0 5'- 11.2" MAX HORIZ. TL DEFL - -0.003" @ 7'- 10.97" • NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture, Design conforms to main windforce-resisting system and components and cladding criteria, Wind: 140 mph, h-22.5ft, TCDL-4.2,BCDL-6.0, ASCE.7-10, tr. (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), i load duration factor-1.6, } o Truss designed for wind loads rI in the plane of the truss only. t i I rn Cw O i 'yO .. y ,l ,k y 1-00 6-00 1-11-11 • (PROVIDE FULL BEARING)Jts:2,5,3,4j JOB NAME : 5019-D POLYGON - BJ4 Scale: 0.4119 � No�R.o,�F�,so. ,� a(Nv r. WARNINGS; GENERAL NOTES,unless othenvise noted: ft 11.1251T ? I.Budder end erection contractor should be advised of all General Notes 1.This design Is based only upon the paremetersshovnr end is for an IndMduai a P E Truss: BJ4 and warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+. Incorporatton of component Is the responsibility alb.building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: MJ 2'o.c.and at 10'0,4.respectively unless braced throughout lhelr length b is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryrre8(BC).y DATE: 11/26/2014 the overeg structure Is the responsibilityof the building designer. 3.lx Impact bridging or lateral bracing required where shown.+ n f SEQ. :rrb� 612 6 0 5 6 4.No bad should be applied to any component until after all bream and 4.Instal/anon of truss is the responebrtdy oftbe respective contractor. ! A_v RE Q i v, fasteners are complete and at no thee should any loads greeter man 5.Design assumes trusses are to be used In anon eoaoehro environment, 71,-- 7 a,. s TRANS I D: 413 216 design bads be applied to any component. 8.Deessign assumes fun Airy basting ion"of al ail supports shown.Shim or wedge C ' " i•4 `�� t:', 5.CompuTrue has no control over and assumes no responsibility for the necessary a .' fabrication,handling,shipment and instauation of components, 7.Design assumes adequate drainage Is provided. SEPRO, (t�eej 8.This design Is furnished ousted to the Imitations set form b y 8.Plates shell he located on both faces of truss and placed so their center I�ItU III)011100�I�'I �� (II! 7PIANFCA In SCSI,copies asMlch will be furnished upon request. lines coincide with joint centerlines. ()[f 9.Olgda Indicate size of plate In Inches. Wok USA,Ino./CompuTrusSoftware 7.6.6(1L)•E in,For Sonic ceenarin,plate desIgn mines see ESR-1311,SER-1088(Weld EXPIRES:12/31/2015 I1111111III11I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4HR/DDF/Cq-1.00 IC: 2x4 ROOF 016BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-5-(Q) 0 BC: 2x4 KDDF 916BTR SPACED 24.0" O.C. 2-3-(-336) 303 3-4.1-109) 56 TC LATERAL SUPPORT <- 12"0C, UON. LOADING . BC LATERAL SUPPORT <- 12"0C, UON. IL( 25.0)+01( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD - 10,0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. '(SPECIES) 0'- 0.0" -22/ 375V -111/ 296H 5.50" 0.60 KDDF ( 625) LL - 25 PSE Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 HOOF ( 625) 5'- 11.2" -261/ 392V 0/ OH -1.50" 0.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -63/ 93V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND SRC 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 - -0.002" 0 -1'- 0.0" Allowed 0.100" -, MAX IL CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed a 0.133" MAX TC PANEL LL DEFL - 0.064" @ 3'- 4.9" Allowed 0.481" �� MAX TC PANEL TL DEFL .. -0.072" 0 3'- 2.4" Allowed)- 0.722" MAX HORIZ. LL DEFL- -0.005" @ 9'- 10.9" MAX HORIZ. TL DEFL - -0.005" @ 9'- 10.9" NOTE: Design assumes moisture content does not to exceed 199 at time of manufacture: 12 Design conforms to main windforce-resisting 10.00 p system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MKFRS(Dir), o load duration factor-1.6, I Truss designed for wind loads o in the plane of the truss only. {, t oft 1 t I 1 I f t rti •citt ca M-3x4 r ,1 ,1 /- 1-00 6-00 3-11-11 IPROVfDE FULL BEARING,cIts:2,5,3,41 JOB NAME : 5019-D POLYGON - BJ5 9/209' etiN , Scale: 0.3515 t WARNINGS: GENERAL NOTES,unless otherwise noted: "I/I 2,pCq 1.Builder and erection contactor should be advised of all General Notes 1.This design Is based only open the parameters shown and Is for an individual - � r L Truss• BJ5 and Wamlegs before construction commences, building component Applicability of design parameters and proper 2.2x4 tonere-Won web bracing must be Installed where shown*. Incorporation of component Is the responstWpy of the building designer. 3.Additional temporary bracing to Insure stability dudrp combuc5on 2.Design assumes the top and bottom chords to be laterally braced a DES. BY: MJ Is lite responsibility of the erector.Additional permanent bracingof I o.c.and at 10'o ft respeolvely unless braced throughoutthelr I by �", •�•� continuous sheathing such as plywood sheathIng(IC)and/or drywall(GC). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact brdging or lateral bradnrqp required where shown++ �1*O 4.No load should be applied to any component until after se bradng and 4,Installation of truss Is the responsibility of the respective cadrector. • �;'. t7.- <C/ 4. � SEQ. : 6126057 fasteners are complete and at no time should any loadsgreater than 5.Design assumes trusses are to be used In a non•Orrosive environment. /�v Al.k 2d 47 '. T RAN S ID: 913 216 design loads be applied to any component. end are for"dry condition"of use. V { • 5.Co Trus has no control over and assumes no responsibility for the e.Design eesemee(ug beaRn5 at ell suppoRt shown.Shim orwedge If 7'4 F- fabrlcation,handling,shipment and toatagaBoe of components. siggns necessary. 1�R`0- 7.Design assumes adequate drainage ie truss, B.This design is furnished subject to the lirmlatlars set forth M 8.Plates shah be locate(dpon both tecta o 1ross,and placed so their center A In SCSI,copies of which will be furnished upon 111111111111111111 MtTek SA (ncJCompuT a Software 7.6.6(11.)-Erequest 1lines 0.Digits onneecor ohne deslints coincide with joint rign values see ESR 1311,ESR•I955(drrel) EXPIRES:12/31/2015 IOHIIIII1II This design prepared from computer input by III111111 111111 PACIFIC LUMBER-SC LUMBER SPECIFICATIONS 40-00-00 STUB NIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 RODE 814BTRI LOAD DURATION INCREASE ' 1.15 (Non-Rep) 1- 2-( 0) 84 2-11-(-1842) 5290 3-11-1 -142) 354 10-15'(-3912) 1384 2x6 KODF 8180TR T2, T3 2- 3-4-6104) 2080 11-12-(-2906) 7344 11- 4-1 -360) 1548 BC: 2x6 KDDF 01HBTR LOADING 3- 4-(-6046) 2122 12-13-f-2916) 7186 11- 6.(-2330) 1236 WEBS: 2x4 KDDF STAND; LL - 25 PSF Ground Snow (Pg) 4- 5"( 0) 0 13-14-(-2180) 5262 6-12=( 0) 376 • 2x6 KDDF82 A TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF (P- 0.0" TO 10'- 0.0" V 4- 6.4-5374) 1936 14-15-( -78) 146 12- 7-( 0) 340 TC UNIF LL( 100.01+DL{ 28.01- 128.0 PLF 10'- 0,0" TO 38'- 0.0" V 6- 7-(-7426) 2884 7-13-1-1578) 796 TC LATERAL SUPPORT <' 12"0C. UON. TC UNIF LL( 50.0)+OL( 14.01= 64.0 PLF 38'- 0.0" TO 40'- 0.0" V 7- 8.4-6040) 2392 13- 8=1 -346) 1670 BC LATERAL SUPPORT <., 12"0C. DON. BC UNIF LL( 0.0)+01( 40,01- 40.0 PLF 0'- 0.0" TO 40'- 0.0" V 8- 9.4-11661 482 8-14=1-4818) 2056 9-30-(-1442) 566 9-14-( -104) 314 TC CONC LL( 416.7)+01( 116.7)- 533.3 LBS 8 10'- 0.0" • 14-10'(-1124) 3200 t NOTE:- - - - 2x4 BRACING 24'0C VON. FOR TC CONC LL( 416.7)+01) 116,71= 533.3 LBS 8 38'- 0.0" ALL....FLATTOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX BOAZ BAG REQUIRED BRG AREA --'-_'-'-............------- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. '(SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1053/ 3438V -93/ 178H 5.50" 5.50 ODE ( 625) OVERHANGS: 20.0" 0.0" 40'- 0.0" -1477/ 3777V 0/ OH 5,50" 6.04 KOOF ( 625) 1 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Join together 2 ply with 3"x.131 DIA GUN OND. res lin c ec e. or net( ps up x t at oq spacsnq. nails staggered at: VERTICAL DEFLECTION LIMITS: LL-Ll240, TL-L/180 -'-- 9" oc in 1 row(s) throughout 2x4 top chords, HAX LL DEFL - 0.005" 8 -1'- 8.0" Allowed = 0.167" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL - -0.005" 9 -1'- 8.0" Allowed - 0.222" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL - 0.206" 8 19'- 0.6". Allowed - 1,954" 9" oc in 1 row(s) throughout 2x4 webs, MAX TL CREEP DEFL - -0.398" 8 19'- 0.6" Allowed- 2.606" 9" oc in 2 row(s) throughout 2x6 webs. MAX HORIZ. LL DEFL - -0.061" 0 39'- 9.2" .. For hanger specs. - See approved plans MAX HORIZ, TL DEFL = 0.097" 0 39'- 9.2" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criter ra, Wind: 140 mph, h-2L.7ft, TCDL-4.2,BCDL-6,0, ASCE/7-10, 9-11-11 28-00-10 1-11-11 {( (All Heights), Enclosed, Cat.2, Exp.B, N4:FRS(Dir), 5-01-04 4-04 0-0607 6-08-01 7-02-08 7-02-08 6-11-08 11 11-11 load duration factor-1.6, 1 Truss designed for wind loads in the plane of the truss only. 9-10-12 f 1,533.308 12 1033.302 6.00 C7M-7x8(5) M-4x64 5 M-33x4 i0,.25" M-3x8 M-4X6Q 10.00 UT3:,,. M-4x8 ) x34 0 + F M /7\4\ � x[4 A t M m • 0 t M o /M-3x8 M-3x8 1.25" 0.25 M-6x8 {e M-7x8(S) M-7x8(5) M-1,5x4 k b l 1. 1 t 9-03-08 9-09-02 9-07-06 9-09-02 1-06-15 ). 1. 1-08 40-00 JOB NAME : 5019-D POLYGON - Cl �, ° PR°� Scale: 0.1594 �3 t. • Itp765-'T La WARNINGS: GENERAL NOTES,unless otherwise noted: �� 1•']` 'f7' 1.Sulkier end erection contractor should be advised of all General Notes 1.This design is based only upon the perunelers shown end ts for en mdMduai �` 92��.1' ` Truss: C l and Warnings before vonalruotion commences. building component.Applkabmry of design parameters end proper 2,2e4 compression web bracingmust be Installed where shown+. Incorporation of component is the res responsibility toy of the barking designer. 3,Additional temporary bracing to stability during construction 2.Design assumes the top and bottom chords to d Warily braced at DES. BY: NJ Is the responsibility of the erector,Insure stanel permanent brining of 20 o.a and at 10'o n.respectively unless braced throughout their length by continuous sheathing such as plywoodaired mg(TO) drywall(BO). • -el • DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown own++ SEQ. : 6126059 4.No load should be sealed to any component urns after all bracing and 4.inataletlon of buss IS the responsibility of the ms pietism contractor, p OREGON fasteners are Complete and at no trate should any loads greater then 5.Design essumee busses are to be used In a nen.t0"eslve enwlrernnent. O�O!.f� TRANS I D: 413 216 design Mads be rippled to any component a era are for"dry condition'of use. o '9. A"4, . 5.CompuTrua has no control over and assumes no reaponsibstty for the •Design assumes foil bearing at as supports shown.Shin or wedge H Q L ./Q y .,: fabrication,handling,shipment and instillation of components. 7.Des n assumes adequate drainage to provided. ‘---ARRA-. 1 p 1 6.his design Is furnished subject to the limitations set forth by 8.Plates shalt be boatedonboth fates of truss,and placed so their center int center tines. 111 I�ILII�II(�II�I�) ISI III III 1111 M Te)TPIIINUSA,A tInc.fCompuT 5 Software 7.6.6(1 L)-E I,copies of whkh will be furnished upon request 10.For bask connectorlines coincide with tp%to design values sae ESR•1311,ESR-1088 pro)9.DigIts Indicate size of eta In itches. EXPIRES:12/31/2015 1111111III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 116BTR LOAD DURATION INCREASE - 1,15 1- 2-( 0) 84 2-11-1-1168) 2601 11- 3-( 0) 261 15-10-) -363) 1164 BC: 2x4 KDDF 815BTR SPACED 24.0" 0.0. 2- 3'(-3054) 1164 11-12-1-1170) 2604 3-12-) -447) 338 10-16")-1;654) 681 WEBS: 284 KODF STAND: 3- 4=(-2557) 1052 12-13=( -963) 2560 12- 4'( -200) 761 2x6 KDDF 12 A LOADING 4- 5-( 0) 0 13-14') -885) 2430 12- 6-) -592) 205 LL) 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSI 4- 6-(-2200) 1023 14-15-) -682) 1880 6-13-) -42) 158 • TC LATERAL SUPPORT <- 12"0C. UON, DL ON BOTTOM CHORD - 10,0 PSF 6- 7-(-2541) 1068 15-16-) -59) 76 13- 7-( -63) 271 BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD - 42.0 PSF 7- 8-(-2090) 881 7-14-) -638) 297 . 8- 9-( -849) 479 14- 8-1 -165) 819 - LL- 25 PSF Ground Snow (Pg) 9-10-(-1129) 485 8-15-(-1540) 560 NOTE: 2x4 BRACING AT 24"0C UON. FOR 9-15') -82) 434 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HOBO 8RG RBQUIREL BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. .(SPECIES) OVERHANGS: 20.0" 0.0" 0'- 0.0" -283/ 1886V -132/ 227H 5.50" 3.02 KDDF ( 625) • 40'- 0.0" -205/ 1670V 0/ OH 5.50" 2.67 KDDF ( 625) •. For hanger specs. - See approved plans OND. Des qn checked for net(-5 ps ) up f at oc spacing, VERTICAL DEFLECTION LIMITS: LL'L/240, TL-L/183 MAX LL DEFL - 0.022" 0 -1'- 8.0" Allowed a 0.167" MAX TL CREEP DEFL - -0.021" 8 -1'- 8.0" Allowed - 0.222" MAX LL DEFL - 0.174" 8 18'- 9.0" Allowed'= 1,954" MAX TL CREEP DEFL - -0.326" 8 18'- 9.0" Allowed - 2.606" MAX HORN. LL DEFL - -0.070" 0 39'- 9.2" MAX HORIZ. TL DEFL - 0.109" 0 39'- 9.2" NOTE: Design assumes moisture content does not to exceed 194 at time of manufacture, Design conforms to main windforce-cesistirg system and components and cladding criter)s. 13-03-11 22-08-10 3-11-11 f '1. Wind: 140 mph, h-22,5ft, TCDL=4.2,BCDL=6.0, ASO 7-10, 6-10 6-01-04 0-04 07 5-05-04 5-09-11 5-09-11 5-07-15 3-11-11 (All Heights), Enclosed, Cat.2, Exp,B, M1}FRS(Dir), '1 T 'f4 1 '( T ' T load duration factor-1.6, 13-02-12 Truss designed for wind loads in the plane of the truss only. 12 M-5x6(S) .M-4x67110.00 • M-4X6 M-3x4 0 25" M-3x5 Q 10.00 6.00 07" s 6 yy a ` . M-5x6(S) 41 0.25" M-3M-32(5 , 3 + /\\/\ -1 • r^ Arn co 0 0 ,... M o ( 13 ( a 156.E I /M-3x8 M-1.5x3 1.25" M-3x4 0.25' M-3x8 o M-5x8(5) M-5x6(S) M-1.5x3 • 1 6-08-04 l 6-01-04 y 7-10-11 1- 7-08-15 l 7-10-11 k 3-08-02 y F y 40-00 • 1-os r�O PR'0):Cao. . JOB NAME : 5019-D POLYGON - C2 h OjN f f Scale: 0.1596 • �N)J a, 44, WARNINGS: GENERAL NOTES,unless otherwise noted: 9 P' 1.Bolder and erection contractor should be etivlsed of all General Notes 1.This design Is based only upon the perimeters shown and is for an individual . �' -92,•p E ' . Truss: C2 and Warnings before construction commences. building oorrmonent Applicability ofdeeign parameters and proper f/� 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is rico responsibility of me building designer. , 2.Design assumes the top and bottom chords to be laterally braced a( DES. BY: MJ 3.Additional temporary bracing to Insure stability during construction T o,a and et 10'o.a respectively unless braced throughout tMklepn9gi�h"��by , '�• � , is ma renpenolbilty arms motor.Addhlonai permanent bracing of continuous sheathing such as plywood sheathing(TC)arrdlor drywea(ae7. (� DATE: 11/26/2014 the averse structure la the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ 4,No load should be applied to any component until eller all bracing and 4.Inatalation of truss is the responsibility of the respective contractor. 'p'.. OREGON .. , S EQ. : 6126060 fasteners are complete and at no time should any loads greater than 5.Design assumes Asses are to be used in a nen-covoslve environment 74. .ie ��Y hQ� .�� TRANS I D: 413 216 design boas be applied to any component, and are for'dty condnbn'of use. y 5.CompoTrus has no control over and assumes no responstbimy for the a,Desnecks Mdmea full bearieg at al supports shown.Shim orwadge if 7 rRAIL � ,P: (Motormen,handling,shipment and Inamllaeon of components. 7.Design assumes adequate drainage Is provided. r7 A I L 1I A a.This design is furnished subject to the&relations set forth by 8.Plates shall be locatedonboor feces s truss,and placed so their center �I VIII VIII 1111111111111 1III SII M Tekk USA,Inc.COmtn SCSI, pUTNa Software 7.13.6(11)-E of which will be furnished request. 9.lines b etc coincide plate designates.values see F,BR•1311.ESR-1988 fhaTak) 1,111 EXPIRES:12/31/2o15 • 11111111.1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq-1,00 i TC; 2x4 KDDF 810BTR LOAD DURATION INCREASE - 1,15 1- 2-( 0) 84 2-12-1-1326) 2620 12- 3-( 01 261 11-17=(-)1654) 832 BC: 2x4 KDDF TABTR SPACED 2-0.0" O,C. 2- 3-(^3054) 1398 12-13.1-1327) 2617 3-13-( -947) 278 REBS: 2x4 KDDF STAND; 3- 4-(-2557) 1317 13-14-(-1226) 2589 13- 4-( -215) 759 2x6 KDDF 02 A LOADING 4- 5.1 0) 0 14-15.1-1076) 2446 13- 6-( -594) 238 LL( 25.0)+01,( 7.0) ON TOP CHORD - 32.0 PSF 4- 6.1-2200) 1232 15-16-1 -838) 1885 6-14-( -42) 238 TC LATERAL SUPPORT (- 12"0C. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7.1-2552) 1307 16-17-( -64) 76 14- 7-( -154) 288 BC LATERAL SUPPORT <- 12"0C. 00(4. TOTAL LOAD " 42.0 PSF 7- 8-(-2090) 1048 7-15-( -638) 344 8-10-( -854) 559 15- 8-( -207) 832 NOTE~2x4-BRACING-AT-24.0C-UON.,-FOR-y LL - 25 PSF Ground Snow (P9) 9-10-1 0) 0 8-16-(-1551! 667 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11-(-1129) 596 10-16.( -51) 445 • ALL -------------AR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-11-( -478) 1164 '---'--'-----'-- LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUXREC BOG AREA OVERHANGS: 20.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. '(SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -374/ 1086V -132/ 22811 5.50" 3.02 HOOF ( 625) 40'- 0.0" -314/ 1670V 0/ OH 5.50" 2.67 KDDF ( 625) [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.l VERTICAL DEFLECTION LIMITS: 1,1-1/240, TL-L/163 MAX LL DEFL - 0.022" @ -1'- 8.0" Allowed 4 0.167" MAX IL CREEP DEFL - -0.021" 8 -1'- 8.0" Allowed i. 0.222" MAX LL DEFL - 0.211" 8 13'- 2.7" Allowed. 1.954" MAX TL CREEP DEFL - -0.326" 8 18'- 9.0" Allowed- 2,606" MAX HORIZ. LL DEFL - -0.079" 6 39'- 9.2?' MAX HORIZ. TL DEFL - 0.110" 8 39'- 9.2,' NOTE: Design assumes moisture content does not to exceed 191 at time of mancfacture. 16-07-11 17-09-10 5-11-11 Design conforms to main windforce-resisting ( /'-01-13 1 system and components and cladding criteria, 1 6-10 1 6-01-09 3-08-07f-01-09 5-09-11 5-09-11 3-07-15 2-01-13 3-09-14 ; 1 1 1 1 1 1 1 1 Hlnd: 140 mph, h-23.4ft, TCDL-4.2,BCDL'6.0, ASCE'7-10, 13 02-12 SUPPORT TOP CHORD AT 21.5 4-00 (All Heights), Enclosed, Cat,2, Exp.R, MTRS(Dir), 1 load duration factor-1.6, 1 1 5 12 9 1 Truss designed for wind loads ` 6.00(7 M-4x6 M-5x6(S) 12 in the plane of the truss only. • M-3x4 0.725" M-3x5 M-9x6q 10.00 M-5x6(5) ...n 0.25" M-3x5 1111111111111 3 ,. m mA co 0 ' t ca M-3x8 M-1.5x3 -(.25" M-3x4 0.25 M-3x8 *# M-5x8(5) M-5x6(S) M-1.5x3 ,1 3 y 3, 3 k 1 6-08-09 6-01-04 7-10-11 7-08-15 7-10-11 y 3-08-02 1-08 40-00 JOB NAME : 5019-D POLYGON - C3 ��RaI�gF��r;. Sale: 0.1556 `5' �rIiNC 1tL+7�(p +S'/.�Y WARNINGS: GENERAL NOTES,unlees omarw)ae noted � .. ±f�.7 (! ev 1.Builder and erection contractor should be adWsed of all General Notes 1,This design Is based only upon the parameters shown end Is tar an IndNMuel �' !92 p �(''" Truss: C3 and Warnings before construction commences. building component Applicability of design parameters and proper 2.boo compression web bracing must be Installed where shorn.. Incorporation of component h the responsibility of the building esigqner. DES. BY: MJ' 3,Additional temporary bracing to Insure stability doing consWction 2.Design assumes the top and bottom chortle to be lateraly braced of Is the responsibility of the erector.Additional permanent bracing of co2...„in and at eat h.o,retch en py plywood she a athin n)and/o drywa gth Ey441111V.- � N!•' .. DATE: 11/26/2014 the overall structure Is the responsibility of the building des nec 2x asheathing tertibracing required where s ownor drywaN ), / '�•! aP ty g 19 3.In impact bridging or th erai requires where shown++ 4y SEQ. : 6126061 4.No load should be tippled to any component until ager all bracing and 4.Installation Winos Is the responsibility of the respective contractor. .. :. OREGON t(j' fasteners are complete and el no time should any Wads greeter then 5.Design assumes trusses are use.be used in a non-corrosive em4ronmem, .4 4, 2oN1k r6' TRANS I D: 913 216 design loads be applied to tiny component, end aro for"Pry condition'of S.Compel,ua has no control over and sesames no responsibility for Me 8.Design assumes full bearing at all supports shown.Shim erwedge If s;,,r.M ,1.4. febtloetlon.handling,shipment and installation of components. 7.necessary. pro �i n t P n 8.This design Is furnished subject to the Nmltetloos set forth by 9.Plate shall be located ssuMea adequate both ffaaceeslof truss, nd placed so Imetr center '`'r?r?f.S^`" 1l��ll1�ll�I till 111 II PM�I Ill 1 MITo SAAMA nklc./CompuT SSoflware 7.EiCSI.copies of which will be m8.8(iL)-E request.upon O.fhes coincide with loint center Ones. or bask indicate of plate adin o designvalues see ESR-131 1,ESR-11118(MtTaiQ EXPIRES:12/31/2015 ThisPACIFIC LUdesignMBEpreR-BparedC from computer 5t.nput by I�I��IIII1�1 I{IiILUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 441R/DDF/Cq-1.0) TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE - 1.15 1- 2=(-2974) 1263 1- 8-) -998) 2604 2- 8-(-294) 1359 SPACED 24.0" O.C. 2- 3-)-2696) 1189 8- 9-) -731) 2179 8- 3-1-135) 1544 BC: 2x4 ROOF 5TAND 1EBTR 3- 4-(-1906) 971 9-10-) -725) 2133 3- 9-(-784) 485 WEBS: 2x4 ((DDTSLOADING 4- 5-1-1906) 971 10- 7-(-1003) 2535 9- 4=(-549) 1'280 5.0DL( 7.0) ON TOP CHORD - 32.0 PSI 5- 6-1-26961 1189 9- 5-(-784) ,485 TC LATERAL SUPPORT <- 12"0C. 110N. LL( 2 )+ DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-2974) 1263 5-10-1-135) '545 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LORD - 42.0 PSF 10- 6-(-294) 159 ** For hanger specs. - See approved plans 1,1 - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX H0R2 BRG REQUIRE BRG BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -243/ 16801/ -217/ 217H 5.50" 2.69 KLDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 40'- 0.0" -243/ 1680V 0/ 0H 5.50" 2.69 RODE 1 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND. Design c ec.e. or ne (- psf) up i t at 4 "ori spacing. VERTICAL DEFLECTION LIMITS: LIrL/240, TL.L/10 MAX LL DEFL - 0.177" @ 20'- 0.0" Allowed a 1.954" MAX IL CREEP DEFL = -0.324" @ 20'- 0.0" Allowed I- 2.606" ) MAX NORIZ. LL DEFL - 0.070" 0 39'- 6.5" MAX HORIZ. TL DEFL - 0.116" 0 39'- 6.5" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture, Design conforms to main windforce-resistir.)g 20-00 system and components and cladding criter$. 20-00 ) Wind: 140 mph, h-24,2ft, TCDL"4.2,BCDL-6.0, ASCE 7-10, 6-10-14 6-05-11 6-07-07 6-07-07 6-05-11 '( 6-10^l4 4 (All Heights), Enclosed, Cat.2, Exp.B, MhIRS(Dir), T T 12 load duration factor-1.6, 1 12 Truss designed for wind loads 6.00 p 14-4x6 X16.00 in the plane of the truss only. i 4.0" 4 .fs' M-5x6(S) ` M-5x6(5) 3.1 0.25" 0,25" ;. e to t ) ( +1 M-1.5x3 M-1.5x3 4, * ( IM-3x4- + .25" M-3x4 M-3x8 0 oM-3x6 1 M-5x8(5) 1 / y yl / 10-02-09 9-09-07 9-09-07 10-02-09 t J• 40-00 t.PR.p e;. JOB NAME : 5019-D POLYGON - C4 f•`<-�GIN `SJo. Scale: • 0.1605 WARNINGS: GENERAL NOTES,unless othemise noted: _92'i.PE�:'' '- t 1.Solider end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual and Warnings before concoction commences, building component.APWieabllityof design parameters and proper Truss: C 4 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility oldie building designer. . r 3,Additions'temporary bracing to insure Mobility during construction2.Design assumes the top and bottom chards to be lalsragy braced at t Z'0.0.and at 10'as respectively artless braced throughout thak Ion by /r4rr, -„ DE$• BY:: MJ Is the rssponaiNgh of the erector.Atldtionel pemnane l Crating of commweS sheathing such as plywood sheaihIng(TC)arWlor drywag ). n it DATE: 11/26/2014 the overall structure Is the responsibility of the billing designer. 3.2x Impost bridging or lateral bracing required whom shown 4* OREGON '' k/ 4.No load should be applied to any component until after at bredng and 4.Installation of trues Is the responsibility or the reapedive contractor. .�y/r� ..f. 2��a` �. SEQ. : 6126062 fasteners are complete end al no tlme should any loads greeter than b.Design assumes trusses are to housed m e nort.cenoslve environment, O. j 4 ^t design beds be eppiled to any compoerd, and are for"dry condition'of use. v ttzv,, TRANS z D 413 216B.Design assumes full beating at Misreports shown.Shim or wedge if 4./z'p is 1 >` 3.CompuTms has no control over and assumes no responsibility for the eecanoery r-1 t-(�y`' fabrication.handling,shipment and installeton of amponents. 7.Design assumes adequate drainage is provided. 8.This design Is furnished subject to the gmitelons set forth by H.Plates shelf be locatedonboth faces of truss,and placed so their center {. 111111111111111111111111 �iIIII IIIIi��VIII IIII VIII IIIIi IIII��1 MiTe U A,iDA fn nR8I,copies of/CompuT s lSoftware 7.8 8(1L)-E request, O. bDigits oigr b Indicate nnedor pall�d asp Inches. rte see @SR•1311,ESR•1980(Mn'ek) ' 1 11 1 11 [[ EXPIRES:12/31/2f 15 • • 1111lI1�I�I�I This design prepared from computer input by PACIFIC LUMBER-BC 11(111111111 LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 40-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-:1.00 IC; 2x4 KDDF OLRBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2-(-1826) 392 1-4-(-326) 1334 4-2-1 -228) 1004 BC; 2x8 KDDF N14BTR 2-3-(-1334) 328 4-5-( -38) 84 4-3-1 -432) 1B78 WEBS: 2x4 KDDF STAND; LOADING 3-5-1-1498) 1348 2x6 DF SS A LL - 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0,0" TO 6'- 0.0" V BEARING MAX VERT IMAX HORZ BRG REQUIRED`BRG AREA TC LATERAL SUPPORT 24"0C. UON, BC UNIF LL( 475.0)+01,( 343.01- 818.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ;)SPECIES) BC LATERAL SUPPORT <- 12"OC. UON. 0'- 0.0" -618/ 2784V -51/ 968 5.50" 4.45 KDDF ( 6251 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -563/ 2508V 0/ ON 5.50" 4.01 K0,7F ( 6251 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. NOTE: 2x4 BRACING AT 24"OC UON. FOR KOND. 2: Design checked for net(-5 psE) uplift at 24 "oc!spacing.) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD, TOP "-----------"---------"-"----s AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/10 MAX LL DEFL - -0.007" @ 3'- 5.1" Allowed. 0.254" ++ For hanger specs. - See approved plans ( 2 ) complete trusses required. MAX Ti. CREEP DEFL • -0,013" @ 3'- 5.1" Allowed 0,339" --'''- Join together 2 ply with 3"x.131 DIA GUN nails staggered at: MAX BORIS. LL DEFL - 0,001" 8 5'- 10.3" 9" oc in 1 row(s) throughout 2x4 top chords, MAX HORIR. TL DEFL - 0.001" 8 S'- 10.3' XX 6" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture, 3-06-14 2-05-02 Design conforms to main windforce-resistltg 12 1' system and components and cladding criteria. 10.00[7 Wind; 140 mph, h-20,7ft, TCDL-4,2,BCDL-6.0, ASCE(7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp,B, M1:;?RS(Dir), load duration factor-1.6, M-3x9 Truss designed for wind loads M-.33 in the plane of the truss only. • 4jr41 0 a •• M-5x16 dlk a t //may M en 71 1 b ® �� O M-4x10 M-3x10 1 1' Y ), 3-05-02 2-06-14 6-00 WEDGE REQUIRED AT HEEL(S), JOB NAME: 5019-D POLYGON - C GIRD Scale: 0.4496 C� `13 Op �./O WARNINGS: GENERAL NOTES,unlessolhetwisenoled: i.47 (•'v� " + 'ff�; 1.Builder and erection contractor should be advised of all General Notes 1,Thls design Is based only upon me parameters shown and Is for an individual _'94 *P Truss: C GIRD end Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. ,/' .. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ A the real temporary of the intto erector.Additional permanent bracing of 2'o.e.and at 10'0,0.respectively unless braced throughout their length by asst ,I/�! ,_ ' DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. oxlmpourldgIg orng Scam s cwoodre where shown dtywegn(�CJ, f po y g r 3.In tmppad bridging os thterel bracing required re where ++ I (� SEQ. : 6126Q63 4.Na load should be applied to any component until alter ell bracing and 4.Installation of truss Is the raspponalbUsy a the respective contractor. A� OREGON 0(/ fasteners ere complete and at no time should any loads greater than 5.Dealgn assumes trusses are to be used M a nou.eonosNe environment, 174 'y 0* TRANS I D: 413216 design loads be applied to any component and aro for'dry condition'of use. J. ..4).- tLp�:,..`.,. S.CompuTrus has no control over and assumes no responsibility for Ute 0.Design assumes ndl beefing atoll supports shown.Shim or wedge H d./� .14 t,.. febdcatiou,handling,shipment end Installation of components. 7.Designn assumes adequate drainage is provided. 1'1 F?R IO- 1 S.This design h Nmishod subject to the Xmllallons set forth by e.Plates tha4 be locatedonboth faces artless,end placed so their center IIIIII IIIIIIILIIIIIIIII IIIIIIIII�1 MTekU6A]naVA in SCompu7 8St copies of hwill be OftWefefurnished6(1 jEwart For bNoes asic connectoralsincide platetolo values see B8R•1311,SCR-tete pdRek) ' joint center lines. B.Digit.Indicate size ai plate m Inches. EXPIRES:12/31/2615 l{ Il i li1l 1111111 This design prepared from computer °input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.1" IBC 2012 MAX MEMBER FORCES 4WR/Dr{F/Cq-1.00 TC: 2x4 KDDF 414BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-6-(F) 0 BC: 2x4 ROOF 014BTR SPACED 24.0" O.C. 2-3-(-410) 380 3-4-1-190) 138 TC LATERAL SUPPORT <> 12"0C, UON. • LOADING 4-5-( -54) 28 BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSI' ' DL ON BOTTOM CHORD> 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD- 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRE(.BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. 1,(SPECIES) LL > 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 355H 5.50" 0.60 ROOF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -2611 380V 0/ OH 1.50" 0.49 ROOF ( 625) REQUIREMENTS OF IBC 2012 AND IBC 2012 NOT BEING MET. 9'- 11.2" -136/ 193V 0/ OH 1.50" 0.25 RODE ( 825) 11'- 11.1" -29/ 47V 0/ OH 1.50" 0.07 RODE ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. )CONO. 2: Design checked for net(-5 psf) uplift at 24 "oq spac ng.) -9 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/1L;0 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed,- 0.100" MAX TL CREEP DEFL - -0.003" 8 -1'- 0.0" Allowed'= 0.133" MAX TC PANEL LL DEFL - 0.067" @ 3'- 4.9" Allowed!- 0,481" MAX TC PANEL IL DEFL = -0.075" 8 3'- 2.4" Allowed- 0.722" MAX HORIZ. LL DEFL • -0.007" 8 11'- 10.4' MAX H0RI2, TL DEFL- -0.007" a 11'- 10.4" NOTE: Design assumes moisture content does 12 not to exceed 194 at time of manufacture. 10.0027 Design conforms to main windforce-resisting system and components and cladding criteria. -4 Wind; 140 mph, h-24.2ft, TCDL=4.2,BCDL-6.0, ASC 7-10, o (All Heights), Enclosed, Cat.2, Eap.B, MRFRS(Dir), "+' load duration factor-1.6, c., Truss designed for wind loads ' in the plane of the truss only. • • rn i o Y'11 -I . I M-3x4 • • 1 1 1 ) 1-00 6-00 5-11-02 •1. • !PROVIDE FULL BEARINGIJts:2,6,3,4,51 JOB NAME : 5019-D POLYGON - CJ10 Scale: 0.3108 '� •NGINE�u'ts> WARNINO8: GENERAL NOTE$,unless otherwise noted: d' -('']• ( �" 17 1,Builder and emotion contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual � 92.1 P E ! r Tr us s: C J 10 and Warnings before construction commences. building component.Appncah9ty of design parameters and proper - 2.2s4 compression web bracing must be Installed whore shown+. mceryaraOcl of oomponenl Is the responsibility of the building des ner. / �,/'I i 3.Addmonel temporary bracing Is Were 3101;1111y during construction 2.Design assumes the top end bottom chords to be laterally braced NI ' DES. B Y: MJ2'o.s and at 10'o.c respectively unless braced throughout their length by « . Is the resporslbilty of the erector,Additional permanent bracing of oon0Wuoes sheathing such as plywood shaathhtg(rt7)and/or drywall C). ''f'-° . ' DATE: 11/26/2014 the overall structure Is the responsibility attire building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON !�� 4.No load should be applied to any component until moral(bracing and 4,Installation of buss Is the responsibility of the respective cemractor. '"Q '-.r" fasteners are complete and at no lime should any Wads greater than 5.Design assumes trusses are robe used M a non•comoslve environment, 74 flN• �' TRANS I D: 913 216 design Wads be applied to any component, ood acre for"my condBWm" et e.supports shown.span orwadga tr 2 8.Des n assumes Mg bearingO �'.1.4 l'?P: 5.CompuTrus has no codrol over and assumae no responsibility forlhs nec"ssery. p -��i e,This design ishedfabrication,handling, lsubjedro the limitations spment end Installation of et forth byct 8.Kate. 7. s shell be scalees gdpoon both drainage Is of truss,and placed so their center 11111111111111111111111111111111111111 TRW/MA USA Inc lCompu7 B SoRware 8 f3(1 L)•E request. 1 o.For b Indicate talhoes e conith nector joint plotdesign values see ESR-1317,ESR•1988(Weld • EXPIRES:12/31/2015 JIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl-1.00 IC: 2x4 RDD)' 91e8TR LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-5-10) 0 BC: 2x4 KDDF 8188TR SPACED 24.0" O.C. 2-3-(-333) 305 i• 1 TC LATERAL SUPPORT <• 12"0C. UON. 3-4-)-109) 56 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 BEARING MAX VERT MAX HORZ BAG REQUIRED ERG AREA OVERHANGS: 12.0" 2.8" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ;(SPECIES) 0'- 0.0" -22/ 3741 -112/ 2978 5.50" 0.60 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 681 0/ OH 5.50" 0.11 ROI ( 625) ' 5'- 11.2" -263/ 3931 0/ OH 1.50" 0.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -75/ 100V 0/ OH 1.50" 0.13 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 par) uplift at 24 "or spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 y MAX LL DEFL -) -0.002" 8 -I'- 0.0" Allowed'- 0.100" MAX TL CREEP DEFL - -0.003" 8 -1'- 0.0" Allowed i,,, 0.133" MAX LL DEFL • 0.000" 8 0'- 0.0" Allowed- 0.023" y`I MAX IL CREEP DEFL - 0.000" 8 0'- 0.0" Allowed.). 0.031" MAX TC PANEL LL DEFL • 0.064" 8 3'- 4.9" Allowed. 0,481" MAX TC PANEL TL DEFL • -0.072" 8 3'- 2.4' Allowed:- 0.722" MAX HORIZ. LL DEFL - -0.005" 8 9'- 11,2" MAX HORIZ. IL DEFL - -0.005" 8 9'- 11,4" 12 10.00 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. a Wind: 140 mph, h-23.Sft, TCDL-4.2,BCDL-6.0, ASCt"7-10, (All. Heights), Enclosed, Cat.2, Exp,B, M4FRS(Dir), '4 load duration factor-1.6, r co Truss designed for wind loads in the plane of the truss only. I 1 ) t i i m • r crt M-3x4 • 1, y i' 1-00 6-00 4-02-12 PROVIDE FULL BEARING;Jts:2,5,3,41 • JOB NAME : 5019-D POLYGON - CJ11 Scale: 0.3524 \� Na Ctpo,nFT```es/e WARNINGS: GENERAL NOTES,unless otherwise noted: LS7AIFr�Jl 1.BuOder and erection contractor should be advised of all General Notes 1.This design to based only upon the parameters shown and Is for an individual '_72 P�. 1-• Truss: CJ11 end Warnings before construction commences. budding oomponerd.Applicability of design parameters end proper 2.2x4 compessbn web bracing must be Installed where shown+. brcorporeusn of component h the responsbifdy of Me building designer. DES. BY: MJ 3 Additional temporary bracing to insure stability dvdng conalmction 2.Design assumes the top and bottom chordate be laterally braced at T o.0.and at 10,o.o.res ectNel unless braced throughout their lengIh is the responsibility of the erector.Additional permanent bracing of P y ) by . DATE: 11/26/2014 the overall simonise Is the res nsaal of the betel designer. coImpact bridgisheatng orsueh acingoequred where scolor dryvrd0(BC). �! t' p° uY lag 0 3.2x Imped bridgmg lateral bracing required where shown+♦ �-� " SEQ. : 6126065 4.No load should be applied to any component until ager all bracing and 4.lnstatstlon of Russ is the reeponsblley of the respective contractor. (y RE QN fasteners are complete and at no lime shoud any loadsgreater then S.Design assumes busses am to housed m a noncorrosive environment, y if'9� O�bc' -40 TRANS I D: 413 216 design bads be applied to any component and am for"dry condition"of use. • y 0.CompuTnw has no control over and assume;no responsibility for the S.Design assumes col bearing at al supports shown.Shim or wedge If d .14 �' {�� fabricator;handling,shipment and Installation of components. 7.Desinecegn assumes adequate drainage Is provided '1', 14F110- 0. � _ l�II �IIII(��'�II�I)I��I�I I��II IIII This designCA CB1,cod pies subject o the be of s set forth po 8.Metes shag a buten an both e of Miss,and pieced so their center TPIM?CA In BC81,copks of which wig be famished upon request. lines coincide with joint cellar lines. NOTek USA,Ina,/CompuTrua Software 7.6.6(1 L)-E 1 b.Forrssbasic nnnnector plate dteesign ves. alues see ESR4.1301,ESR'l84e(MiTelg EXPIRES:12/31/21)15 • III IIIIIIOI This design prepared from computer ;,input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WRIDLE/Cq=1.00 TC: 2x4 KDDF 8l&BTR LOAD DURATION INCREASE - 1.15 1-2-) 0) 72 2-5-(41 0 BC: 2e4 RODE 810810 SPACED 24.0" 0,C. 2-3-(-337) 305 I 3-4=(-109) 56 F TC LATERAL SUPPORT <- 12"0C. MN. LOADING BC LATERAL SUPPORT <- 12"OC, UON. LL( 25.0)+01( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD- 10.0 PSF BEARING MAX VERT MAX H0R2 BRG REQUIRES BAG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ((SPECIES) 0'- 0.0" -22/ 374V -111/ 297H 5,50" 0,60 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ • OH 5.50" 0.11 HOOF ( 625) 5'- 11,2" -262/ 393V 0/ OH 1.50" 0.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -64/ 94V 0/ OH 1.50" 0.15 01SF ( 625) REQUIREMENTS OF IBC 2012 AND TOC 2012 NOT BEING MET. ICOND. 2; Design checked for net(-5_psf) uplift at 24 "oc,spacing,' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS; LL-1,1240, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed'= 0.133" -, MAX TC PANEL LL DEFL - 0.064" 4 3'- 4.9" Allowed= 0.481" i MAX TC PANEL TL DEFL - -0.072" 0 3'- 2.4" Allowed 0.722" MAX NORIZ. LL DEFL .. -0.005" @ 9'- 11.1' MAX HORIZ. TL DEFL = -0,005" 8 9'- 11.2" NOTE: Design assumes moisture cortent does not to exceed 190 at time of manufacture. 12 Design conforms to main windforce-resistir4 10,00 p system and components and cladding criteria. Wind; 140 mph, h-23.4ft, TCDL=4.2,BCDL-6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), 1, m load duration factor=1.6, Truss designed for wind loads os in the plane of the truss only. cs I 00 • I m N I /111/1 c ._.o • -3x4 1 Y Y Y 1-00 6-00 4-00 • (PROVIDE FULL BEARING/Jts;2,5,3,4 lyp Pi JOB NAME . 5019-D POLYGON - CJ12 Scale; 0.3503 G4'N' �N�'tly. � I Aja• WARNINGS; GENERAL NOTES,unless otherwise note4 4[t� 9 G� !1 `y ��.. 1.Builder and erection aonlrador should be advised of MI General Notes 1.This design s based only upon the parameters shown and Is for an Individual C -9+2�I r L ! c Truss: CJ12 and Wambiga before conslruotion commences. building component Applicability of design parameters and proper l 2.2x4 compression web bracing must be Installed whore shown+. mcorporo5on of component Is the rosporadd i y of the building designer. e t 2.Design assumes the top and bottom chords to be laterally braced a .. DES. SY• P4 3 3.Additional temporary bracing to Insure slabftftyduring construction 2'o.a and at 10'aF reopedWaty unless braced toroughoui their length by Is the resparodMaty at the erector.Addition.'hammered bracing of continuous sheathing such as plywood sheeming)TO)arWor drywae(ec), y. it DATE: 11/26/2014 the overall structure Is the responaibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 'I. 4.No load should be rippled to arty component until after all bracing and 4.Installation of truss le the responsibility of the respective contractor. '�.. 1'i <f/ S E Q. : 6126066 fasteners are complete and at no time should any loads greeter than 5.Design eeoomee trusses are to be used In a nenwonoaive environment. G 9 r Ort. X14, r. TRANS ID: 913 216 design loads be applied to any component and are fot"dry condition"of use, `L t,T • 5.Compelfun has no control over end assumes no responsibility for the 8.000190 assumes fug bearing at all supports shown.Shim or wedge If �' pp'ni��f s. fabrication,handling,shipment and Inslalledon of cemP000sts. necessary. r't rl10- 7.Design assumes adequate drainage Is provided. I 1iN il,This design is furnished subject to the limitations set forth by a.Plates shall be located on both feces album,and placed so their center hes. 1111111 III III(III 111111111 IIHI I I(III Min* Ten*TCA USA, g,h iciCoinpuTrus Software I,copies of which wilt be furnished 6 8(1 L))-E request. WM 10.Foorr basloconnector piae desigh joint center n values sea EBR-1311,EBR-1988(Welk) • EXPI RES:-12/31/2615 11110 1111 This design prepared from computer input by PACIFIC LUMBER-BC r LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.9" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq.1.00 TC: 2x4 KDDF H14BTR LOAD DURATION INCREASE = 1,15 1-2-( 0) 72 2-4=(d) 0 BC: 2x4 ROOF 41HBTR SPACED 24,0" O.C, 2-3=(-180) 152 1 PC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"00. DON. LL( 25.0)+DL( 7,0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORS BRG REQUIREC 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" -44/ 477V -88/ 2360 5.50" 0.76 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 10.9" -143/ 231V 0/ OH 1.50" 0.37 KgDF ( 6251 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE !COND. 2: Design checked for net(-5 psf) uplift at 24 noc'spacing.I LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS; LL=L/290, TL=L/1(3 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed- 0.100" MAX TL CREEP DEFL = -0,003" @ -1'- 0.0" Allowed r 0.133" MAX TC PANEL LL DEFL m 0.525" @ 4r- 8.5" Allowed n. 0.647" ', MAX TC PANEL TL DEFL - -0.513" @ 4'- 5.7" Allowed= 0.970" MAX HORIZ. LL DEFL - -0.003" @ 7'- 10.2" 12 MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.2" 10.00 7 NOTE; Design assumes moisture coritent does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. ' Hind: 140 mph, h=22.5ft, TCDL=4,2,BCDL-6.0, ASCE 7-10, ti (All Heights), Enclosed, Cat.2, Exp.B, ME,FRS(Dir), ' load duration factor-1.6, •-r Truss designed for wind loads to in the plane of the truss only. ; { o 14-3x4 .1 ), l 1-00 7-10-15 (PROVIDE FULL BEARINGI1ts:2,4,3J JOB NAME : 5019-D POLYGON - CJ13 Scale: 0.4410 `CJ �N�1�tj�N A��7��/ WARNINGS; GENERAL NOTES,unless oiherMae noted: �41 ll'I)(+�I.f 1 .)y 1.Sealer and erection contractor should he advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual �' -"g,�4.. �P�. (�' Truss: CJ13 end Warnings before construction commences. building conponenL Applicability of design parameters and proper 2.244 compression web bracing must be Instelted where shown+. Incorporation of oomponent Is the responsibility of the building designer. /�I DES. Bx: MJ S.Additional temporary bracing to Insure slebp8y during construction 2.Design assumes the top and bottom chords to be laterally braced at `� ,r" Is the responslblity of the erector.Additional permanent brach of 2'o,c,end at ea n.o,such as unless braced tnmughouf thdr Imp by /�� , Mr1M DAT E: 11/26/2014 the overall awdure la the responsible:),of the bulkrm denlgner. cx Impact ua bridging such lateral b acingoe guir d were shown h wno+drywaH(EC). P Y 8 4.2xtnpaobo trims or thpowingy at the wharotive contractor, fasteners -O SEQ.: 6126067 4.No load abrukfboapplied toany limecomponentshuld uany atteall eaterthend 4.Design as rwaitstheresponsibilityre tuse of merespective osicontaanr, 14, OREGON lestenea are complete and al res shoaW any loads greaterthan 5.Design assumes trusses are to be used In a non.wrtoslve environment, . '� '{F� �� TRANS I D: 413 216 design bads be applied to tory component. and are for"dry oen®tion"of uae, / QY2.°N . E.CompuTrve has no control over and assumes no reaponslbllity for the 8.Design assumes full bearing at a8 supports shown.Shbn or wedge tl O .j 4,� fabrication,handling,shipment and Instillation of components, necoancry. adequateprovided. A- i I I p1 0.This design is furnished subject to the Imeeltens sat forth by 8.PPIateesnsassumes alt be Inoeeted oboth drainages a buss,,and placed so their center .`Vl R R I 1...\--V_ li 1I�t II 0 '[�`I 11III IB�1 I,�)I 1MTeCSI,copies of which will be furnished upon k U3A'nin CompuT a Software 7,6.6(114-E request. O Joint lines ainerairbkconcote plate values see ESR-1711,ESR-7888(Musk) ' EXPIRES:12/31/2015 IIIIIIfIillll1 This design prepared from computer !input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.9" IBC 2012 MAX MEMBER FORCES 411R/DIiF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=40) 0 BC: 2x4 EDIT 01&BTR SPACED 24,0" O.C. 2-3=(-136) 114 { 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 BRG REQUIREII 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" -34/ 400V -66/ 183H 5.50" 0.64 KDDF ( 625) 5'- 8.2" 0/ 76V 0/ OH 5.50" 0.12 KCDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -105/ 166V 0/ OH 1.50" 0.27 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OND. 2: Design checked for net(-5 peE) uplift at 24 "oo spec ng.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LLL/240, TIG,/18,0 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL- -0.002" @ -1'- 0.0" Allowed- 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed•,•- 0.133" -,e MAX TC PANEL LL DEFL - 0.155" @ 3'- 6,8" Allowed:= 0,473" MAX TC PANEL TL DEFL - -0.138" @ 3'- 4.4" Allowed,f. 0.710" • If MAX HORIZ. LI DEFL - -0,002" @ 5'- 10.21' 12 MAX HORIZ. TL DEFL - -0.002" 8 5'- 10.2" 10.00[27 NOTE: Design assumes moisture content does not to exceed 19% at time of manlfacture. Design conforms to main windforce-resisting system and components and cladding criteria. Hind: 140 mph, h-21.7ft, TCDL-4.2,BCDL=6.0, ASCE:7-10, ul (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i load duration factor-1.6, "' Truss designed for wind loads i ii in the plane of the truss only. to f n" I o 1. i ►a i M-3x4 • / 1- y 1-00 5-10-15 i (PROVIDE FULL BEARINGrJts:2,4,31 , JOB NAME : 5019-D POLYGON - 0J14 Scale: 0.5852 .`c�� NGI p�C�sq,� , WARNINGS: GENERAL NOTES,unlesaetherwise noted: IF,lU: J r 1.Builder and emotion contractor should be advised of all General Notes 1,This design Is based only upon the parameters shown and la bran individuel 7 92.Ir E. Truss: C J 14 and Warnings before construction commences. building component.Apµkabfdy of design paremebn end proper 2.2x4 compression web bracing must be installed Where shawn+. Incorporation of component is the respensiWmy of the building designer. . 2.Desdn assumes the lop and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during constnicesn DES. BY: MJ is the responsibility of the erecta,Additionalpermanent bracingof T o.0.and et 10'o.0.respectively unless braced throughout their length by �r*a _ oonlinuous sheathing such as plywood sheathing(TC)andfor drywaa(BC). (r" DATE: 11/26/2014 the overall structure la the responsibility of the building designer. 3.2.0 Impact bridging or lateral bracing required where shown ^ 4.No Wed should be applied to any component anti alter all bracing and 4.Installation of buss is the responsibility of the respective oontrector. 4 Fi GlO y W S EQ. 612 6 0 6 8 Fasteners am complete and al no lone should any loads greater than O.Dean assumes trusses am to be used In a notteonosMe envhonment, L'' y '>, 1� design toads be applied b any component, and are for"dry condition"of use. � _'R .14. 24 p',.-4r TRANS I D: 413216 S.CompuTrus hes no control over and assumes no responsibility forme e-Designnassumes"dry onfulbearing at all supports shown.Shim or wedge it "'Asst///jt� 1 `rT 6.This design is furnished subject lo the Imitations sndlino,shipment and Installation of etet forthby mponents B.Platesnshall be locateaddyon both faces of torus,,aand placed so their Center `s 'i VY I 1111 111111 11111111111111111 1011 till1111 MTak USA IncJComCA in BMA puT a of (Software 7.6.6(10-E request. 1Roes coincide with Joint center lines. 0.For baso�nn size roplatedesiig Inches. see ESR-1311,ESR-1938(MfTek) EXPIRES:12/31/2615 111111111111This design prepared from computer ?' nput by PACIFIC LUMBER-BC ± LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 ( TC: 2x9 KDDF 1416BTR, LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2-( 0) 84 2-12-(-1352) 7306 12- 3.) -560) 2784 17-10-f:-268) 369 2x6 KDDF 016BTR T2 SPACED 24.0" Q.C. 2- 3-4-8388) 1602 12-13-(-1338) 7236 3-13-(-2236) 546 i BC: 22x9 KDDF 816BTR: 3- 4-4-6314) 1202 13-14.4-1114) 6228 13- 4-) -384) 2278 2x6 KDDF 416BTR 81, LOADING 4- 5-1 0) 0 14-15-(-1112) 6230 13- 6-(-I140) 938 BEES: 2x4 KDDF STAND LL( 25.0)+D1( 7.0) ON TOP CHORD - 32.0 PSF 4- 6-4-5564) 1084 15-16-) -822) 4004 6-14.1 0) 196 • DL ON BOTTOM CHORD - 10.0 PSE 6- 7-(-4618) 1280 16-17=4 -824) 3256 6-15=1-2904) 562 TC LATERAL SUPPORT <- 12"OC. 008. TOTAL LOAD - 92.0 POE 7- 8.4-3164) 1118 17-11.4-1072) 3606 15- 7-( -322) 2026 BC LATERAL SUPPORT <= 12"0C. UM8- 9=(-3194) 1058 7-16=(-2166) 569 LL - 25 PSF Ground Snow (Pg) 9-10-4-39201 1252 16- 8-) -716) 2446 ADDL: BC UNIF LL+DL- 50.0 OLE 0'- 0,0" TO 6'- 0.0" V 10-11-4-4196) 1340 16- 9=( -784) 476 NOTE: 2x1 BRACING AT24"OC UON. FOR 9-17-( -122) 526 All, FLAT=TOP CHORD AREAS NOT=SHEATHED AUDI: BC CONC LL+DL- 2508,0 LBS @ 6'- 1.5" BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. '(SPECIES) OVERHANGS: 20.0" 0.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -930/ 4616V -229/ 2390 5.50" 7.38 ROOF ( 625) °+ For hen ger s ecs. - See a pproved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 46'- 3.0" -355/ 2273V 0/ OH 5.50" 3.69 RODE ( 625) g P ( 2 ) complete trusses required. Join together 2 ply with 3"x,131 DIA GUN �CONO. 2: Design checked for net pall uplift at 24 "oc spec ng.1 nails staggered at: VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 -- 9" oc in 1 roots) throughout 2x4 top chords, MAX LL DEFL - 0.005" 8 -1'- 8.0" Allowed; 0.167" 9" oc in 2 rows) throughout 2x6 top chords, MAX TL CREEP DEFL - -0.005" 8 -1'- 8.0" Allowed`= 0.222" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX 1.1 DEFT. . 0.179" @ 20'- 8,7" Allowed:- 2.267" XX9' oc in 1 row(s) throughout 2x4 bottom chords, MAX TL CREEP DEFL - -0.517" @ 15'- 7,7" Allowed'- 3.022" 9" oc in 1 row(s) throughout 2x4 webs. ( 0-06-06 0 HANGER BY OTHERS TO APPLY MAX HORIZ, LL DEFL - -0.054" @ 45'- 9,5' CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. TL DEFL - 0.127" @ 45'- 9.5" 9-11-11 5-06-04 10-09-01 20-00 NOTE: Design assumes moisture content does 6-03-04 3-02-01 5-09-12 f 5-02-12 5-02-13 f 6-06-04 6-06-04 6-11-08 not to exceed 194 at time of manufacture. 1 f f f f f f f f f Design conforms to main windforce-resisting f 9-10-12 system and components and cladding criteria. f 12 12 M 4x6 12 Hind: 140 mph, h24.2ft, TCDL-4.2,BCDL-6.0, ASCE.7-10, 6.00( 2 6.00[12 6.00 (All Heights), Enclosed, Cat.2, Exp.B, HllURS(Dir), 4.0" load duration factor-1.6, 8 ,f4 Truss designed for wind loads - 4%.., M-5x6(S) in the plane of the truss only. r • M-3x5 3.1 7 0.25" • M-5x6 s M-6x10 r M-3x6 AiulMwrrna, + + \1 t M-1.5x3 ; + 0 ro a 1 1 14 5 1.•wi.40 i 44-3x10 M- x8 5" M-1.5x3 M-3x5 0.251'' M-3x4 M-3x5 co 25088M-7x12(S) M-5x8(S) @y 1• ,1 y y 1, b y 6-01-08 3-03-13 6-02-06 5-01-01 5-06-04 9-05-08 10-06-08 1-08 46-03 1 JOB NAME : 5019-D POLYGON - D1 Qti� PR.o,�4;. Scale: 0.1351 ' GIN s/' �� °N]/l (�7,4` ° WARNINGS: GENERAL NOTES,unless otherwise noted; 4! '`l'� � r I :. 5.Balkier and erection contractor should ba advised of a8 General Notes 1.This design is based only upon the parameters shown and is for an Individual o ��, t''' r Truss: D1 and Warnings before censlreetbn eminences, bulWing component Applicabilityof design ti nl parameters andpre s 2 2x4 compression web bracing must bemoans where shown.. incorporation of component B the responsibility sins*building designer. DES. $Y: MJ 3 Additional temporary bred g to Insure stability during conslrudlce 2.Design assumes the top end bottom chords to be latently braced at Z o.c,and at 10'0,0, Masa hod their ).is the responsibility of the erector.Addgonel permanent bradng of continuoussheathing suchas pyinooeale(TC)ad,yval C.DATE: 11/26/2014 the overall structure asM responsibility of the building designer. 3,lx impact bridging orlateral bracing rregd*od where ahowna•t • SEQ. : 6126070 4,Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the reepecevs oontredor. -y OREGON W fasteners ore complete and al no gore should any loads greater than S.Deshm assumes buries are to be used in a non-corrosive environment, 2.• �j bits' ;<. TRANS I D: 413 216 design loads be applied to.try component. end ore for"dry condition"of use. 5.CompuTru°hes no control over end assumes no responsibility for the 8.Design assumes Np bassumes eefing at all 00900soev�sh5wn,Shim or wedge x - V• 14 pment end a, fabrication. This design Is furnishedis bled to the installation mNldl ns set forth°byu 5.Planetes hall be locateduon bolts feeceslot torss,and placed so their canter iii R_11.1- 1111I111111Ill HE II 111111111111111 MT WI/YWCA SA,Inc.lComp T s Software 7.6.6(1L)-E request. t ,Forts sicaan sloe of tide with Joint o center values see EBR•1311.ESR-1988 9.Digits indicate sloe of plate In Inches. °k) EXPIRES:12/3172015 1E111111 This design prepared from computer {input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit-1.00, TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE - 1.15 1- 2=1 0) 84 2-12=(-1300) 3100 12- 3-1 0) 2273 • BC: 2x4 KDDF 916BTA SPACED 24.0" O,C. 2- 3=(-3577) 1483 12-13-1-1302) 3097 3-13-1 -411) 1308 WEBS: 2x4 KDDF STAND 3- 4=1-3097) 1389 13-14=(-1248) 3314 13- 4=( -363) 2951 LOADING 4- 5-( 0) 0 14-15-) -982) 2682 13- 6-) -951) 433 TC LATERAL SUPPORT <= 12"0C. UON. LI( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 4- 6a(-26841 1325 15-16-1 -999) 2623 14- 6=(-1290) '713 BC LATERAL SUPPORT <- 12"0C. DON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-3681) 1802 16-11.1-1230) 3013 14- 7-( -689) 1578 TOTAL LOAD - 42.0 PSF 7- 8=1-2425) 1322 7-15=1-1271) .754 8- 9=(-2471) 1251 15- 8-1 -911) 1860 NOTE: 2x4 BRACING AT 24"OC UON, FOR LL - 25 PSF Ground Snow (Pg) 9-10-(-3251) 1458 15- 9-1 -775) 2477 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11-1-3520) 1522 9-16-) -133) .546 ___",,,,,.„____„_,,....________am=.==s=a= BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-10=( -277) 350 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. OVERHANGS: 20.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX NORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ,(SPECIES) 0'- 0.0" -351/ 2138V -230/ 240H 5.50" 3.42 KDDF ( 625) ** For hanger specs. - See approved plans 46'- 3.0" -279/ 1942V 0/ OH 5.50" 3.11 KEIT ( 625) (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc'spac ng.) VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX L4 DEFL - 0.022" 8 -1'- 8.0" Allowed .. 0.167" MAX TL CREEP DEFL - -0.021" 8 -1'- 8.0" Allowed- 0.222" MAX LL DEFL s 0,337' 8 18'- 9.9" Allowed:= 2,267" MAX TL CREEP DEFL = -0.592" 8 18'- 9.9" Allowed - 3.022" MAX HORIZ. LL DEFL - -0.106" 8 45'- 9.5" 0-04-07 MAX NORIZ. TL DEFL = 0.168" 8 45'- 9.5" If 13-03-11 5-06-04 7-05-01 20-00 NOTE: Design assumes moisture content does f not to exceed 19% at time of mamfacture. 6-10 6-01-04 5-02-12 C3-11-03 3-09-07 6-06-04 6-06-04 6-11-08 Design conforms to main windtorce-reslstir{g ( 2 �4 f system and components and cladding criteria. 13-02 12 ( 1 T -46 12 Wind: 140 mph, h-24.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 12 MX 12 (Ail Heights), Enclosed, Cat,2, Exp.B, MWERS(Dir), 6.00 6.00 , 4 0„ 'tel 6.00 load duration factor-1.6, 8 i Truss designed for wind loads M-5x8(S) in the plane of the truss only. M-3x57 3 1 t 5 �0y25" M-5x6 COM-5x10 M-5x8(5) ., 0,25"J + - + +t + a-1.5x3 11111111 111 IIIIIIIIIIIF / 7 i .000.0000.000000. . el 1 .f- M-3x8 M-1.5x3 I Fi b 1 k,k cD "/ 2 25" M-9X6 0.25^ M .0x4 14-3x8 'o M-5x8(S) M-5x8(S) • l y 6-08-04 y 6-01-04 6-00-07 l 7-05-01 l 9-10-04 y 10-01-12 l , 1-08 46-03 JOB NAME : 5019-D POLYGON - D2 Rcala; 4.1356 `5` e,31N is'130 svo WARNINGS: GENERAL NOTES,unless otherwise noted: l'•�A�+�� c' 1.Bolder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual92..'''0 P G ' r. and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: D2 2.2x4 compression web bracing must be installed where shown*. Incorporation of component Is the responsibility of the building designer. 3,Additional temporary bracing to Insure stability during wnslnrstlon 2.Design assumes the top end bottom shads to be laterally braced of �, .��• DES. BY: M�7 is the responsibility of the erector.Additionalpermanent brach of 2'o.a.and at t0'o.o.res as unless braced throughovi thein length , po gty fl continuous sheathing suohh as plywood sheathbg(TC)and/or drywailtscj y ` " �l„�' DATE: 11/26/2014 the overall structure Is Me responsibility of the building designer. 3.Sc Impact bridging or lateral bracing required where shown** REGON 4.No bad should be applied to any component until NBerall bracing and 4.Installation of truss Is the responsibility of the respective contractor. ,C S EQ. : 6126071 fasteners are complete and at no Oa should COy bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, fr. , ,1, ��N _i design loads be appled to any cerMonent. and are assume wndfla ti of use, (�. .1 Y). T TRANS I p 913 216 S,Cum4xrTtua has no**Niel over and assumes no responsibility for the e.Design assNITY umes NR beating at ail supports shown Shim orwedge H �l �j4 • fabdoallon,handling,shipment and intonation of uomporonts, Decessary. .`i R R 1.1.-•\- 7.Desitin assumes b eadequate o drainage face Is f provided. 1 1�t1 8.This design Is furnished subject to the gmlatlDns set forth by B.Pleles shall be located on both faces of truss,and placed so their venter I�'��VIII I h1 IIII III I VIII eft ISI IIII M TPk USA CA tSCSI,copies of which wit be Mashed ins/CompuT s Software 7.6.8(1 L))-E request. V.0.uses coincide with totnt center Ries. Fa bask cones orrp plate design Indies. sae ESR-1311.ESR•tsee ONTO)1 / { 1 1 EXPI RES:1213172015 11 1111 This design prepared from computer`-input by 1 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-l.00 TC: 2x4 KDOF 1116811 LOAD DURATION INCREASE - 1.15 1- 2=( 0) 84 2-13-(-1386) 3146 13- 3-) 0) 273 BC: 2x4 KDDF H16BTR SPACED 24.0" O.C. 2- 3-(-3576) 1692 13-14m(-1388) 3143 3-14-) -411) 250 WEBS: 2x4 KDDF STAND 3- 4=(-3096) 1629 14-15-(-1471) 3364 14- 4-( (358) 950 LOADING 4- 5-( 0) 0 15-16-1-1133) 2719 14- 6-( 4948) 439 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)i-DL( 7.0) ON TOP CHORD - 32.0 PSF 4- 6-(-2684) 1512 16-17-(-1100) 2621 15- 6-(-1090) 882 BC LATERAL SUPPORT <- 12"0C. DON. DI, ON BOTTOM CHORD- 10.0 PSF 6- 7-(-3680) 2051 17-11-(-1317) 3009 15- 7-) -.373) 1610 TOTAL LOAD - 42.0 PSF 7- 8-(-2424) 1437 7-16-(-1,291) 873 8- 9-)-2470) 1366 16- 8-(-1014) 1870 NOTE:- - - -- 2x4 BRACING AT UON. FOR LL - 25 PSF Ground Snow (Pg) 9-10-(-3248) 1541 16- 9-( -773) 475 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11-(-3516) 1586 9-17"( -,-71) 538 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12-) 0) 84 17-10=( -273) 275 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. i OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED,BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. ;(SPECIES) 0'- 0.0" -422/ 2133V -244/ 244H 5.50" 3.41 lc1oF ( 625) 46'- 3,0" -384/ 2132V 0/ OH 5.50" 3.41 KIiDF ( 625) (COND. 2: Design checked for net(-5 psf) uplift at 24 "o4 spacing.) • VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/160 MAX LL DEFL - 0.022" 0 -1'- 8,0" Allowed: 0.167" MAX TL CREEP DEFL - -0.021" 0 -1'- 8.0" Allowed•-. 0.222" MAX LL DEFL - 0.366" 9 18'- 9.9" Allowed " 2.267" MAX TL CREEP DEFL - -0.591" 9 18'- 9.9" Allowed .P 3.022" MAX LL DEFL - 0.022" 8 47'- 11.0" Allowed L. 0.167" MAX TL CREEP DEFL - -0.021" P 47'- 11.0" Allowed 0.222" 16-07-11 2-02-04 7-05-01 20-00 MAX 110RI2. LL DEFL - -0.113" 8 45'- 9.1" ff MAX HORIZ. TL DEFL - 0.168" a 45'- 9.5" 6-10 6-01-04 3-08-07fL ,pf3-11-03 3-09-07f 6-06-04 6-06-04 6-11-08 NOTE: Design assumes moisture content does 13-02-12 110-I2 not to exceed 198 at time of mangfacture. -1 T Design conforms to main windforce-resisting 12 12 M-4x6 12 system and components and cladding criteria. 6.00(7 6.00(74 0„ 6,00 Hind: 140 mph, h-24.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, SUPPORT TOP CHORD AT JT.5 8 .frf (All Heights), Enclosed, Cat.2, Exp.B, MRrFRS(Dir), 14-5x815) load duration factor-1.6, 5 M-3x57 3.1N%%%\,,,,,0.25" \1 Truss designed for wind loads M-5x6/ M-5x10 \ 0 • `25" in the plane of the truss only. i M-5x8(5} / ` q ./ r s 0.25 *' M-1.5x3 3 + + 0 co ti 11111111,00,11-1.5x3 'r o 7 4 ( is /". 17 1 240 i M-3x8 M-1.5x3 1),25" M-4x6 0.251' - M-3x4 M-5x8(S) M-5x8(S) M-3x£ o • k 1. l 1 k k 1 6-08-04 6-01-04 6-00-07 7-05-01 9-10-04 10-01-12 k k 1-08 46-03 1-08 JOB NAME •. 5019-D POLYGON - D3 sale: 0.12875'�`` c�Q+P pe sp WARNINGS: GENERAL NOTES,unless otherwise noted: '1/ � 1.Bulklerand erection contractor should be advised of all General Notes 1.This design b y'�1"�'based only upon the paremelers shown and Is for an Individual - �I E r. Truss: D 3 and Warnings before construction commences. buiklmq Component.Appllcable)r of design parameters and proper j 2.2x4 compression web bracing must be installed where shown+. mcorporellon of component IS the responsibility of the building designer. /� S.Additional temporary bracing to Insure slabpky during construction 2.Design assumes the top and bottom dtores to be laterally breoed m DES. BY: MJ2'o.c.and at 10'o.0.respectively unless braced throughout their length by s, - ,41011011... .:;. Ls the respnsntbety of the erector.Additional permanent bracing of continuous sheathing such as plywood aheeihmg(TO)and/or drywa8(SG7. DATE: 11/26/2014 the earwig structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until"Ren all bracing and 4.Installation of buss is the responsibility of the respective wrrbador. `7 OREGON 1, SEQ. : 6126072 fasteners are complete end at noDime should any loads greater then S.Design assumes tresses are to be used In a non-corrosive enubonment, -4-'4, y hA,' /4. design loads be applied to an component, and are for"dry condition`of use. i 4 ^r• TRANS T D: 913 216 8.Design assumes fat bearing 01 all supporta chows,shim orwedBa R 1:4 S.CompuTms has no control over and assumes no responsibility fortis n.ssary h 4 1 fabdcetion,handllnH,shipment and InstaileRon of oomponenl9. 7.Design assumes adequate drainage Is provided. � r'I I�10.- III��I�I I�I�ill 11111111 �� 011I��I 8 Thio design is famished subject to the It be onus eel forth by a,Proles shalt be located on nosh faes.of truss,and placed so their center TPIANTCA In SCSI,copies of which will be Rxrdshed upon request. proms coincide with Joint center Hees. I.Disks indicate size of Nets in Inches. MiTek USA,inciCompuTrus Software 7.6.6)11.)-E 10.For basic connector plebs design values see ESR-1311,ESR-1988(neTek) EXPIRES:12/31/2015 NI IIIIIIIIII This design prepared from computer ;input by i PACIFIC LUMBER-BC T. LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" 190 2012 MAX MEMBER FORCES 49R/DDF/Cq'+,1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE - 1.15 1- 2=( 0) 84 2-14-(-1054) 3146 3-14-(-261) 280 BC: 2x4 KDDF 014BTA SPACED 24.0" O.C. 2- 3=(-3518) 1348 14-15=( -829) 2760 14- 4=(:-77) 512 WEBS: 2x4 KDDF STAND 3- 4=(-3254) 1298 15-16=( -582) 2276 4-15('-698) 433 LOADING 4- 5-(-2521) 1139 16-17-( -883) 2661 15- 5=6-317) 828 TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.01 ON TOP CHORD = 32,0 PSF 5- 6-( 0) 0 17-12=)-1127) 3079 15- 7=(i-211) 147 BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD • 10.0 PSF 5- 7-(-2177) 1109 7-16.(.197) 140 TOTAL LOAD - 42,0 PSF 7- 9-(-2184) 1109 9-16=6-318) 830 ..---.........=......................... 8- 9-( 0) 0 16-10-(.721) 441 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL - 25 PSF Ground Snow (Pg) 9-10=(-2527) 1140 10-17-(;-92) 552 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11-(-3297) 1311 17-11•(1-307) 301 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12-(-3576) 1368 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( -2) 90 OVERHANGS: 20.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -350/ 2133V -238/ 239H 5.50" 3.41 HOF i 625) 46'- 3.0" -341/ 2131V 0/ OH 5.50" 3.41 KDDF ( 625) e'D. : r,s go c ec a. or net(- ps up >. t at 'ac spacing. VERTICAL DEFLECTION LIt4ITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" 0 -1'- 8.0" Allowed= 0.167" MAX TL CREEP DEFL - -0.021" 6 -1'- 8.0' Allowed'= 0.222" MAX LL DEFL - 0.223" 8 23'- 0.5' Allowed; 2.267" MAX TL CREEP DEFL = -0.433" 8 23'- 0.5" Allowed:- 3.022" MAX LL DEFL - -0.016" 8 47'- 9.0" Allowed'. 0.150" MAX TL CREEP DEFL - -0.020" 8 47`- 9.0" Allowed;" 0.200" 0-04-08 0-04-08 ff MAX HORIZ. LL DEFL - 0.096" 8 45'- 9.5" 19-11-11 6-01-10 f( 20-01-11 MAX HORIE. TL DEFL = 0.158" @ 45'- 9,55" 6-09-14 6-04-11 6-04-11 13-00-13 3-00-13{ 6-04-11 6-04-11 6-11-14 - NOTE: Design assumes moisture content does 1 T 1 ff 1 T, 4 T ' not to exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-xesistirq 6.00 rJ M-4x6,6 M-3X4 8 M-4x6 016.00 system and components and cladding criteria. 11-5x8(S) 7 M-5X8(S) Wind: 140 mph, h-24.21t, TCDL-4.2,8COL=6,0, ASCEi7-10, (All Heights), Enclosed, Cat.2, Exp.O, MR1FFRS(Dir), 0.25" 0.25" load duration factor=1,6, Truss designed for wind loads .t a in the plane of the truss only. M-1.5x3 + + M-1.5x3 41Plir/A\1L + I M el r1 ...r io n / M-3x8 M-3x4 -. 5" 0.25 M-3x4 M-3x8v� of M-5x8(5) M-5x8(5) . l l l l i Y 10-00-03 9-05-04 7-02-01 9-05-04 10-02-03 l Jl l • 1-08 46-03 1-06 JOB NAME : 5019-D POLYGON - D4 Scale: 0.1423 `�f`�N�Nf�E`�4, 610 WARNINGS: GENERAL NOTES,unless otherwise noted; %��z * 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an ndINdual G!.a*r E r.: Truss: D4 and Warnings before construction commences. building tompoesll.Applbabigy of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the bulldatg designer. 3•Additional temporary bracing to Insure atabBty during construction 2.Design assumes the lop and bottom chorda to be laterally braced at DES. BY: MJ2'o.n.and at 1C OA respectively unless braced throughout their length by Is the reaponalblliy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TO)end/ordrywai(BC). -. ' �. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or Ntarel bracing required where shown++ nh A� 6126073 4.No toad should be applied to any component until after ell bracing and 4.installation of truss Is the responsibility of the respective contractor. 7. V F :�.Qi q SEQ. : fasteners ere template and al no time should any lode greeterthae 5.Design assumes;mews are to be used In a non•conoslve environment �+"` k. '� design beds be applied to anycomponent. end are for'dry conditlon'of as.. •r. 'g le SO'. .. • TRANS I D: 413 216 gpP S.Design assumes full beating at a8 supports shown.Shit or wedge It Q j 4 5.CompuTrus has no control over and assumes no reaponsibiley for neeassary fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is prodded, t; t Al%-,\- I [E 1 lI fk e.This design Is furnished sidled to the limitations set forth by b Plates shag be located an both faces of truss,end placed so their center (�III��IIIA I I I III I Ifll IIID II I IIII MTeUSA,TPINYTCA rlrle lCompuT a Software 7.6 6(t L)E request.SCSI,copies of which will be furnithed upon 1center lines. R•Digits basic connector lines coincide vath opiate design values see ESR-1511,ESR-1 Gee(Wish) EXPIRES:12/31/2015 II i IIII 1111 This design prepared from computer :input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cge1.0,0, TC: 2x4 KDDF 914BTR LOAD DURATION INCREASE - 1.15 1- 2.( 0) 89 2-12"(-1070) 3215 3-12")-195) 254 BC: 2x4 KDDF 814BTR SPACED 24.0" O.C, 2- 3-(-3546) 1345 12-13.( -876) 2906 12- 4"(-127) 406 WEBS: 2x4 KDDF STAND 3- 4-(-3364) 1345 13-14-) -674) 2481 4-13"(-519) 1305 LOADING 4- 5"(-2826) 1251 14-15") -713) 2351 13- 5-(-170) 1717 TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+1)1( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-1-2178) 1112 15-16-) -910) 2725 5-14-(-937) 521 BC LATERAL SUPPORT <" 12"0C. UON, DL ON BOTTOM CHORD " 10.0 PSF 6- 7-1-2178) 1112 16-10-(-1115) 3034 14- 6-1-715) 1620 TOTAL LOAD" 42.0 PSF 7- 8-1-2826) 1251 14- 7-1-9371 521 OVERHANGS; 20.0" 20.0" 8- 9.1-3365) 1345 7-15-(-170) 717 LL " 25 PSF Ground Snow (Pg) 9-10"(-3546) 1345 15- 8"(-519) Y305 10-11.1 0) 84 8-16"1-127) 5106 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9-1-195) ,253 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -366/ 2133V -279/ 279H 5.50" 3.41 KOilF ( 625) 46'- 3.0" -366/ 2133V 0/ OH 5.50" 3.41 KDDF ( 625) • ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL"L/180 MAX IL DEFL " 0.022" 6 -1'- 8.0" Allowed n 0.167" MAX IL CREEP DEFL • -0.021" 8 -1'- B.0" Allowed * 0.222" MAX IL DEFL " 0.234" 8 23'- 1.5" Allowed m 2.267" MAX IL CREEP DEFL " -0.443" 6 23'- 1,5" Allowed " 3.022" MAX LL DEFL a 0.022" B 47'- 11.0" Allowed : 0.167° MAX TL CREEP DEFL - -0.021" 8 47'- 11,0" Allowed - 0,222" MAX HORIZ. LL DEFL " 0.096" 6 45'- 9.5" 23-01-08 23-01-08 fMAX HORIZ. TL DEFL " 0.158" 8 45'- 9.0" 6-00-14 5-07-10 5-07-10 5-09-06 5-09-06 5-07-10 5-07-10 6-00-14 1 NOTE: Design assumes moisture content does 1' 4 T 1' 1 '( f 'f 1' not to exceed 19% at time of nand#facture. 12 14 6.002' M-4x6 '".16.00 Design conforms to main windforce-resistlr,'g 0" system and components and cladding criterira. 4.6 '6, Wind: 140 mph, h"25ft, TCDL"4,2,BCDL-6,0, ASCE -10, (All Heights), Enclosed, Cat.2, Exp.B, MFFRS(Dir), M 3x4 .3'1 M-3x4 load duration factor-1.6, r Truss designed for wind loads 14-5x6(S) 7 M-5x6(S) in the plane of the truss only. 0.25" 0.25" i +t S M-1ii .5x33 + " M-1.5x3 .0111 . AIIIIIIikb,.. rn of M-3x8 M-3x4 1.25" M-3x8 0.2 M-3x4 M-3x8 : 14-5x6(S) M-5x6(S) 1 1 1 1 1 1 Y b 1 8-00 7-06-12 7-06-12 7-06-12 7-06-12 8-00 • 1-08 46-03 1-08 - JOB NAME : 5019-D POLYGON - D5 Scale: 8.1292 5 apN a�F,,s, WARNINGS: GENERALNOTES,unlessothenNsenoted: ��. ]��If'^� 'Sy' 1.Builder and erection contractor should be advised of all General Notes 5.This design Is based only upon the parametem shown sad Is for an IndMduai =76 i1 �, Truss: D5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. /' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced a1 • . DES. BY: MJ Is me responsibility of the erector.Additional permanent bracing of 2'o,o,and at 10'o.o.respea plywood unless braced throughout their length by ' Continuous sheathing such as plywoodquired Ing(TC)arwfor drywag(BC). -� - DATE: 11/26/2014 the overall structure is the responsibility of the bulkMg designer. 3.lx Impact bridging or lateral bradng required where sham++ SEQ. : 6126074 4.No load should be applied to soy component until alter at bracing and 4.Installation of hues Is the responsibility of the respective contractor. ^y ON ((/ fasteners are complete and et no time should coy toads greater than 5.Design assumes tresses are to be used In e non xmosNe environment, L •.y' A TRANS T D: 413 216 design loads be applied to any component. g,and are aasrumryes osdition'of use. bearing at elf suppose shown.Shim or wedge H /0. 4Y.1.4 0 1� 5.Compuirva hes no contrd over and assumes no responsibility for the necessary. M p R''',s fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. "P f 1 L\.- - III ��Iilll IIT�� (� IIS ISI 6.T FRhls design Isn furnisSCSI,ed copies lect of which h e w4meef rns set talo ry H.Plateslines shall be with Min center nota faces o[Was,and pieced eo Ihelrcanter TPUWIOA Nr.BCSI,eePlee ofwhkh will be fumtshed upon request. 5,DIgO wndicaate sire of plate In Inches. • I Wok USA.Ina/CompuTrusSoftware 7.6.8(1L)-E is,Par basic connector plate design values see ESR•1311,ESR.1908(Wok) XPIRES:12/31/2015 IIIII�IIIIIg�I This design prepared from computer :input by I ff I' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 41611TR LOAD DURATION INCREASE- 1.15 (Non-Rep) 1- 2-( 0) 84 2-10-( -744) 4623 10- 3-( 0) 315 14- 8-(-7 77) 1508 BC: 2x6 KODF SS; SPACED 24,0" Q.C. 2- 3-( -5331) 924 10-11=( -747) 4620 3-11-( -576) 330 8-154.(-1968) 8550 2810 KDDF SS 83 3- 4-( -4728) 930 11-12-( -630) 4119 11- 4-( -81) 522 WEBS: 2x4 NODE' STAND; LOADING 4- 5-( -4050) 897 12-13=( -993) 5652 4-12-) -957) 537 2x10 MODE' 42 A LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-( -4050) 900 13-14=(-2142) 10545 12- 5-) -651) 3132 DL ON BOTTOM CHORD = 10.0 PSF 6- 7-( -6507) 1353 14-15-1-3855) 17721 12- 6-(-3159) 774 . TC LATERAL SUPPORT <- 12"0C. UON. TOTAL LOAD - 42.0 PSF 7- 8-(-12108) 2568 15- 9.1-4161) 19065 6-13-( -561) 2940 ( BC LATERAL SUPPORT <- 12"0C. UON. 8- 9y(-21543) 4731 13- 7-(-5586) 1317 LL- 25 PSF Ground Snow (Pg) 7-14-1-1065) 5040 OVERHANGS: 20.0" 0.0" ADDL: BC CONC LL+DL=10325.0 LBS 8 42'- 1.5" ' BEARING MAX VERT MAX H0R2 BAG REQUIRED.BRG AREA JT 9: Heel to plate corner - 1.50" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, ,(SPECIES) ( 3 complete trusses required. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -562/ 2973V -264/ 2748 5.50" 4.76 KDDF ( 625) Join together 3 ply with 3"s.131 DIA GUN THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 46'- 3.0" -2508/ 11432V 0/ OH 5.50" 18.29 KDDF ( 625) nails staggered at: 1 9" oc in 1 rows) throughout 2x4 top chords, ICONO. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 9" oc in 2 row(s) throughout 2x6 bottom chords, - VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/18:0 9" oc in 3 row(a) throughout 2810 bottom chorda, MAX LL DEFL - 0.002" 8 -1'- 8.0" Allowed r' 0.167" KO( 9" oc in 1 row(s) throughout 2x4 webs, MAX TL CREEP DEFL = -0.002" 8 -1'- 8.0" Allowed.- 0.222" 9" oc in 3 row(s) throughout 2x10 webs. MAX LL DEFL = 0.134" 8 38'- 0.4" Allowed . 2.267" MAX TL CREEP DEFL - -0.411" 8 30'- 7.8" Allowed- 3.022" HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY TO ALL MEMBERS. PROJECT ENGINEER TO REVIEW AND INSURE MAX HORI2. LL DEFL = -0.033" 8 45`- 9.5," THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER. MAX HORIZ. TL DEFL = 0.077" 8 45'- 9.5." 23-01-08 23-01-08 NOTE: Design assumes moisture content does 8-03-13 7-04-14 7-04-14 7-02-13 7-04-09 3-11-14 4-06-04 1 not to exceed 19% at time of manufacture. 1 1 1 1 1 1 1 1 Design conforms to main windforce-resisting • 12 M-4x6 12 system and components and cladding criter_(a. 6.00 p q 6.00 4.0" Wind: 140 mph, h-25ft, TCDL-4,2,BCOL-6.0, ASCE ),-10, 5 4,e (All Heights), Enclosed, Cat.2, Exp.B, MRR?RS(D1r), load duration factor-1.6, N.,. M-Sx6(S) Truss designed for wind loads 3.1 in the plane of the truss only. • M-3x4 0.25" + LATERALLY BRACE TO ROOF DIAPHRAGM . 4 6 + 2X4 WEB BRACE REQUIRED. \\F . M-5x6(5) • 0.25" +1 71'f-3x8 + BM-5x16 ^ �M-4x12 " • i • 1 -9 cr, R i a 0 • o M-3x4 M-1.5x3 M-3x4 M-3x8 M-3x6 0.25 M-5x16 t 1 y y M-5x6(5) l M-12 x14(S ) *10325i **y • 8-02-01 7-03-02 • - J. 08-06 7-06-05 7-04-09 4-01-02 4-01-08 • • 18-00-06 20-00 8-02-10 k Y 1, 1-08 46-03 Scale: 0,1309 �G�� I ope6 JOB NAME : 5019-D POLYGON - D5 GIRDER Harv. u /2 WARNINGS: GENERAL NOTES,unless otherwise noted; r4 ''1/26117, 1.Builder and ereenon contractor should be advised of MI General Notes 1.Thb design Is based only upon the parameters shown and Is for en Indidduat 92*•.P E' c" Truss: D5 GIRDER and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabtEy dodng oanstrucdon Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ Is there responsibility of the erector.Additional permanent bracing of 2'o.a,and s11 G on.respectively unless braced throughout then length by /,�.,; apo aY Pa g continuous sheathing such as pywaed eheeting(TC)andtor drywall(0C). _ (� DATE: 11/26/2014 the overall structure Is the responsbgfi/of the building designer. S.2x Impact bridging or lateral bracing required where Shown++ O .EGQN (iC 4.No load should be appNed to any component until after ail brachrg end 4.Inetalauon of truss Is the responsibility of the respective contractor. 'P SEQ. : 6126075 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, i.. �,g 2�\ TRANS I D: 913 216 desbn loads be applies lo any component, and are for"dry aondberi of use i.2} • 5.CompuTrus hes no control over end assumes no responsibanyfor the G.Design assumes N8 beating at a8 supports shown.Sian orwedgo H � ihP' fabdcellon,handlIng,shipment and Instailation of components necessary. nn . 7.De essay rZroAeegqvatedrtah4g eitrff° sa. F n1�4. 'i 1 Ip8 a.This design is furnished subject to the Nmftethes sat forth by 5.;Er shall he located on both faces a 1}Nsa,end placed so]herr center 1�61��I111IIII 11� iql�II I II I iHl{��) TPek U A In 8081,copies of which will fhvbe furnished upon request *learner lines. 9.Digits bidlines dlcaie sloe cide with of plate h1 inches. . iilllp�h 11eI11I 111 1111061((1 111 N( M7ek USA,IncJCompuTrus Software 7.8.&(11)-E 10.For basic connector pate design values see EBR-1311.ESR•1ea5(MReiO EXPfR&5:12131/21115 IIEI101illfll This design prepared from computer ?input by III PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC; 2x4 KDDF 81&BTR LOAD DURATION INCREASE - 1.15 1- 2-( 0) 84 2-11-1-1152) 2892 3-11")-2I3) 259 15- 9-) 2241) 1016 BC: 2x9 KDDF 816BTR SPACED 24.0" 0.C. 2- 3-1-3182) 1220 11-12-( -941) 2561 11- 4.1-133) 421 9-16-(->i905) 905 WEBS: 2x4 KDDF STAND: 3- 4-1-3015) 1219 12-13-( -742) 2138 4-12-(-524) 308 16-10-) (33) 23 2x6 KDDF 92 A LOADING 4- 5-1-2463) 1106 13-i4•) -619) 1788 12- 5-(-173) 721 ( LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6-1-17901 965 14-15-) -678) 1714 5-13-1-939) 522 TC LATERAL SUPPORT O. 12"0C. DON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7-(-1795) 979 15-16-( -375) 741 13- 6-(-595) 1282 BC LATERAL SUPPORT <- 12"00. DON. TOTAL LOAD - 42,0 PSF 7- 8-(-206B) 993 13- 7-(-516) 358 8- 9.1-1526) 705 7-14-( 0) 196 OVERHANGS: 20.0" 0.0" LL - 25 PSF Ground Snow (Pg) 9-10-( -34) 55 14- 8-( -4) 222 8-15-(-819) 329 .. For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HOAZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. '(SPECIES) 0'- 0.0" -341/ 1960V -253/ 3108 5.50" 3.14 KDDF ( 625) 42'- 0.0" -262/ 1764V 0/ OH 5.50" 2.82 NEC)' ( 625) CO D. : Design d ecked for net)- ps ) up ift at 24 "os spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL4/150 MAX LL DEFL - 0.022" 8 -1'- 8.0" Allowed 0.167" MAX TL CREEP DEFL - -0.021" 9 -1'- 8.0" Allowed r 0.222" :4AX LL DEFL - 0.171" 8 15'- 6.8" Allowed - 2.054" MAX IL CREEP DEFL - -0.315" B 15'- 6.8" Allowed p 2,739" MAX HORIZ. LL DEFL " 0.068" 8 41'- 6.t' 23-01-08 18-10-08 MAX HORIZ. TL DEFL - 0.109" 9 41'- 6.5" 6-00-19 5-07-10 5-07-10 5-09-06 5-09-06 5-07-10 5-09-03 1-0844 NOTE: Design assumes moisture torrent does 1 1 1 1 1 1 1 1 1 not to exceed 19% at time of mant,facture. 12 12 6.00 p M-4X6 Q 6.00 Design conforms to main windforce-resistirq 4.0" system and components and cladding criteri4a. 6 ,,,,, Wind: 140 mph, h.25ft, TCDL-4.2,BCDL-6.0, ASCE 1,10, whh% (ALL Heights), Enclosed, Cat.2, Exp.B, MW.FRS(Dir), 3 '14.%1,%4.444....„....4.,. .. load duration factor•1.6, M-3x9 (4 3c4 Truss designed for wind loads 7 in the plane of the truss only. •' M-5x6(5) 14-5x6(S) 0.25" 0.25" 4 r +1 �� , M-1.5x3 II( + + ) 3 M-5x6 -1.5x3 A � M r 9' o �(4-3x8 M-3x4 #.25" 14-3x8 0.2 ;' 14-3x4 1, ++ -,e,1 M-5x6(S) M-5x6(S) M-3x5 1 1 011 1 1 1 8-00 7-06-12 7-06-12 7-06-12 7-06-12 1 3-09 • 1 ' 1-08 42-00 1 • JOB NAME : 5019-D POLYGON - D6 Scale: 0.1466 .�J ./1(3I.N. /y��r ss?O, WARNINGS. GENERAL NOTES,unless otherwise noted: Zcr 111261P '�'�: 1.Builder and eredlon contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an IndMdual - '2's 'C-• Truss: 06 and Warnings before construction commences. budding Component.Applicability of design parameters and proper 2.2x4 compression web bracing most be installed where shown 4. Incorporation ofoomponenl Is the respoMlbill�yy of the building designer. / 0!"' - 3.Additional temporary bracing to[name stability during construction 2.Dee/0 98.1unies the op and bottom chorda tobo Iaterody braced el ' DES. BY: MJ Is tae responsibility of the erector.Additional permanent bracing of l lox.and at 10'own.respedlvely unless braced throughout their NNW by E DATE: 11/26/2014 the overall atmdure la the roc onsibm 011ie building designer. 3.2c0nmpact sheathing or suMesacng wheat whore s shown rdryvrall C). P tY g illTx impact bridging the lateral bracing required where sown+a 'd nn SEQ. : 6126076 4.No load should be ant led to any component wail alter all bracing and 4.Installatlol of truss Is the responsibility of the respective contractor, !RE O� fasteners are complete and al no lime should any loads greater than S.Design assumes trusses grotto be used In a non•conosive environment. b 4 TRANS ID: 413216 design mp and are for " �' '� b applied la any component. "dry condition"of use. / 4.y. 4 5.compu7rus has no control over end assumes no responsibimy for the 6.Design assumes fug beefing at all supports shown.Shim orwedge if - V 14 2 "t1om�..? necessary. QjT"' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '.4 q R}t„`„ 9.Tits design to fumished cabled to the limitations set forth by 8.plates shall be located on both lases or truss,and pieced so their center ncide with k request. lines joint11IIIVIIIVIIII IIA SI go Digits Indicate sire of plate in Inches.USA,(nc./CompuT a Software 7.H6(1L)-E 1 Fit connector plate design values see ESR•1311,ESR•1e88 Weld EXPIRES:12/31/2015 1 IIIIIIIIIIIIII This design prepared from computer'input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONSTRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-l.00 TC: 2x4 ROOF 014BTR LOAD DURATION INCREASE - 1.15 1- 2-( 0) 84 2-11=1-1765) 4066 11- 3=1-365) 997 16- 7.( -1623) 1249 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2- 3-(-4705) 1892 11-12-1-1635) 3733 3-12=(-742) 452 16- 8-( ;512) 350 WEBS: 2x4 ROOF STAND; 3- 4-(-33791 1309 12-13-(-1190) 2998 12- 4-( 0) 356 8-17.1 0) 197 2x6 KDDF 02 A LOADING 4- 5-(-27351 1163 14-15=) -49) 127 4-13=)-710) 344 17- 9=( 0) 357 LL) 25.0)+DL( 7,0) ON TOP CHORD - 32.0 PSF 5- 6.1-2693) 1289 15-16-) -682) 1936 5-13-1-3001 255 9-18-(-2249) 943 TC LATERAL SUPPORT <- 1200C. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-1768) 976 16-17-) -634) 1758 14-13=( 0) 77 18-10-) -167) 203 BC LATERAL SUPPORT <- I2"OC. UON. TOTAL LOAD - 42.0 PSF 7- 8-(-1799) 973 17-18-) -689) 1631 13- 6-1-403) 1065 8- 9-)-2057) 984 13-15-1-637) 1819 OVERHANGS; 20.0" 0.0" LL - 25 PSF Ground Snow (Pg) 9-10-) -71) 125 6-15-(-103) 114 6-16.1-8411 519 "} For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX BORE BAG REQUIR£q BOG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -341/ 1960V -253/ 310H 5.50" 3.14 KDDF ( 625) 42'- 0.0" -262/ 1764V 0/ OH 5,50" 2.82 KD„OF 1 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing, VERTICAL DEFLECTION LIMITS: 1,1,-1/240, TL=L/100 MAX LL DEFL - 0.022" 8 -1'- 8.0" Allowed-= 0.167" MAX TL CREEP DEFL - -0.021" 0 -1'- 8.0" Allowed;- 0.222" MAX LL DEFL - 0.231" @ 14'- 1.0" Allowed;= 2.054" 23-01-08 18-10-08 MAX TL CREEP DEFL " -0.409" 8 14'- 1.0" Allowed." 2.739" 2-09 5-07-08 5-09-04 4-05 4-06-12 6-03-08 6-03-08 6-03-08 MAX HORIZ. LL DEFL - -0.109" @ 41'- 6.5" 1 1 1 1 1 1 1 1 1 MAX HORIZ. TL DEFL - 0.168" 8 41'- 6.5;" 12 M-4x6 12 NOTE: Design assumes•moisture content does 6.00 "'36.00 not to exceed 194 at time of manufacture. 9,0" Design conforms to main windforce-resistirg 7 sy '%.,,, M-5X6(5) system and components and cladding criter4a. M-5x6(5) M-3x10 3.1 Wind: 140 mph, h-25ft, TCDL-4.2,BCDL"6.0, ASCE 1 10, 0.25" (All Heights), Enclosed, Cat.2, Exp,e, MRFFRS(Dir), 0 25'r 8 load duration factor-1.6, Truss designed for wind loads 5 in the plane of the truss only. M-3x6 +r • M-3x44 + +I + /:. M-3x5 \illpN.0 1.5x3 3 �p :n M 3x10 ._+,,..,...,r...._. A cs 1 ''' A'„1 �� ,... - -?o '',1' 1 11 M- x9 0"-- M-6x8 -7.M-�x6 M-3x8 0.25 M-3x: `" M-5x8 M-1.5x3 WEDGE REQUIRED AT HEEL(S)• M-SX8(S) -.a 2.75 WEDGE WITH 2)M-1.5x3 TIP. 12 1 1 1 1 1 1 1 1 2-05-08 5-07-08 6-00-12 4-03-04 4-08-08 9-04-06 9-06-02 1 J, J' 1 . 1 y 05-08 11-06-08 28-00 ' J1- 1-08 1-os 4�z7-oo stip .RRp 0. JOB NAME : 5019-D POLYGON D / Scale: 0.1341 c� •NGI.N. . , ,. WARNINGS: GENERAL NOTES,unless otherwise noted: t!� '" P � I I.Builder and erection eontredorshould be advised of all General Notes 1.This design Is based only upon the rameters shown and Is for an Individual ' -92 ��E r Truss: D 7 and Warnings before constnrdlon commences, budding component Appltcabllity at design parameters and proper 2.2x4 compression web brads must be Installed where shown*. incorporation of component Is the responsibility of the budding designer. �,rr 4 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 3.Additional temporary boxing to Insure stebley during constructioner ', 4/ .` Is the responsibility of the erector.Additional permanent bracing o,a and at 1 tY o e.respectively unless Mand throughout their lengQy ng of continuous sheathing such as plywood shealhing(TC)andfor drywell(.C). �•�- `. (� DATE; 11/26/2014 the overall structure Is the responsibihfy of the building designer. 3,2x Impact bridging or lateral bracing required where shown n o �r n^ . 4.No load should be applied to any component until alter all bracing and 4.Inalagetlon of Inas Is the responsiblfay of the respective coMrector. .-17:., Q R GOI� t;,• `� S EQ. : 6126077 fasteners are complete end at no time should any loads greater than S.Design assumes trusses are to be used Ina nonconoetve environment. �JQ y 0N ` design loads be applied to any component and are for'dry condition"of use. d. .14 2 t�,, TRANS I D: 413 216 6.Compulres hes no control over and assumes no responsibility for the 4•Design assumes full bearing et ell supports shown.Shim erwedge H lb..,_4k..14 febrlcadon,handdn.ehipmenl and Installation ofcomponenb, neeessary. `s'!�+ r� y 9 7.Design assumes adequate drainage Is provided. "�`R r'1 t-�" 4.This design la furnished subject to the dmltations set forth by H.plates shad be located pon both faces of truss,and placed so their-center TPIANTCA In coincide with Joint center lines. . l IN I IIII HIll II I Nil I 111111 Mi�ak USA,inccfCompuT a SI,copies ot lSoflw re 7.ch MI be furnished(1L)E request, u For Digitsenloiwneecter plate In inches. d es see 0871.1311,8.571-1050(Mita) EXPIRES:12/31/2015 101111Illll�l This design prepared from computer:input by PACIFIC LUMBER-BC J ! LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX 14EI4BER FORCES 48R/DDF/Cq-1.00 TC: 2x4 KDDF 110910 LOAD DURATION INCREASE - 1.15 1- 2-( 0) 84 2-13.(-1785) 4081 13- 3••1-365) 1007 10-20-1 138) 600 BC: 2x4 KDDF 416810 SPACED 24.0" O.C. 2- 3-(-4761) 1909 13-14-4-1655) 3746 3-14=(-836) 465 20-11•) •-32) 222 WEBS: 2x4 KDDF STAND; 3- 4-4-3337) 1313 14-17-(-1195) 2914 14- 4-1 0) 404 11-21") X566) 332 2x6 RODF (12 A LOADING 4- 5-(-2593) 1123 15-16-1 0) 0 4-17-(-8021 455 21-12-) 519) 1722 LL( 25.0)+DL( 7.0) ON TOP CHORD . 32.0 PSF 5- 6=( 0) 0 16-18-) -461 128 16-17-1 01 85 12-22=(-1707) 770 TC LATERAL SUPPORT <- 12"0C. UON. DL 01/ BOTTOM CHORD - 10.0 PS? 5- 7-1-22121 1095 18-19-) -7131 2128 17- 5-1-253) 765 BC LATERAL SUPPORT <= 12"0C. DON. TOTAL LOAD - 42,0 PSF 7- 8-(-2238) 1060 19-20-) -7131 2128 17- 7.1-184) 91 , 8-10.1-1807) 916 20-21-) -656) 1716 17-18-1-732) 2128 'LL - 25 PSF Ground Snow (Pg) 9-10-1 0) 0 21-22-) -74) 115 7-18-1-278) 235 NOTE: 2x4 BRACING AT 24"OC VON. FOR 10-11=(-2110) 933 18- 8-(-117) 232 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED.STORAGE 11-12.4-1953) 784 19- 8=( 0) 213 , `_------.----'------------........... LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 8-20-(-705) 271 : THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HOZ BRG REQUIREt BRG AREA - LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) •` For hanger specs: - See approved plans 0'- 0.0" -312/ 1570V -175/ 233H 5.50" 3.15 KLIIF ( 625) 42'- 0.0" -234/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) (COND. 2: Design checked for net(-5 psf) uplift at 24 "ot'spacing.) VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/140 MAX LL DEFL - 0.022" 0 -1'- 8.0" Allowed,- 0.167" MAx TL CREEP DEFL - -0.021" @ -1'- 8.0" Allowed:- 0.222" MAX LL DEFL - 0.214" @ 16'- 6.7" Allowed,- 2.054" 0-04-07 0-04-07 MAX TL CREEP DEFL = -0.386" 0 16'- 6.7" Allowed, 2.739" If fi' 16-07-11 12-11-10 12-04-11 MAX HORIZ. LL DEFL - -0.110" @ 41'- 9.2" MAX HORIZ. TL DEFL - 0.170" @ 41'- 9.2" 2-09 6-07-06 6-10-14 4-05-05 4-07-02 3-11-03i 5-10-06 6-01-14 NOTE: Design assumes moisture content does �� not to exceed 199 at time of mamsfacture. 16-06-12 12-03-12 ' T f 1 i Design conforms to main windforce-resisting 6.00 12 M-4x686 M-4)14 M- x8 0-4x6 12 system and components and cladding criter±!a. M-5x8(5) 6.00 Wind: 140 mph, h-23.4ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.8, )4(8RS(Dir), 0.25" M-3x9 Tlad ruddefo6 sssignedforwindloads �+ in the plane of the truss only. ) K-3x5 + �1-4x4 :• m M-3x10 3 ., i o �� + • M-5x8 M-3x4 I M-1,5x3 M- x8 0.2 M- x8 M- x8 M-1.5x3 "+ ry M-5x8 WEDGE REQUIRED AT HEEL(S). --x'2.75 WEDGE WITH 21M-1.5x3 TYP. M-5X6(S) 12 • l L 1 1 1 1 1 J. J. 1, L 2-05-08 6-07-06 4-11-02 2-01-08 5-01-04 4-05-06 4-05-06 6-00-02 5-10-06 1 1 2-05-08 11-06-08 1 1 28-00 1 , y-08 15-11-12 1-11-12 . 26-00-04 1-08 42-00 1 JOB NAME : 5019-D POLYGON - D8 Scale: 0.1250 ' �'G ��,° • WARNINGS: GENERAL NOTES,unless otherwise noted: !l./z�l �"� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for en Individual Q . `92 4 .C G c Truss: 08 end Warnings before construction commences. building component.Applioebiley of design parameters and proper r 2.2a4 compression web bracing must be installed where shown+. incorporation of component little responsibltty of the building designer. r, 3.Additional temporary bradn9 to tonics ateb4ily during construction 2.Design assumes the top and bottom chords to be laterally braced at . DES. BY: M T 2'ex,and el 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.AddiHenal permanent bracing of continuous sheathing such as plywood sheathmg(TC)and/ordrywall(BC), �'.. DATE: 11/26/2014 the overall stnrcture Is the responsibility of the betiding designer. 3.Al impact bridging or Wool bracing moulted where shown++ d SE . :1 • 612 6 0 7 8 4.No load should be to any component until after all braeing and 4.Installation of truss Is the responsibility of the respective contractor.URNS >1 "OREGON Y• fasteners are complete and at rte time sh9uld any ds groaterthen a,Design assumes incases are to be used In Inca noncorrosive environment, 11* 4,t design loads be applied to any component, and are for'dry condition"of use. .'9.y � 1. TRANS d' 413216 5,Compulnis hes no control over and assumes no reaporhslMlfy forth(' 8.Design assumes Cit bearing et all supports shown.Shim or wedge If d,f .14 5. Q. fabdooeon,handling,shipment and Installation of components. 7.Desl�ryssumes adequate drainage Is provided. "c„,�A I Lr"�p S.This design is furnished subject to the tedtattons set forth by a.Plates shell be located on both faces of truss,and pieced so their center ` IIIfII III IIIA II I I III IIIA IIIA SII IIII TPVWTCAIn 8081,copies of be furnished upon request. Anes col loot wdmjoint ofpcenterlines. i` 9.Digits'NW@ size Opiate In Inches. 1o, MI Felc LISA,Inc./Compu7rus Software 7.8.6(1 L)-E For basicoonnsotor plate design values sea EBR-1311,ESM-Isle(Wen EXPIRES:12/31/2315 111011111 This design prepared from computer'input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq•1.00 TC: 2x4 MODE 1168TR LOAD DURATION INCREASE - 1.15 1- 2 ( 0) 84 2-15•(-2263) 4021 15- 3•( -482) 987 10-22•(4020) 470 BC: 2x4 MODE 416BTR SPACED 24.0" O.C. 2- 3-(-4705) 2244 15-16-(-2094) 3693 3-16•) -673) 450 22-11•( -;340) 1132 WEBS: 2x4 KDDF STAND; 3- 4-(-3442) 1588 16-17.1-1652} 3026 16- 4•1 -5) 304 11-23•(-/864) 827 2x4 KDDF STUD A; LOADING 4- 5•(-2913) 1454 17-19•(-1465) 266? 4-17-) -569) 323 13-23•) --45) 155 2x6 IMF 62 B LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-2534) 1342 18-20.1 -99) 191 17- 5-( -604) 1088 23-14•( -705} 1519 DL ON BOTTOM CHORD- 10.0 PSF 5•• 7•( 0) 0 20-21•(-1282) 2738 17- 6-( -676) 464 14-24-(-8776) 851 TC LATERAL SUPPORT t• 12"OC. UON. TOTAL LOAD- 42,0 PSF 6- 8-(-2663) 1427 21-22•(-1058) 2306 6-19.) -63) 480 BC LATERAL SUPPORT C. 12"OC. UON. 8- 9.1-2808) 1357 22-23-( -742) 1529 18-19-) 0) 77 - LL a 25 PSF Ground Snow (Pg) 9-10-(-2619) 1161 23-24•) -72) 83 19- 8-( -352) 77 _Mata.._Mate-Mat=eee.a.n-............ 10-11•(-1815) 830 19-20•(-1309) 2635 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-13.1 -378) 290 8-20-( -180) 326 i. ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATIOM(S) SPECIFIED BY IBC 2012. 12-13•( 0) 0 20- 9"( -167) 119 eat........MMeeate=eeMMMMMMM.eM..eMeM.MMM THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14•( -469) 313 9-21•( -448) 340 21-10•( -278) 664 t OVERHANGS: 20.0" 0.00 !. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA ** For hanger specs. - See approved plana LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. •(SPECIES) 0'- 0.0" -382/ 1970V -126/ 251H 5.50" 3.15 KC;JF ( 625) 42'- 0.0" -329/ 1754V 0/ OH 5.50" 2.81 KCDF ( 625) (COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing.) VERTICAL DEFLECTION LIMITS: LL•L/240, TL-I/180 MAX LL DEFL a 0.022" 8 -1'- 8.0" Allowed- 0.167" MAX TL CREEP DEFL a -0.021" 8 -1'- 8.0" Allowed M 0.222" MAX LL DEFL M 0.286" 8 19'- 1.3" Allowed •^ 2.054" MAX TL CREEP DEFL a -0.465" 8 19'- 1,3" Allowed a 2.739" 16-07-11 21-07-10 3-08-11 { MAX HORIZ. LL DEFL - -0.138" B 41'- 9.2" 1 5-01-02 1-00-12 2-05- 09 5-03-01 3-01-05 1-06-14 MAX HORIZ. TL DEFL - 0.182" 8 41'- 9.2," 2-09 1 1 5-01-02 1 07-1' 1 5-06-09 1 1 5-03-01 1 2C01-1.5--f NOTE: Design assumes moisture coil/cent does 1 1 1 1 f-------f 1 1 1 1 t"1 not to exceed 19% at time of mantj£acture. 13-02-12 SUPPORT TOP CHORD AT 3T.7 - 1-09 I 1 ff 1 Design conforms to main windforce-resisting 12 M-5x6(S) 12 12 • system and components and cladding criteria. 6.00P M-3x4 7 Q 10.00 Wind: 140 mph, h-23.4ft, TCD1•4,2,BCDL-6.0, ASCfi 7-10, M-4x6 / M_ x4 M- x4 M-3gx5 _M-4x6 (All Heights), Enclosed, Cat,2, Exp.B, MM'FRS(Dir), M-5x6(S1 ;31I25" 139 13 �? M-3x6 load duration factor•1.6, 4 Truss designed for wind loads 0,25" / -e in the plane of the truss only. M-3x5 _Aid "1 A/\/1k\gb,„ o i B r,o I, M-3x10 I�� `.. m, M-3x4 M-3x8° 1'r^ M- x8 0.2 )' M-3 x5 M-3x10 4" - M-5x8 a M-1.5x3 WEDGE REQUIRED AT HEEL(S), M-5x8 M-1.5x3 ..2.75 WEDGE WITH 2)M-1.5x3 TYP. M-5x6(5) J. 12 1-04-04 L. 1, 1, t )( Y 1 1, 1 ,� y-05-08 5-01-02 5-02-14 y 5-01-04 7-01-14 7-00-02 7-01-14 1-05-02 ' J,2-05-08 11-06-08 28-00J. y 1-08 42-00 JOB NAME : 5019-D POLYGON - D9 Scale: 0.1217 x'''` 1GrIIrJN ore 4e-. WARNINGS: GENERAL.NOTES,unless otherwise noted: � '!.(GI 1.Builder and erection coMmgor should be adaased of all General Notes 1.This design Is based only upon the parameters shown and is for en Individual - *PE : e. Truss: D9 end Warnings before construction commences. building component.Applabltay of design parameters and proper 2.2x4 compression web bracing must be installed When shorn+. Incorporation of component Is the responsibility of the loading designer. 3.Additional temporary bracingto Insure stability during construction 2.Design assumes the lap and bottom chords to be laterally braced at y 'm4 2'sate and at 10'oats respectively unless omen throughout they NNnnpptlh by , '�� ",• 1 DES. BY: MJ is the responsibility of Me erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywag(BC). DATE; 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2n impact Midglng or lateral bracing required where shown++ o n n 1�, t.No load should be applied to any component until atter all bracing and 4.Installation of truss Is the responsibility of the reapeaive contractor. '"p OREGON 1 4cr SEQ. : 6126079 fasteners are complete end at no sme should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment �J4 r �A Al. design loads be implied to any component. and aro for'dry oond8bn'of use. O' 14 l `4- TBANS I D: 413 216 5.Corrpuanrs has no control over and assumes no responsibility far me 8.Design assumes fug bearing at all suppose shown.Shim or wedge If t. c-� essary. febnc lion,handling,shipment end tnstalsHon of components. Dnesign ass 1J'. h V g P 7.Flutes assumesadequate yeeISfprovided. +l R �-' e.This design is furntshed subject to the amilallom eat torp-by 8.plates shag be located on both yeses or buss,and pleas so their center '� 111111IIIII IIIII Illi III IIIIII I ISI III) � �In SCSI,copies olwhich will be furnished upon request. a liesDigits coincide ssize)ofplateein Inches. MiTek USA,InC./COmpUTrua Software 7.6.6(111-E 1 D.For basic connector plate design Values see ESR-1311.EBR-1 gab(MITak) EXPI RES:12/31l2015 1111111 , III IIIIIi 11This design prepared from computer;input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DD£/Cq-1.00 : TC: 2x4 KDDP 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 84 2-14-(-2092) 4021 14- 3-( -442) 987 20-10-( ,206) 652 BC: 2x4 IMF )110TR SPACED 24.0" 0.0. 2- 3-(-4705) 1990 14-15-(-1937) 3693 3-15-) -673) 438 10-21=(»1020) 385 WEBS: 2x4 KEW STAND; 3- 4=(-3442) 1370 15-16-(-1506) 3026 15- 4-( -5) 304 21-11-) -1,263) 1119 2x4 ODE STUD A: LOADING 4- 5-(-2913) 1210 16-18=(-1223) 2667 4-16-( -569) 382 11-22-(-1864) 775 2x6 ROOF @2 B LL( 25,0)+DL( 7,0) ON TOP CHORD= 32.0 PSF 5- 6•) 0) 0 17-19=4 -84) 191 16- 5=( -376) 1088 12-22-) 1-26) 222 DL ON BOTTOM CHORD = 10.0 PSF 5- 7-(-2534) 1152 19-20=4-1142) 2738 16- 7-) -616) 258 22-13-( 731) 1519 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD - 92.0 PSF 7- 8=(-2663) 1187 20-21-) -970) 2306 7-18-( -90) 473 13-23-(-1776) 880 SC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-2808) 1156 21-22-) -715) 1529 17-18-) 0) 77 LL • 25 PSF Ground Snow IPq) 9-10=(-2619) 1039 22-23-) -73) 83 18- 8-) -339) 93 10-11-(-18151 754 18-19-(-1117) 2635 1 NOTE: 2x4•BRACING•AT=24"OC-VON.-FORS BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12-( -375) 253 8-19-( -1801 233 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13-( -466) 271 19- 9-( -69) 110 • -`--,----------------------------"--- THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 9-20-( -448) 275 a OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIREd BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. JJ'(SPECIES) *" For hanger specs. - See approved plans 0'- 0,0" -292/ 1970V -127/ 2508 5.50" 3.15 KEOF ( 625) 42'- 0,0" -217/ 1754V 0/ OH 5.50" 2.81 R0DF ( 625) COND. Des tin checked or net( ps ) up i t at 24 "or spat ng, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/1C0 0-09-07 MAX LL DEFL • 0.022" 8 -1'- 8.0" Allowed? 0.167" MAX TO, CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0,222" 1`)' MAX 1,1 DEFL - 0.261" 0 19'- 1.3" Allowed;- 2.054" 0-08-05 MAX TL CREEP DEFL - -0.465" @ 19'- 1.3" Allowed.- 2.739" 13-03-11 26-11-10 1-08-11 MAX HORIZ. LI DEFL - -0.129" 8 41'- 9.2" 5-01-02 5-01-04 5-03-01 5-01-05 '( '( MAX HORIZ. TL DEFL - 0.182" @ 41'- 9.2," 2-091' 1' 5-01-02 1 '( 5-06-09 ' 1 5-03-01 T 1108-11 NOTE: Design assumes moisture content does T T Z T f ,( 14 ,{ 1--( not to exceed 19% at time of men fectuxa, 13-02-12 Design conforms to main windforce-resisting '( '( system and components and cladding criter:4a. 12 M-5x6(S) 12 6.00C:7" M-3x4 Wind: 140 mph, h-22.5ft, TCDL-4.2,BCDL-6.0, ASCI 7-10, 44-4x6 Q 10'00 (Ali Heights), Enclosed, Cat.2, Exp.B, MRFRS(Dir), M-5x6(S) 56 7 M-3x4 0�25" M-13x4 M-3x5 2'4x6 load duration factor-1.6, t ,rl, 1,4 3x10 Truss designed for wind loads 0.25" in the plane of the truss only. , M-3x5 I AA/AL '^B o 1M M^3x10 Y ' `� at tO 1,F 9 5tri: �� - _. a t4-3x4 44-3x8 o, 2 M-5x8 0 M-1.5x3 M- x8 0.2 M- x5 M-3x10 +" WEDGE REQUIRED AT HEEL(S), M-5x8 M-1.5x3 .....r32.75 ' 44-5x6(5) 112 l , 1-04-04 l { l l l l 2-05-0 5-01-02 5-02-14 l 5-01-04 7-01-14 7-00-02 7-01-14 1-05-02 ( ! 2-05-08 05-08 11-06-08 28-00 1-08 42-00 JOB NAME : 5019-D POLYGON - D10 Scale; 0,1217 • `"<".‘,,G/NS*�`,s% WARNINGS: GENERAL NOTES,unless othelwlse noted: 4/ �� r• . 'or 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for err individual �' .92 t i P G - (-. Truss: D10 end Warnings before consimc0on commences, building component.Applicability af design parameters end paper 2.2x4 compression web bracing must be Intoned where shown+. Incorporation of component Is the responsibility of the building designer. AlleA DES. BY: M 7 2,Additional temporary brazingb I inure atabilllydunng coneWd on 2.Design assumes the top and bottom chants to be Ian*braced el Is the responsibility of the erector,Additional permanent bracing of 2'0.0,and at 10'0.0.r such as mly oarless braced throughout that length by -.141111."' . DATE: 11/26/2014 the overall structure is the reeponalbihly of the building designer. continuousxIacttrsi ging or caches dngedglrndwilere sonar ``#�,_. Q 3.2x Impact bridging or tetanal bradng requaod where shown++ryweg(BG7. � A SEQ. : 612 6 0 8 0 4.No bad should be aerate)to any component until atter all bracing and 4.Installation of truss to the resp na6BBy of the respective contractor. p �?RE�ON to , fasteners are complete and at no time should any loads greater than E.Design A64dr1 ea lamsea are to be used m a non cortasive em4ronment i.t: 2j 2 �tk,,i; tlesign beds be applied to any component, and are for"dry condition"of use. i 9 Q TRANS I D: 413 216 t.CofnpuTnn has no centres over and assumes no respons@Bay forme 8.Design assumes full bearing at as supports shown.Shim or wedge F D 14 fabrication,handling,shipment and Installation of components. 7necessary. �S pfl r 8.This design Is furnished subject to the limitations set tons bya.Pose n assumes locatedadeqon drainage Is bussed. R R t 1.4 IIS I��I IIT I I I I 1,1 I II�'u I��Ip B. shall be on both fetes of inns,end placed so shalt center Ikl TAIMffCA In SCSI,copies of which will be furnished upon reeuesl, lines coincide with Mint center lines. a.DIg85 indicate she of plate In inches. M)TekUBA,lna/Com uTrusSoRware7.8.8{1,L)E 10.For basic connector plate design values see ESR-1S11,ESR-tees(uliieig EXPIRES:12/31/21115 U111111111 This design prepared from computer `input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 42-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq-1.00 TC: 2x6 KDDF 416818; LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2-( 0) 84 2-13-(-2700) 8204 13- 3-( -356) 1182 18-11-4 4646) 2344 2x4 KDDF 41,0TR Ti 2- 3-(-9486) 2946 13-14•(-2356) 6634 13- 4-( -312) 1546 11-19=(-5222) 2172 BC: 2:16 KDOF 8I6BTR LOADING 3- 4-1-8800) 2752 14-15•(-3090) 7948 4-14-( -396) 344 19-12•1 360) 262 WEBS: 2x4 KODF STAND LL - 25 PSF Ground Snow (Pg) 4- 5.(-6998) 2520 15-16-4-3118) 7910 14- 5-( -628) 2084 IC UNIF LL( 50.0)+DL{ 14.0)- 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 5- 6-( 0) 0 16-17-(-3264) 8058 14- 7-(-2340) 1142 s TC LATERAL SUPPORT <- 12"0C. UON. TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 10'- 0.0' TO 42'- 0.0" V 5- 7•(-6240) 2284 17-18-(-2814) 6852 7-15-( -484) 1208 I BC LATERAL SUPPORT <- 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)- 40.0 PLF 0'- 0.0" TO 42'- 0.0" V 7- 8-(-8032) 3134 18-19•(-1788) 4230 15- 8-( -200) 756 ;. 8- 9-(-7702) 3056 16- 8-(-1326) 642 1 Mirem-.=.-a-m=------ - .- -• TC CONC LL( 416.7)+DL( 116.7)- 533.3 LBS 8 10'- 0.0" 9-10•(-7768) 3066 16- 9-( -442) 314 NOTE: 2x4 BRACING AT 24"OC U08, FOR 10-11.1-5216) 2084 9-17-( -684) 528 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12-( -68) 76 17-10-( -332) 1346 ..................................... REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10-18•(-2404) 1108 b 1 OVERHANGS: 20,0" 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIR£ti BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ;(SPECIES) " For hanger specs. - See approved plans 0'- 0.0" -1109/ 3581V -90/ 187H 5.50" 5.73 600)' ( 625) 1 2 ) complete trusses required. 42'- 0.0" -1444/ 3564V 0/ OH 5.50" 5.70 WOOF ( 625) Join together 2 ply with 3"x.131 DIA GUN -',- nails staggered at: 7107 1: Design checked for net(-5 psf) upl> tat 'oc,spacing. 9" oc in 1 row(s) throughout 2x4 top chords, \fl, 9' oc in 2 cow(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL.L/240, TL-L/1C0 /V, 9" oc in 2 cow(s) throughout 2x6 bottom chords, MAX LL DEFL - 0.005" 8 -1'- 8.0" Allowed 1- 0.167" 9" oc in 1 row(s) throughout 2x4 webs, MAX TL CREEP DEFL . -0.005" 8 -1'- 8.0" Allowed! 0.222" MAX LL DEFL • 0.257" @ 22'- 7.7" Allowed•a 2.054" MAX TL CREEP DEFL - -0.502" @ 16'- 0.0" Allowed i. 2.739" r MAX HORIZ. LL DEFL - -0.095" @ 41'- 8.54' MAX HOAR. IL DEFL - 0.156" @ 41'- 8,5;' NOTE: Design assumes moisture content does 0-06-07 not to exceed 19% at time of man acture. inc 9-11-Ii 32-00-05 Design conforms to main windforce-resistir(lY ( f f system and components and cladding criteria, -07-043-02-05 3-07-11 3-08-13 2-03-08 6-07-12 6-04-04 6-04-04 6-07-12 f 4 1 T i' f { T T ' f Wind: 140 mph, h-21.7ft, TCDL-4.2,BCOL-6.0, ASCE:7-10, (All Heights), Enclosed,9-10-12 load duration factor-1 . 6 , Cat,2, Exp.B, MF?FRS(Dlr), 1533.30@ Truss designed for wind loads 4 12 M-7x8(5( in the plane of the truss only. 6.00(2' M-4x8 6 M-3x4 M-33x4 0.925" M-130 x4 M-4x6 M-1.5x3 to a M-3x4 ' o t + t i o I M 1.5x37 1 m M-3X8 ,../ '^ I .�.>• 4 15 `moi 0 t -,, • : �!f M-7x10 M-3x8 M-7x8 0.25' M-3BW5 M-3x8 , ." 1 M-7x10 16-7:03(S)2,75 2.75 a.. • 12 WEDGE WITH 2)N-1.5x.3 TYP. 12 y y i' ) )' ,1 Y is 2-05-08 yy -05-08 6-10 4-08-08 2-00 8-09-03 8-05-11 8-09-03 1 y 2- 05-08 11-06-08 2-00 26-00 j 1-08 42-00 r�o PROF >; JOB NAME : 5019-D POLYGON -- D11 Scale: D.1475 ;` �� `'',fP2 WARNINGS: GENERAL.NOTES,unless otherwise nded: 4.Y 9Llg5 , • 1.Sulkier and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown end is for an Individual �. ‘.1.92s t.P E t� Truss: D 1 1 end WarnInge before constiuoeee commences. building component.Applicability of design parameters and proper 1 2.VA compression web bracing must be Melded where shown e. Incorporation of component Is the rasponslbBny Ogre buliding designer. 2.Design assumes the top end bottom°holds ea be laterally braced a 3.Additional temporary bracing to Insure Mislay during construction 2'o.G and at 10'0.0.respectively unless braced Throughout their tomtit�by �. 'S DES. BY: MJ Is the responsibility of In°erode;.Additional pemtanent bracing of continuous sheathing such as plywood sheat)eng(TC)andrordrywabt(B[7. DATE: 11/26/2014 the overall stnicture h the responsibility of tha building designer. 3.2xtmped bridging or lateral bracing required where shown." A- 4.No toad should be applied to any component ural after al bracing and 4.inste,ailon of truss Is the responsibility of the respective contractor. 'y.. OREGON fV SEQ. : 6126081 fasteners are complete end at no time should bads greater than E.Design resumes(maws are to be used tee tion-oomosive environment. 1 TRANS I D: 413 216 design tseda he applied to any component, end are for^dry oondtte ai of use. �O '9./ f.4 �� ' H.CompuTnra has no control over and assumes no responsibility for the e,Design assumes far bearing at al supports shown.Stam orwedge if M fabrication,handling,shipmentcomponents. neossery. and he limitations or eon 7.Design mums be l adequate both face isabuse. provided. 1:3/111..V 8.This design Is furnished subject to the Ihtltettons set forth by 9.Pelee Shap located on belh feces of truss,and pieced so Ih°ircenter Ilii1II VIII BILI 1111111111 VIII ill SII TPVdyrCA In 6Cal,copies of which will furnished upon request. g Dlgdscoincidelnae sine)olmplate In inches. ) Ill 1) tl( MITek USA.(nc.ICompuTrus Software 7.6.8(ILK 10.for basic connector plate design values see ESR-13t1,E8R•188e Wok) EXPIRES:�rZ 1/2Q15 {I`III11i11 This design prepared from computer input by PACIFIC LUMBER-BC i• ' LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0,0" IBC 2012 MAX MEMBER FORCES 4NR/DGF/Cq-1.00 TCt 2x4 HOOF N168TR LOAD DURATION INCREASE = 1.15 1-2'( 0) 72 2-6=4 0 BC: 2x4 RODE 616BTR SPACED 24,0" O.C. 2-3-(-351) 305 ( IC LATERAL SUPPORT <= 12"OC. DON. 3-4-(-109) 56 LOADING 4-5=( -24) 0 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 ' OVERHANGS: 12.0" 4.0" TOTAL LOAD - 42.0 PSF 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/ 375V -114/ 311H 5.50" 0.60 KLSDF ( 625) 5'- 9.2" 0/ 68V 0/ DH 5.50" 0.11 !CODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -262/ 393V 0/ OH 1.50' 0.50 (OF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -90/ 133V 0/ OH 1.50" 0.17 KC1F ( 625) i BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP COND. : Design checked for net(- psi up ft at 4 "oc)spec ng. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/LB.0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed- 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed:- 0.133" MAX LL DEFL - -0.000" 8 10'- 4.0" Allowed: 0.033" MAX TL CREEP DEFL - -0,000" @ 10'- 4.0" Allowed- 0.044" MAX TC PANEL LL DEFL a 0.064" @ 3'- 4.9" Allowed;= 0.401" MAX TC PANEL TL DEFL - -0.072" @ 3'- 2.4" Allowed 0.722" MAX HORIZ. LL DEFL - -0.005" @ 9'- 11.2" 1Y MAX HORIZ. Ti DEFL - -0.005" 8 9'- 11.2" 10.00 p NOTE: Design assumes moisture content does 11111111111111111111111111111111111111 -, - : not to exceed 19% at time of manufacture. Design conforms to main windforce-resistir}g N system and components and cladding criteria. '� I Wind: 140 mph, h-23.5ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MYlCRS(Dir), rn load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. ri 4 r f r r" a ojr- ff_ M-3x9 1, ). 1 J- 1-00 6-00 4-04 • [PROVtbt FULL BEARING;Jts:2,6,3,41 JOB NAME : 5019-D POLYGON - DJ13 gEo p qF'A Scale: 0.3478 may. :::: . (ryp74slOy.Y WARNINGS: GENERAL NOTES,unless othervdse noted: 47 !7 -v1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and is for en indlyidual �' P�. -fir._ Truss: DJ13 and Warnings before construction commences. building component.Appecabilly of design paramatera and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responslbghy of the building designer. DE$. BY MJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lap and bottom chard!to be laleraly braced a( Is the responlfo)lry of the erector,Addllonelpermanant�racing of 2'c.o.and QUO'o.a.raggedly*unless brewed throughout their lenrgqthby continuous sheathing such as pywoed sheathing(TC)ardfor drywa9(Bc), .!.'_ ', responsibility the building designer. 3.2x Impact bridging or lateral bracing required where shown++ . DATE: 11/26/2014 the overall structure Is the responsibln r� SEQ. : 6126082 4.No load should be rippled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. � OREGQN �(( fasteners are complete and at no lime Should any toads greeter than 6.Design assumes trusses ere to be used M a non-corrosive environment, `% 4, 2�10.t,--}- TRANS A T RAN S I D: 413 216 design loads be applied to any component, end ere for"dry condition'of use, /� 5.CompuTros has no Control over and assumes no responsibility for the e.Design assumes full bearing at all supporta shown.Shim or wedge If x. .14 /e;‘).. fabrication,handling,shipment and Installation of components. necessary. provided. L a.This design is furnished subject to the Irritations set forth by 8.Plateesnsassumes hall be local adequate drainage fs of truss,andplaced so their center. li n-�•" I 11111 CIIII I I 11'11 1I II 111111101111 pe 'nSCSI,copies of which will be furnished ugon request. Indicate Tk USA (ncJCompuTrus Software 86(1t)-B lines withcarder plate connector 0 values see ESR-1311.EOR-1989 OARelg EXPIRES:12/31/2615 This design prepared front computer ;rinput by VIII III��1 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/O0P/Cg41.00 TC; 2x9 ROD/ 813BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=10( 0 BC: 2x4 1<01)F 816BTR SPACED 24.0" 0.C. 2-3-(-333) 301 3-4..(-108) 54 ; TC LATERAL SUPPORT C. 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. 1.1,1 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI DL ON BOTTOM CHORD = I0.0 PSI BEARING MAX VERT MAX HORZ BRG REQUIREDBAG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSI LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. "(SPECIES) 0'- 0.0" -22/ 375V -110/ 29411 5.50" 0.60 KGDF 4 6251 LL = 25 PSI Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ 014 5.50" 0,11 KODF ( 6251 5'- 11.2" -259/ 390V 0/ OH 1.50" 0.50 l(tDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 10.9" -62/ 911/ 0/ OH 1.50" 0.15 Kd.F ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING 141?. ECOND, 2: Design checked for net(-5 psf) uplift at 24 "oo spacing.j BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: 11-1/240, TL-L/15;0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX LL DEM - -0.002" 8 -1'- 0.0" Allowed:. 0.100" -,, MAX TL CREEP DEFT. - -0.003" 0 -1'- 0.0" Allowed 6 0.133" MAX TC PANEL LL DEFT. - 0.065" 0 3'- 4.9" Allowed'- 0.481" e MAX TC PANEL'IL DEFT. - -0.073" 8 3'- 2,4" Allowed= 0.722" MAX HORIZ. LL DEFT. - -0.005" 0 9'- 10.2" MAX H0R2E. TL DEFT. m -0.005" 0 9'- 10.2" NOTE; Design assumes moisture corotent does not to exceed 19% at time of mandfocture. 12 Design conforms to main windforce-resiatirq 10.00 p system and components and cladding criteria. Wind: 140 mph, h-23.3ft, TCD1r4.2,BCOL=6.0, ASC Q 7-10, (All Heights), Enclosed, Cat,2, Exp.e, MPIFRS(Dir), y u, load duration factor=1.6, Truss designed for wind loads cs in the plane of the truss only. w I 1 r cn c> M-3x4 y y y 1-00 l 6-00 3-10-15 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : • 5 019-D POLYGON - DJ14 Scale: D.3544 � N4;IN s` WARNINGS; GENERAL NOIE8,unless otheMse notes Q` _ . 1 S.�7 E S� 1.Builder and emotion comrador ehoukt be advised of all General Notes I.This design le based ordy upon the parameters shown and Is for an bdh4duat Truss: DJ 14 and Warnings before eonstrucnon commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the rezponslbsoy of the building designer. ' 3.Additional temporary bracfn to Insure sroblill during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: Mal ry A T o.c,and x118'as respectively unless braced throughout liner length by �..!ret�, Is the responsibility of the erector.Adtlhlonel Permanent bracing of continuous sheathing suds as plywood sheathing(TC)andler drywall@C). ♦ DATE• 11/26/2014 the ovare0 sWelum le the rospsuelbO1y of the building designee 1.2x Imp ed Dridgetg or lateral bracing required where shown•++ OR EGON 4.No bed should be applied to any component unit atter se Mating and 4.ins of truss is the responsibility of the respective oontractof. SEQ. : 6126083 fasteners are complete and at no time should any toads greater than 6.Design assumes mates ere to be used In a non-conosfee environment. 4o �'� d� A, design loads be applied In any component. end are lot dry tondRbd of use. . 14 TRANS T D: 913 216 e,CerpeoT us has no control over and assumes no responsibility for the e.necessary.ssames tun beach VIII ale suppose shown.Shin or wedge n fabdcaSon,handling.shipment and Installation sl components. ry "'r?n10- 7.Design assumes adequate damage Is provided, 1111 Ili 1I� 1 8.This design Is fumUhed subject to the Imitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center I III1IIILIIILIIIII11I�IIIII�II III1VIII Mirlise USA,Mc.ICompuTttisSoftwareCA in SCSI,copies of which IAN IN 766(1T.)-Ehed upon request. e.lines coincide ed th pftedsrignvolesseaESR•fratLE8R-1988fdRek) 11 {{ 111111 UU 1 EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer 'Snput by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10,9" IBC 2012 MAX MEMBER FORCES 4HR/DDF/Cat-1.00 IC: 2x4 KDDE I14BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-5'(t) 0 BC: 2x4 NODE I1&BTR SPACED 24.0" O.C. 2-3-(-247) 220 3-4-( -91) 37 TC LATERAL SUPPORT <- 12"0C. UON. LOADING f 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 HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, ;(SPECIES) 0'- 0.0" -24/ 378V -88/ 23611 5.50" 0.60 KC;DF 1625) LL - 25 PSF Grdund Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDE ( 6251 5'- 11.2" -224/ 357v 0/ OH 1.50" 0.46 KGDF ( 625) . LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -18/ 6V 0/ ON 1.50" 0.01 KGDF 1625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 pat) uplift at 24 "oc.spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/1110 MAX LL DEFL- -0.002" 8 -1'- 0,0" Allowed:- 0.100" - MAX TL CREEP DEFL - -0.003" 8 -1'- 0,0" Allowed',,- 0.133" MAX TC PANEL LL DEFL " 0.093" 8 2'- 11.8" Allowed.,m 0.481" )�( MAX TC PANEL TL DEFL - -0.081" 8 2'- 11.9" Allowed 0.722" MAX HORIZ. LL DEFL - -0.003" 8 5'- 11.21" MAX HORIZ. Ti DEFL - -0.003" 0 5'- 11.2," 12 NOTE: Design assumes moisture consent does 10.00 V not to exceed 199 at time of manufacture. I/ t� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-22,5ft, TCDL-4.2,BCDL-6.0, ASCE'7-10, .,'"-i (All Heights), Enclosed, Cat.2, Exp.B, MF;FRS(Dir), load duration factor-1.6, Truss designed for wind loads ) ao in the plane of the truss only. : r t f M 1 fry ►-� 0 M-3x4 • 1 1 / 1 1-00 6-00 1-10-15 'PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5019-D POLYGON - DJ15 � , P�oFF`,,s. Scale: 0.4160 . {�,�•1C3dN, ;./0.n WARNINGS: GENERAL NOTES,unless otherwise noted: �� . /r�Sil 1.Builder and emdlon contractor should be advised of all General Notes 1.This design Is based only open the parameters shown and Is for an Indivtarel �'_ '.92#•.PE f Truss: DJ15 end Warnings before construction commences. building component.Applicability of design parameters and prow - • e 2.2x4 compression web bracing most be Inetated where shown+. incorporation of component is the responsibility of the busding designer. / F 3.Additional temporary bracing to Insure stabgity during conelnwdlon 2.Design ansumes the top and bottom chords to be laterally braced at DES. BY: MJ Ade re2'o,c,and at lo'o,c,respectively unless braced throughout their length byis responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheaihing(TC)andtor drywall . . tf.. DATE: 11/26/2014 the overall structure Is the respons®00y of the bulld)ng designer. 3.2x Immpped bddging or lateral bracing required where shown++ �1 zt, 4.No load should be angled to any component until after all bracing end 4.Instaltellon of sass Is Ina responsibility of the respective contractor. UPEG SEQ. : 612 6 0 S 4 fasteners are complete and at no gee should any bade greater than 5.Design assumes trusses are to be used in a non-corrosive environment . '7 design loads be applied to an co and aro fora condition'of use. / 4 '-, TRANS r D: 413 216 ig ois Y and e00 d. B.Design assumes fug bearing at ell supporta shown.Shim or wedge H Q. 14. ' 20 5.Compv7ma has no control over assumes no responsibility for the necessary. C. 'QY� talsica5on,handling,shipment and Installation of components, 1.Design assumes adequate drainage Is provided, AFP1110- 5.This design is furnished aob)ect to the IlMtaoons sot forth by D.Plates shell be located on both feces of byes,and pieced so their center urnished lines incide III I1111 1111111111 1If IIIIIII!1111 IIII M]Te USA,TPRWTCA nSCSI,copies of which will be IncJCompuT 4 Software 7.8.6(11)-E request. 10.Fur basic connector plate design values see ERR-1311,ESR-tg0D(Mffeh) Joint ander lines. 5.Digits Indicate size of plate In Inches. EXPIRE&12/31%2015 IIIIIIIIIIIII This design prepared front computer ;input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4HR/DDF/Cq-1.00 TC: 2x4 ROOF I14BTR LOAD DURATION INCREASE - 1.15 1-2") 0) 50 2-4"(9 0 BC: 2x4 ODOR 814BTR SPACED 24.0" O.C. 2-3"(-43) 15 • 1 TC LATERAL SUPPORT <" 12"OC. UON. LOADING BC LATERAL SUPPORT C. 12"0C, UON. LL( 25.0)+OL( 7.01 ON TOP CHORD " 32.0 PSF BEARING MAX VERT MAX HORZ BRG 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" -55/ 262V -7/ 45H 24.00" 0.42 Ki,OF ( 625) 12 1'- 11.2" -21/ 52V 0/ OH 1.50" 0.08 KL,bF ( 625) 6.00 D LL - 25 PSF Ground Snow (P9) 2'- 0.0" -6/ 20V 0/ OH 0.00" 0.00 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL"L/240, TI-1./1OE BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - 0.003" B -1'- 0.0" Allowed.. 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" Q -1'- 0.0" Allowed;- 0.133" MAX HORIZ. LL DEFL - -0.000" 8 1'- 11.7" • MAX HORIZ. TL DEFL - -0.000" 8 1'- 11.2." • NOTE: Design assumes moisture content does not to exceed 19% at time of mancfacture. -e Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h"15ft, TCDL"4.2,BCDL"6.0, ASCE 7.-10, 11 I (All Heights), Enclosed, Cat.2, Exp,B, 14LFRS(Dir),re, load duration factor-1.6, Truss designed for wind loads o in the plane of the truss only. t i ..r c 0 f I 0 M-3x4 F 1 - 1 i 1, 3, 3. 1-00 2-00 JOB NAME : 5019-D POLYGON - E1 4fc.9:kttl PR-o .. Scale: 1.0000 � /�/'N fo WARNINGS: GENERAL NOTES,unless otherwise noted: I"r� �• ' 1.Builder end erection contractor should be advised of NI General Notes 1.This design is based only upon the psremeters shown and is for an Indhaduel g�• 1- f Truss: E l and Warnings before construction commences. buildhq component Appilcobi(tty redesign parameters and proper 2.2x4 compression web bracing must be Installed where shown*. IncorpDesign recon of component In the m chords of the bu8ally ig designer. 3.Additional temporary bracing to Insure stability during construction 2.Design acwmes the top and bottom l to be laterally braced et DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of 2'e•0.end at 10'o o.respectively unless Maned throughout their Nnitth by �✓', •' ✓ continuous sheathing such as plywood sheaming(TC)andfor drywaR(BC). ' - ( (t. DATE: 11/26/2014 the overall structure Is the responsbttly of the building designer, 3.2x Impact bridging or lateral bracing required where shown+• �}3E f�� 4.No tad should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. 7 - a 40 S EQ. : 6126087 Fasteners are complete and at no lima should any lads greeter than S.Design assumes trusses are o Be used In a non-corrosive environment, 1••••••;', .Y 0\ ..4' and aro for"dry condition'Ouse. 2, TRANS I D• 413 216 design loads be applied to any component, O• 14 S.CoapdTms hes no control ever and assumes no responsibility for lite E.necessa assumes on ition' slag supports shown.Shim orwedpe It n ExT-' fabrication,handling,shipment and Instaila0a of components. 7.Design assumes adequate drainage is provided. �f'1 RIO' V d.This design to furnished subject lo the Imilegone sot forth by 8.Metes shell be located on both faces of truss,end pieced so their center 111111111101111111111111 TFk furnished request. lines coinckie RAM center Ilnes,9. M)TeSA,lnc CompuT a Software 73.6(1L).E 10.Frsofesgvalo Orbits connector plate dinvaues see ES)i 1311,EBR-1988(MiTek) • EXPIRES:12/31/2015 1111 IIII11I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DCF/Cg=1.00 TC: 2x4 KDDF OlaBTR LOAD DURATION INCREASE " 1.15 1-2•) 0) 50 2-5-(-58) 77 3-5-(;=185) 176 BC: 2x4 NODE 416BTR SPACED 24.0" O.C. 2-3=(-128) 107 WEBS: 2z4 MODE' STAND 3-4"( -10) 5 LOADING , TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+171( 7.0) ON TOP CHORD - 32.0 PSE' BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD " 10,0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED.BRG AREA TOTAL LOAD " 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. .)SPECIES( OVERHANGS: 12.0" 0.0" 0`- 0,0" -73/ 395V -44/ 1160 5.50" 0.63 RODE' ( 625) LL - 25 PSF Ground Snow )Pg) 6'- 0.0' -34/ 294V 0/ OH 5.50" 0.39 RCD' ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "d4 spac ng,! REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: 1,1,"11240, TL•L/100 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - 0.002" 0 -1'- 0.0" Allowed 6 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL- -0,003" 0 -1'- 0,0" Allowed- 0.133" 5"'0$-09 0-03-12 MAX TC PANEL LL DEFL - 0,092" @ 3'- 0.4" Allowed;" 0,372" MAX TC PANEL TL DEFL .i -0.096" @ 3'- 0.5" Allowed•'• 0.559" f ,( 12 MAX NORIZ. LL DEFL • 0.001" 0 5'- 0.2'•' 6.00(7 MAX HORIZ. TL DEFL - 0.001" @ 5'- 0.2" M-1.5x3 4 3 -, NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. t Design conforms to main windfotce-resisting system and components and cladding criteria. Wind: 140 mph, h"20.7ft, TCDL"4.2,BCDL"6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), o load duration factor-1.6, a Truss designed for wind loads in the plane of the truss only. el i F 1 , M Q = cb t �� ►�5 ',, 0 M-3x4 M-1,5x3 r 1 I y 5-08-04 003 12 J. 1 ), 1-00 6-00 • T.JOB NAME : 5019-D POLYGON - E2 Scale: • D.S4D1Ne{/ rV a){�7+Q�`s�o_ WARNINGS: GENERAL NOTES,unless othe,wiee noted:! ��f !1 A 1.Builder and erection contractor ahotdd be advised of all General Notes 1.This design is based only upon the parameters shown and is tar en individual 4 ..92..I�E ; �C' Truss: E 2 and wemelgs before construction commences. building component.Applicability of design parameters and prover 2.2x4 compreasmn web bracing must be Installed whore shown+. Incorporation of component Is the responsibility of the bolding designer, ' • 7,Additional temporary bracing to Insure stability during construction 2' Design assumes the top and bottom ctiorda to be laterally braced at " DES. BY: MJ IS Me respeosoanty stoic erector.Addlfonat permanent brocing of 2'a.a and al ee a.a respectively union bracedOaihfo throughout teak length by `, continuous sheathing&use as plywood sheallling(r s andror drywul(eC). CC DATE: 11/26/2014 the overall structure is the responsibility*rifle building designer. 3.2x Impact bridging or lateral bracing ,-s Y componentbracing and 4.Instegiy of the respective centimeter. VI�.�C.1QN SEQ. : 6126088 4,No load should be tippled to an ould until after all greaterInstallation of tress s the responsibility of the roepealve oontraotor. fasteners are complete and at no lime should any loads then S.Design assumes busses are to be need Ma non-oorrosNe amlmnment, Jdr 4 �C`. 4 TRANS I D• 413 216 design loads be applied to any component. and are for"dry condaton"of use. 5.CompvTrue has no control over and assumes no responsibiiay for the H.Design assumes fug beefing at all supports shown.Shim Or wedge Ifnecm +�/�-t7t� y Q 2� P Meditation,handling.shipment and Installation of components, 7,Design assumes adequate drainage N sided, 'r so liR10- 1111111111108.111111111111111 IT ll��I l(III Teta design Is furnished subject to the Imitations set forth by S.plates shall be located on both feces of truss,and Mooed so their center ,. 7PIANrCA in SCSI,copies of which wilt be hxldshed upon request. (rtes coincide what joint colder MBs. MiTek USA,)ata/CompuTrua Software 7.6.6(1LK 10.For basic connectoprelate rat design values sea ESR•1 311,FOR-1998(MlTelg EXPIRES:12/31/2(115 llllllililll 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" 'COND. 2: Design checked for net(-5 psf( uplift at 24 "oe spacing. IC: 2x4 KDDF 61&BTA LOAD DURATION INCREASE . 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF I1EBTR SPACED 24.0" O.C. not to exceed 19% at time of manufacture. WEBS: 2x4 KDDF STAND • LOADINGDesign conforms to main windforce-resisting LL( 25.0)+DLt 7.0) ON TOP CHORD m 32.0 PSFsystem and components and cladding criteria, TC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <4 12"0C. DON. TOTAL LOAD . 42.0 PSF Wind: 140 mph, h=15ft, TCDL"4.2,BCDL"6.0, ASCE 7,.-10, (All Heights), Enclosed, Cat.1, Exp.B, l4K'RS(Dir), M-1.5x4 or equal at non-structural LL - 25 PSF Ground Snow (Pg) load duration factor'l.6, vertical members (uon). Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. .. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. . Note:Truss design requires continuous • BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire ipan VON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. r 4-00 4 4 ' 12 ' 6.00 17 M-1,5x3 s a •111 el q O I 1. N M 4.O 4111111 [ 1 O M-3x4 M-1.4 5x3 i • ) y l 1-00 4-00 to JOB NAME : 5019-D POLYGON - E3 Scale: 0.6208 .• 1.,�PNa ,. u1"'. GENERAL NOTES.unless otherwise noted: (47 '�� WARNINGS:kier4'. ``-92$ PE. • 9C° 1.Bulkier and erection contractor should be advised of all General Moles 1.Tills design b based only upon the parameters shown and Is for an Indivldull Truss: E3 and Warnings before construction commences. building component.Applloebility of design parsmetets and pro jeper , Incorporation of component b the responsibility of the balding designer. ; 2.204 compression web bracing must be installed whom shown+. 2.Design assumes the top and bottom chorda to be laterally braced at 3.Add)baneltemporary brazing to Insure siebley construction ng constnconstruction2•o.e.and at 10'o.c.respedbely unless traced throughout their length��by DES. BY: MJ b the responsibility of the erector.Additional pamnenent bracing of continuous sheathing such as plywood sheathing(TC)and/or dtywal(BC). �'. /,�• DATE; 11/26/2014 the overall structure is the responsblky of the bullding designer. 3.So Impact bridging or lateral brazing required where shown++ 4.Na load should be eppled to any component until after all bracing and 4.lnsta�tlon of truss Is the responsibility of the respective contractor. '� ./�OREGON�i, � . S EQ. : 6126089 fasteners ere complete end at no lime should any loads greater then a.Design assumes busses am to be used In a non.corroslve environment, .. design loads be applied to any component. and are for"dry condition"of use. p TRANS I D 413 216 s.CompuTrus has no control oust and assumes no responetbitty for the 0.Design assumes NA beednQ Cl all supports shown.Shim or wedge If Q i Ri • fabrication,handling.shipment and installation of components. Dnesign Re. '!e�R 14�,. T.Design assumes adequate drainage Is provided. rF f tI I 6.This design Is furnished subject to the battalions set forth by 8.Plates shall be located on both feces o It russ,and placed so their center upon 111111Q11 tom cut 1101 1�I I��i M(Tek USA,iA in SCSI, t iCompuTrue(ch will be Software 7.6.8(1L)-E request. 0.Fcide welt joint 001881'linos, . O. orbaOnes aits sbicolnnectorof plateedesign values see ESR-1311,ESR-11188(MITek) III��I ! EXPIRE5;12/3172015 IIIIIIIIIIIII This design prepared from Computer 'input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS • TRUSS SPAN 1'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DRF/C9=1 00 IC: 2x4 KDDF O1OBTR LOAD DURATION INCREASE- 1.15 1-2-(-11) 50 2-4=0) 0 BC: 2x4 ROOF ((LOBTR SPACED 24,0" O.C. 2-3-(-55) 24 TC LATERAL SUPPORT <= 12"0C. UON. LOADING • BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORS BAG 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" -84/ 331V -5/ 37H 5.50" 0.53 KDOF ( 625) 121'- 3.2" -66/ 33V 0/ OH 5,50" 0.05 KDp£ ( 625) LL - 25 PSF Ground Snow (Pg) 1'- 6,0" -25/ 26V 0/ OH 1.50" 0.04 KDPF ( 625) 6.00 p • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND SAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL - 0.003" @ -1'- 0.0" Allowed 1= 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed • 0.133" MAX TC PANEL LL DEFL = -0.001" 9 0'- 9,9" Allowed R 0.061" MAX TC PANEL TL DEFL - 0.001" 0 0'- 9.9" Allowed). 0,091" MAX BORIS. LL DEFL = -0.000" 8 1'- S.2" MAX HORIZ, TL DEFL - -0.000" @ 1'- 5.2" NOTE: Design assumes moisture content does not to exceed 198 at time of manufacture. -r Design conforms to main windforce-resisting system and components and cladding criteria. Hind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7I-I0, o (Al). Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, o Truss designed for wind loads in the plane of the truss onl0y. n i 0 t oft- -ft : • • 111 M-3x4 I • • • 3, ,1 )' 1-00 1-06 (PROVIDE FULL BEARINGIJtst2,4,31 ;. JOB NAME : 5019-D POLYGON - EJBcale: l.OlD3 ` NQN b,rFia. WARNINGS: GENERAL NOTES,unless olhe,wlse noted; 1/4r 'i�Z 1 rC -� 1.Budder and erection contractor should be advised of es General Notes 1,This design is based only upon the parameters shown and Is for an tndtrlduel g' r," 20, 21 41 P h ' r Truss: EJ and Warnings before oonatmcdon commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown.4, incorporation of component is the responstdl1tty of the baking designer. 3 Adddbnat temporary bracing to insure stability during construction Design assumes the lop and bottom chords lobe laterally braced at DES. BY: MJ is the responsibility of the erecter.Additional permanent bracing of 2'o.c,and at 1P o.o,respectlwly unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywaBC). Cc- DATE: 11/26/2014 the overall oWCNre B the responsibety of me building designer. 3.2x Impact badgIng or lateral bradng required where shown++ OREGON r� S E 6126090 4.No load should be applied to any component Nal after all bracing and 4.Installation of truss Is the responsibility of the regrective contractor. y, A�OREGON 4 f Q• fasteners ere complete and at no ante should any loads greater Stan S.Design assumes busses are to be used In a non-conosive environment. f;,_'l` • 4i'• ;r, TRANS I D: 413216 design bads be applied to any component. and ere for"dry waddled'of use. 1 '9}� 0�' �L� 6.CompuTrus has no control over and assumes no reaponslbfary for the 6.Design assumes fug beating at agsuppwla shown.Shim orwedge a 1:Q- �' '�j r' fabrication.handling,shipment end Instaileaon of components. necessary. Iib 7.Design hail assumesadequate on drainage Is provided. "'a„ �� e.This design Is famished subject,to the limitations set forth by 6.Plates shag be located on both faces at teras,and placed so their center I II�II II 1111111 I II IIII III ISI III) TPIM?CAld Beal,copies of which wit be famished apes request. lines9. cindclde With joint center lines. ,uf (((� I MITek USA,IncfCompiiTrua Software 7.6.fi(1 L)-E 10.For basic connecte or plate desiglate in n values see ESR-1311,EER-1e88(i,iITek) EXPIRES:12/31/201 b IOM 111111T This design prepared from computer:input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DD,'/Cq-L.00 TC: 2x4 KDDF 111FBTR LOAD DURATION INCREASE - 1.15 1-2-( 0) '12 2-4•(0) 0 BC: 2x4 ROD)' 1116BTR SPACED 21.0" O.C. 2 3•(-71) 97 TC LATERAL SUPPORT <- 12"0C. UOM. LOADING •. BC LATERAL SUPPORT <- 12"0C. UON, LI( 25.0)+DI,( 7.0) ON TOP CHORD • 32,0 PS E' BEARING MAX VERT MAX HORZ BRG REQUIREC,'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 PSP • 0'- 0.0" -116/ 30611 ^15/ 61H 5.50" 0.49 KCDF ( 625) 1'- 1.3" -58/ 129V 0/ OH 1,50" 0.21 NMI ( 625) LL • 25 PSI'Ground Snow (Pg) 6'- 0.0" 0/ 98V 0/ OH 5.50" 0,08 MCDI' ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL *ND. : Des gn checked or net(- ps ) up i't at • mc'spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DBFLECTION LIMITS: LL-L/290, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEF, • -0.002" 0 -1'- 0.0" Allowed r 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL • -0.003" 4 -1'- 0.0" Allowed,- 0.133" 1-02 MAX TC PANEL LL DEFL - 0.001" 4 0'- 8.7" Allowed r 0.059" MAX TC PANEL TL DEFL • -0.001" @ 0'- 8.7" Allowed . 0.089" T '( MAX BC PANEL LL DEFL - 0.006" @ 2'- 8.6" Allowed= 0.254" MAX BC PANEL TL DEFL - -0.019" 8 3'- 3.8" Allowed'' 0.339" 12 10.00 Q MAX HORIZ. LL DEFL - -0.000" 8 1'- 1.3" MAX HORIE. TL DEFL - 0.000" 8 1'- 1,37 NOTE: Design assumes moisture content does not to exceed 19t at time of mand'facture. Design conforms to main windforce-resistir'g system and components and cladding criteria. Wind: 140 mph, h•19.7ft, TCDL-4.2,BCDL•6,0, ASCF.7-10, (All Heights), Enclosed, Cat.2, Exp.B, 1440S(n1r), 0.00°14/. oi load duration factor-1.6, ) I Truss designed for wind loads o in the plane of the truss only. I M� I O -e c �� +14 i M-3x4 1 { l l 1' . 1-00 PROVIDE FULL BEARING;Jts:2,3,4 6-00 ,0) PRO 9QFF JOB NAME : 5019-D POLYGON -- J1 '`\ r�et.N Ssi0, Scale: 0.6905 � //I , WARNINGS: GENERAL NOTES,unless otherwise noted: rs� 1.Builder end erection contractor should be advised of all General Notes 1.This design m based only upon the parameters shown and Is for an Indendual - 94!•P E ti` Truss: J 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2,las compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at , 3.Addmonet temporary bracing to Insure stability during construction elf DES. BY' NJ Is the res nsiblity of the erector.Additional permanent bracing of c on,and at to'on.raspeclheiy ohne braced throughout their lengpt�h). /',fir•, po p continuous sheathing such as plywood sheathing(TC)nailer drywell(e0), �y /. /it. DATE: 11/26/2014 the overall nbuchas to the responsibility of the building designer. a,2x Impact bridgmg at lateral bracing required where shown++ "�: t�V AECi01U 4,No load should be applied Is any component until after all bracing end 4.Instagaeon of Imse is the responsibility of the respective contractor, � !)'< SEQ. : 6126091 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used in a nou.ee,rosive en*onmenl ! '+7e�y A�rl TRANS I d' 413 216 design bads be applied to any rxunpenenl, and arefar"dryfullbecondition*a1 use. G U,t. • S.CompuTrus sae no comm)over and assumes no responsibility foram 8,Design assumes fug hosting at all supports shown.Shim or wedge N 'A y .v fabrication,handing,shipment and Installation of components. nesignary. `Y/,c.p y-,t LL V 7.Males assumes adequate ace h provided. +-F r'11, S.This design Is furnished subject to the imitations sat forth by s.Males shell be located on both laces atrium,and placed so that/center 11111101 I 111111 11 11 11 11111 1111 1111 Wok SA,A nInciCompuTrusSoftwar Software I.copies of which vall be furnished upon stines coincide with Mint center lines. . o.Pmrbauicconnectorpeedesignvalessee ESR-t311,ESR.1ge8(Wek) • EXPIRES:12/31/2615 111111111111 , Jill IIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DfF/Cq@2.00 IC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-4-(0 0 BC: 2x4 KDDF 8lfBTR SPACED 24.0" O.C. 2-3-(-60) 58 • TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)t0L( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HOA2 BRG REQUIRES 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" -41/ 303V -27/ 918 5.50" 0.49 KCDF ( 625) • 2'- 3.6" -124/ 1I2V 0/ OH 1.50" 0.18 )O DF ( 625) LL= 25 PSF Ground Snow (P9) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND, : Des go checked or net( ps up t at 4 '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 IOPSF LIVE LOAD. TOP MAX LL DEFL - -0.002" 0 -1'- 0:0" Allowed:v 0.100" 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL - -0.003" 8 -1'- 0.0" Allowed % 0,133" 1' ,' MAX TC PANEL LL DEFL - -0.004" 8 1'- 5.5" Allowed .= 0.165" MAX TC PANEL TL DEFL " -0.007" 8 1'- 3.6" Allowed.* 0.247" 12 MAX BC PANEL LL DEFL - 0.008" 8 2'- 8.6" Allowed r, 0.254" 1.0.00 MAX BC PANEL TL DEFL - -0.023" 8 3'- 3.8" Allowed - 0.339" MAX HORIZ. LL DEFL - 0.000" 8 2'- 3.6.," MAX HORIZ. TL DEFL - 0.000" 6 2'- 3.6" H NOTE: Design assumes moisture content does not to exceed 190 at time of tnanc:acture. 0 Design conforms to main windforce-resisting system and components and cladding criteria, r- Wind: 140 mph, h-20.2ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, � , (All Heights), Enclosed, Cat,2, Exp.B, M1FAS(Dir), O load duration factor-1.6, I ch Truss designed for wind loads in the plane of the truss only. • en ,r h I w O o ►1 4 -s • M-3x4 1 I t • l l y 1-00 !PROVIDE FULL BEARING;Jts:2,3,41 6-00 N i JOB NAME : 5019-D POLYGON - J2 Scale: 0.6530 s. lame.}yQ�t�`/ WARNINGS: GENERAL NOTES,unless otherwise noted: �(��2.i.p'C ' �"�_ t.Builder and erection contractor should bo advised of all General Notes 1.This design te based only upon the parameters shown and la for an Individual . Qz..- !g G e 11-G r" Truss: J2 and Warnings before construction commences. buflding component Applicability of design peremetera and proper 2.2x4 compression web bracing must be Installed where shown t• Incorporation of component la the responsibility of the butding designer. a.Additional temporary bracing to nearer stabHHy during court udion Z.Design assumes the top and bottom chords to be laterally braced at - DES. BY: MJ A Bre real temporary of the erector.Insure Adstaml pd wring of Orating of Z'so.and al 10'o.c.respectively unless braced throughout their len h by ,!r - .6941011'•..-.. . continuous sheathing such es plywood shealhmg(TC)andfordrywet . DATE: 11/26/2014 the overall structure la the respomlbltly of the building designer. a,2x Ireped bridging or lateral bracing required where shown t 4 W S ' 6126092 4.No load should be applied to any component unit atter ell bracing and 4.Installation of boas Is the responsibility of the respective contractor. 9G RECON f(/ Q. (intoner;are complete and et no time should any loads greater than 1.Design assumes trusses are to be used in a non-corrosive environment, l�t� A. TRANS I D: 413 216 design bads be applied to any component, 6.and�a for c 1 ition f use.s �l � �"' 5.ConpuTrus has no control over and assumes no responsibility for thenimemmN♦ 9 supports shown.Shim or wedge h C/ r .� Q.. fabrication,handling.shipment end lnstalMgon of components. 7•Design assumes adequate drainage is provided. life R i��. 222222II I(�� I II IIIA SI I;III III) s.This design Is fumlahed cabled to the Imilabons set fodh by 8.Plates shat be located on both(aces or W ss,and placed so Moir center • 11TPIANfCA InSCSI,copies of AIM will be furnished upon request lines coincide with)omt center lines. 9.Digits Indicate size o(pplate In Inches. I M(T@kUSA,)nc/CotnpuTMsSoftware 7.6.8(1L)-E 10.Por basic connector chile design vahiesse*ESR-I 311,ESR-1a8e(Mitek) EXPIRES:12/31/2015 ifii!l This design prepared from computer -input by il�l�l�III��I PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DL'F/Cq"1,00 TC: 2x4 HOOF 414HTR LOAD DURATION INCREASE • 1.15 1-2.1 0) 72 2-6"(-27) 48 6-°l=( 0) 13 BC: 2x4 RODE 01813TR SPACED 24.0" 0.C. 2-3"(-117) 0 6-7•( 0) 0 5-1r( 0) 52 WEBS; 2x4 KDDF STAND 3-4-1 -23) 30 5-8•(-41) 67 3-S:m(-68) 41 LOADING TC LATERAL SUPPORT K. 12"OC, DON. LL( 25.0)+DLI 7.0) ON TOP CHORD • 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD • 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD • 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -42/ 301.V -27/ 91H 5.50" 0.48 KDDF ( 625) LL • 25 PSF Ground Snow (Pg) 2'- 3.6" -128/ 851 0/ OH 1,50" 0.14 K6DF ( 625) 6'- 0.0" 0/ 641 0/ ON 5.50" 0.10 KCDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012'140T BEING MET. COND. Design chec e. or net(- ps ) up ft at 4 oc spec ng. 2-04-06 T 18OTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL•L/1110 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL . -0.002" 0 -1'- 0.0" Allowed 0,100" 12 MAX TL CREEP DEFL • -0.003" 0 -1'- 0.0" Allowed')- 0.133" 10.00 17MAX LL DEFL . 0.002" @ 1'- 4.4" Allowed =• 0.089" MAX TL CREEP DEFL " -0.002" @ 1'- 3.7" Allowed:• 0.119" MAX LL DEFL • 0.000" 8 5'- 3.8" Allowed= 0.159" MAX BC PANEL IL DEFL • -0.013" 8 3'- 2.0" Allowed.'= 0.211" MAX HOAR. LL DEFL . -0.002" 0 5'- 3,8' 61-4x6 A MAX H0R1Z. IL DEFL • 0.002" @ 5'- 3.1" '4 NOTE: Design assumes moisture content does D o not to exceed 19% at time of mond:acture. • . Design conforms to main windforce-resistin , g system and components and cladding criteria. ,- 6I Wind: 140 mph, h•20.Zft, TCOL•4.2,BCDL=6.0, ASCri 7-10, _' (A11 Heights), Enclosed, Cat.2, Exp.B, MPIFRS(Dir), f '� a load duration factor-1.6, NM r? 0 61-3x4 Truss designed for wind loads I f , in the plane of the truss only, f M-3x4 M-3x4 M-3x4 1. } .6 y 1-03-12 4-08-04 I .6 l .6 Y • 1-00 1-05-08 9-06-08 Y .6 .6 y 2-05-08 1-00 3-06-08 l . . 6-00 , (PROVIDE FULL BEARING,Jts:2,4,81 JOB NAME : 5019-D POLYGON - J2C Scale; 8.5,17 tiS�v N/�pN o/,,,.,�E7`/b WARNINGS; GENERAL NOTES,unless otherwise noted: ,, • 92 fCflE I.Builder and erection contractor should be advised of MI General Notes 1.This design to based only upon the parameters shown and is for an individualC 7 2 f l- z" Truss: J2 C and Warnings before construction commences. budding component.Applicabaty of design parameters and proper 2.2x4 compression web bracing must be Installed where Shown+. beoReratlon of component is the responsibility of the building designer. 4 „ 2.Design awnmes the Mm top and bottom os to be laterally braced at .. .. 3,Additional temporary bracing to Insure stability donne construction2'o.a and at at I n'a.c.respectively unless braced throughout their length by -♦ „,' DES. $Y: MJ Is the responsibility of the erector.Additional permanent bredng a< continuous sheathing such as plywood sheathing(TO)andror drywaa(BC). �� • DATE: 11/26/2014 the overall structure is the responsibility afthe bulding designer. 3.2x Impact bridging or lateral bracing required where shown++ of f!vv f.. 4,No load should be applied teeny component until seer at bracing and 4.Installation of truss is the responsibility of the respective contractor. '.''p OREAON .. 4/ S EQ. : 6126093 fasteners are complete and et no time should any loads greater than 8.Design assumes bosses are to be used Ina non.comoslve environment, lr, -"rY�r 4� design bads be applied to any cornponeot end are for'dry oot(m(foh"of use. a'-7 14 2 . +- T RAN S I D 413 2168.Design assumes hdl bearing at all supports shown.Shim or wedge if P S.CompuTne bee no control over and assumes no responeWgay for necessthy. y� fabrication,handling,shipment and InataBMlon of components. 7.Design assumes adequate drainage Is provided. . !:,i R{O. e.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Miss,and placed as their center ..'- TPIIWICA In BC%copies of which wal be (11Z request. Ines coincide with Joint center tines. 9.Frlocate cf a inches. IIIIIAIA III (IIMITe SA,IncJCompuT s Software 7.6.640.Digits coneectwplatdesign values see ESR•1311•ESR-1988(MRO) EXPIRES:12/31/2t15 11 1111111 This design prepared from computer linput by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/D6F/Cit=1.00 TC: 2x4 KDDF H148TR LOAD DURATION INCREASE • 1.15 1-2=( 0) 72 2-9=(0) 0 BC: 2x4 KDDF 916BTR SPACED 24.0" 0.C. 2-3-(-82) 76 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UOM. LL( 25.0)4DL( 7.0) ON TOP CHORD = 32.0 PSE BEARING MAX VERT MAX HORZ BRG 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" -29/ 335V -40/ 1220 5.50" 0.54 KDDF ( 625) 3'- 6.0" -127/ 128V 0/ OH 1.50" 0.21 KCDF ( 625) • LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 55V 0/ OH 5.50" 0.09 KDbe ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. : Design checke• or net(- ps ) up11 t at 4 'oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL'.L/240, TL=L/IPO BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed P 0.100" 3-06-12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" 9 -1'- 0.0" Allowed 1• 0.133" I I MAX TI, CREEP DEFL= 0.000" 8 0'- 0.0" Allowed L 0.132" 12 MAX TC PANEL LL DEFL - 0.017" @ 1'- 11.7" Allowed:- 0.269" 10.00 ', MAX BC PANEL Ti DEFL -0.032" 9 3'- 1.4" Allowed 0.339" MAX HORIZ. LG DEFL = -0.000" 9 3'- 6.0" MAX HORIZ. TL DEFL • 0.000" 8 3'- 6.0" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. r- .0 1 • Wind: 140 mph, h-20,70t, TCDL•4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor-1.6, m Truss designed for wind loads in the plane of the truss only. 1 M • .-4'- 1 i O 0 �! ► !4 M-3x4 ' I t I ) • • y Y y • 1-00 'PROVIDE FULL BEARING;Jts:2,3,416-00 t • • JOB NAME : 5019-D POLYGON - J3 Scale: 0.6039 Q\S��N1�/ tJ{t�7F(pF�4s/O,p_ WARNINGS, GENERAL NOTES,unless otherwiserated: -Z[/ 'l,/'N$/f 1 -v- 1.Builder end erection coMradorshould be advised of as General Notes 1,This design is based only upon the parameters shown and in for an Individual CC' -T92 f a P E ("' Truss: J3 and Warnings before construction commences, building component Applicability Of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designer. 3.AddId011at temporary2.Design assumes the lop and bottom chords to be laterallyat DES. B Y: MJ bracing to Insure stabltty during construction y a n.and al le'n o.res edive unless braced throughoutmiah len ih by � Is the responsiM6ty of the erector.Additional permanent bracing of p b )and/or9 C) ` 4/ � � ' DATE: 11/2 6/2 014 the overall structure Ia the roaponalbltryy of the building designer, 8 2x�unuact bridgingous nor suer l b acing requ red wh er0sownd aiHe 4.No load should be applied to any component anal ager as bra or lateral tearing required where shown++ SEQ. : 612 6 0 9 4 e/rg and 4.Installation of truss Is the responsibility of the respeouve contractor. fasteners are complete and at no rime should any loads greater than 5.Oeslgn assumes trusses are to be used in a non-eons ve environment, 74 OREGO Off ,` TRANS I D: 913 216 design loads be*poen to any eomponant. and are for"dry condition'of use. 6,Compumie hen no nuclei over and assumes no responsibllgy for the 6.Design assumes full beating at ell supports shown.Shim or wedge If d .7 4 01'.. fabrication,handling,shipment and installation of components. T Dessiign assumes adequate drainage N rldea. B.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces whom,end planed so their canter RI t-‘''' 1111111111111111111111111111 TPiMTOAin SCSI,copies of which will be nrrnlsheeupon request. lines coMefeawBRkinpteallerlinen MITek USA,Inc./CominsTrus Software 7.8.8(11)-E. 10.Ford basic connectorplaate design late In values see ESR-1311.ESR-lgse OdiTeig EXPIRES:12/31/2615 1011111111111 This design prepared from computer ;input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DrjF/Cly-1.00 TC: 2x4 KDDF P16BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-6=(-52) 89 HOOF NDR 6-5"( 0) 18 BSPACED 24.0" O C 2-3-1-171) 20 5-7-(-68) 114 5-3�( 0) 51 BC: 2x4 ST3-4=( -24) 34 3-7-(-127) 76 WEBS: 2x9 DDF STANII LOADING TC LATERAL SUPPORT <= 12"OC, UON, LL( 25,0)+DL( 7.0) ON TOP CHORD - 32,0 PSI BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSI BEARING MAX VERT MAX BORE BAG REQUIRED,BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. '(SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -41/ 343V -40/ 122K 5.50" 0.55 Krim' ( 625) Lt - 25 PSI Ground Snow (Pg) 3'- 6.0" -100/ 69V 0/ OH 1.50" 0.11 BODE ( 625) 6'- 0.0" 0/ 91Y 0/ OH 5.50" 0.15 BIDE ( 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 "on spec n9.1 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 - -0.002" @ -1'- 0.0" Allowed'+ 0.100" 3-06-12 MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" 1' ,( MAX TL CREEP DEFL - -0.005" @ 2'- 3.8" Allowed^" 0.199" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed= 0.099" 12 MAX TC PANEL LL DEFL - 0.005" @ 1'- 1.1" Allowed 0.159" 10.00 7 -r MAX BC PANEL TL DEFL - -0.009" @ 3'- 7.4" Allowed g 0.186" MAX BORIS. LL DEFL = -0.004" 0 5'- 1.5," i MAX HORIZ. TL DEFL - 0.005" 8 5'- 7.5" M-4x6 NOTE: Design assumes moisture content does not to exceed 193 at time of manufacture. �� vvv Design conforms to main windforce-resisting o system and components and cladding crltecia, r csr Wind: 140 mph, h-20,7ft, TCDL-4,2,BCDL-6.0, ASCE,7-10, (Al). Heights), Enclosed, Cat.2, Exp.B, MIFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ' 8N m -'' ,1 i Y�� 1 �MS M-1.5x3 o t : ►} o o M-3x4 M-3x9 M-3x4 ' 1 • 1 l l 2-03-12 3-08-04 i 1 ). l 1-00 2-05-08 6-00 3-06-08 '. 'PROVIDE FULL BEARING:Jts:2,4,71 • • I JOB NAME : 5019-D POLYGON - J3Cscale: D.5651WARNINGS: • GENERAL NOS,unless othee noted: /jzs71.Bonder and erection contractor should ba advised of efi General Notes 1.This design Is based only upon the parameters shown snd Is foran Indhldusl (4 .pR.om.-Truss: J3 C and Warings before construction commences. building component.AppHoabntY of design parameters and proper 2.2x4 compression web bracing must be Instilled where sham+. lncoponton of component Is the responsibility of the building designer. 3.Additional temporal bracing to insure stability during consWdlon 2.Oesign assume the top and bottom chords to be laterally braced at DES. BY: MJ m the responsbtmy of the erector.Additional permanent bracing of T e.o.and et 10'o c.respectively unless braced throughout their length by !rear► continuous sheauano such as plywood shemhlnom Sofro(drywsg(EO), el DATE: 11/26/2014 the overall structure Is the responalbEty of the bulldtng designer. 3.2x loped bridging oriaterel bracing required where shown+5 ��aQ SEQ. : b 12 6 0 9 5 4.No IoM should be applied to any component ung atter a)bracing end 4.'natal n of truss Is the reaponslbhty of the respectve contractor, 7 • �t b:' fasteners are complete end at no time should gni loads greater than 5.Design assumes trusses are to be used Ina nor"coeesive environment, 4` r h N•• design loads be applied to any component. and are doral condition"nbearing of use. f R '4D 'fes.' TRANS I D: 413 216 5.CompuTnrs has no control ever and assumes no responsibility for the 9.and arnassumes bearing at an supports shown.Shim or wedge If Q• Qy S' fabrication,handling,shipment and Instenellon of components. "' 14 RIO-7.neslgs centuries adequate Mileage to provided. 8.This design Is furnished subject to the Amllattans set roam by 6.plates shall be located on both feces of buss,and placed so their center CSI,copies of Allen wil be furnished upon request. lines coincide with joint • 11111111111 11111 II fill IN I#IIf'III 1�� MITaTPk USA)CA In tins/CompuT a Software 7.6.6(1 L}Z ,o,Fa HbasIndicate ic �necctto�aedeslgn values ase ESR-tat t,ESR-te8e Qwfak) t ttt 1 EXPIRES:12/31/2015 1IIIII IIJ� This design prepared from computer input by I PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DQF/Cq"1.00 TC: 2x9 KOBE 819BTR LOAD DURATION INCREASE a 1.15 1-2..( 0) 72 2-4-(C) 0 BC: 2x9 ROOF 816BTR SPACED 29.0" O.C. 2-3m(-109) 95 ;I 1 TC LATERAL SUPPORT c- 12"00, DON. LOADING e BC LATERAL SUPPORT <.. I2"OC. DON. IL( 25.0)4DLI 7.0) ON TOP CHORD - 32,0 POE' BEARING MAX VERT MAX HORZ BRG REQUIRED.BRG AREA DL ON BOTTOM CHORD " 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD . 42.0 PSF 0'- 0.0" -24/ 369V -53/ 1530 5.50" 0.59 KDDF ( 625) 4'- 8.4" -118/ 148V Of OH 1.50" 0.24 KQDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KCDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 pef) uplift at 24 "oc.spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-1/240, TL-1/10 BOTTOM CHORD CHECKED FOR 10P3F LIVE LOAD. TOP MAX LL DEFL - -0.002" 0 -1'- 0.0" Allowed: 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed m 0.133" I4AX LL DEFL " 0.000" 8 0'- 0.0" Allowed'.. 0.039" 4-09-03 MAX TL CREEP DEFL " 0.000" @ 0'- 0.0" Allowed,� 0.052" f 1' Flax TC PANEL LL DEFL " 0.054" @ 2'- 6.9" Allowed'.i. 0.374" y MAX TC PANEL TL DEFL * -0.052" @ 2'- 7.0" Allowed:.. 0.561" 12 MAX DORIS. LL DEFL - -0.001" 0 4'- 8.41' 10.007 11 MAX HORIZ. TL DEFL - -0.001" 0 4'- 8.4" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. n Wind: 140 mph, h-21,2ft, TCDLe4.2,BCDL-6.0, ASCE 7-10, 01 (All Heights), Enclosed, Cat.2, Exp.B, MNlFRS(Dir), o load duration factor-1.6, I Truss designed for wind loads �' in the plane of the truss only. I: • •I ( cm i'` t cc I l'-. -1.0 -1 q ► 4 M-3x4 • I. • y ), y 1-00 6-00 'PROVIDE FULL BEARING1Jts:2,3,41 • ,itJOB NAME : 5019-D POLYGON - J4 . N- R OF Scale: 0.5252 {��3Q'I�IIV jF` l0 WAltnrNOB: tU I/k5 r GENERAL NOTES,unless oma noise noted: n+� `q.. 1.Builder and erection contreceor should be advised of a0 General Notes 1.This design Is based only upon the parameters shown and a int on individual >7c. P I'. r Truss: J4 and Warnings before constnrc5oa commences. bumling component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responeiblity of Ne buidtn9 designer. 3.Additional temporary bracing to ensure stabeiy during oormtnx don 2.Resign assumes the top and bottom chords to be late shy braced at DES. BY: MJ 2'o.o.and at 10'o.c.respectively unless braced throuohout their 1an91h by Is ate responsibility of the erector.Additional permanent bracing of oonenuoos sheathing such as plywood sheathing(TC)andfordrywatl(BC), . --'. DATE: 11/26/2014 the overall structure is the responseteey or the building designer. 2.2x Impad bridging or lateral braising required where shown++ 4.No loud should be applied to any component until alter all bracing and 4,Initeitetton of truss Is the responslbelly of the respective contractor. OREGON . : 612 6 0 9 6 fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used ins non•cenesive environment, 9G +y •1 • design loads be applied to any component. and are for"dry condebn"of use, �j.� '9 j' .� ?�Q TRANS Z]�: 413 216 6,C uTrus hes no control over and assumes no res e,Design assumes full baadng at alt supports shown.Shim orwedge If V Q Q.. omp responsibility necessary, , 4- fabrication, V hanNlrre,shipment end instaliadon of components 7.Dash assumes adequate drainage 15 provided. G 1. I��I ��)IF�II�'�� I I�II��I II &TMs design IIn CSI,cod pies plotof to the limitations bfuihet truth r 8.fines cid be located On both iaes5 o truss,Nss,atM placed so rush canter TPWVTCA In SCat,copies of which will be furnished upon request Mea coincide well Joint center lines, Wok USA,Inc.lCo 5.Digits mQ oats size Opiate in inches I mpuTrus Software 7.8.6(1L)-E tO.For basic connector plate design values see ESR-1311,ESR-1988 Weld EXPIRES:12/31/2015 1E11111 11111 • This design prepared from computer 'input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/100F/Cq4.1.00 TC; 2x4 KDDF 81RBTR LOAD DURATION INCREASE - 1.15 1-2•( 0) 72 2-6-( -93) 129 6-5-(j 0) 18 BC: 2x4 KDDF 81413TR SPACED 24,0" O.C. 2-3-(-214) 36 5-7•(-121) 165 5-34(. 0) 51 WEBS: 2x4 KDDF STAND 3-4•( -59) 45 3-7,6,484) 135 LOADING TC LATERAL SUPPORT << I2"0C. UON. LL( 25.0)tDL( 7.0) ON TOP CHORD • 32.0 ?SF • BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX BORE 8100 REQUIRE;BRG AREA TOTAL LOAD • 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -30/ 375V -53/ 153H 5.50" 0.60 KCtOF ( 625) IL - 25 PSF Ground Snow (Pg) 4'- 8.4" -85/ 87V 0/ OH 1.50" 0.14 KCSF ( 625) 6'- 0.0" -I/ 115V 0/ 011 5.50" 0.I8 ROOF ( 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 spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS; 11-1/240, TL-L/18;0 4-09-03 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAK LI, IIEFL 0.00DEFL . 2 8 -1'_ 0.0" Allowed r 0,100' T MAX TL0.0" Allowed 0.133" MAXEEP LL DEFL- 0,005" 8 2'- 3.8" Allowed., 0.209" MAX TL CREEP DEFL - -0.007" 8 2'- 3.8" Allowed m 0,279" 12 MAX LL DEFL • 0.000" 8 0'- 0.0" Allowed '" 0.039" 10.00177i( MAX TL CREEP DEFL- 0.000" 0 0'- 0.0" Allowed - 0.052" MAX 808IE. LL DEFL • -0,007" 0 5'- 7.5" MAX RORIE. TL DEFL • 0.007" 4 5'- 7.5" NOTE; Design assumes moisture content does t4-4x6 ,rt not to exceed 10% at time of manufacture. i Design conforms to main windforce-resisting o,-, system and components and cladding criteria. • I �/ Wind: 140 mph, h-21.2ft, TCDL-9.2,BCOL-6.0, ASCE17-10, (Ail Heights), Enclosed, Cat.2, Exp,B, Mtv'FRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only, 1 r Mr o L. l��' �'� o M-1.5x3 j 1 O O 84-3x4 M-3x4 M-3x4 2-03-12 3-08-04 1, J. 1, /. 1-00 2-05-08 6-00 3-06-08 • 'PROVIDE FULL BEARING;Jts;2,4,71 Scale: 0.5182 ��:<QN.PRpFF;.p. JOB NAME : 5019-D POLYGON - J4C eiN. i WARNINGS; GENERAL NOTE8,unless otherwise noted: w• 11iZ5,M'' .9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and le for an individual -a ��.P E. { Truss: J4 C and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibilityof the bufding deegder. %r AddNonat temporary bracing to Moore stability during construdion 2.Design assumes the top end bottom chords to be laterally braced at 3. DES. BY: MJIs the res nalbM of the erector,Additional permanent,sting of r n c.and at 10'0.0.reepad)vety unless braced throughout Uwe tenon by po ty P comUuous sheathing such as plywood sheethbp(TC)ardbordrywall(BC). -� .r��v ,(� DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.Ix impact bridging or lateral bracing required where shown++ tJ RECON . f. 4. 4.No load should be applted to any component until atter at bracing and 4.installation of truss la the responsibility of the respective contractor. "3! �7� („. `�l S EQ. : 6126097 fasteners are complete end at no time should any loads greeter than 5.Design assumes tresses are to be used In a non.conosleg environment. 4f. +9,q 4r1. TRANS ID: 413 216 design hada be applied to any component and aro for*dry doral beariition`ng of use. 2. • 5,CompuTnis hes no control aver end assumes no responsibility(orae B.Design assumes hall beating Cl all supports shown.Shim or wedge H �' '7� �" fabrication,handling,shipment and instillation of components. newa4 ay. ILC t�81 O- a.This design Is furnished subject to Bre Imhatiarts set forth by 8.Plates shag be located en both faces or Was,and placed so their canter .' lI1II1 III,I II IIIH 11111111111 IIII I��I TPINYTCA In SCSI,capias of which will be furnished uponrequest Anes coincide cols Joint center Ache. �It ill' Il Iu1 e.loon Indicate sits of plate In lashes. M(TeIcUSA,InsiCompu7rusSoftwarel.6.8(1L)z 1o.For basic connector plate design values see ESR-1311,ESR-IMPS Q.tiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII! This design prepared from computer Input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDT'/Cq-l.00 TC: 2x9 KDDF 316STR LOAD DURATION INCREASE . 1.15 1-2-1 0) 72 2-4-(O.? 0 BC: 2x4 HOOF 11SBTR SPACED 24.0" 0.0. 2-3=(-137) 115 • 'PC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <+ 12"0C. U014. LL( 25.0)+DL( 7.0) ON TOP CHORD + 32.0 PSF BEARING MAX VERT MAX 110111 BRG REQUIRED BRG AREA DL ON BOTTOM CHORD + 10.0 PSI' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ;(SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD • 42.0 PSF CO- 0.0" -34/ 402V -66/ 184H 5,50" 0.64 NODF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KEN ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 [(EDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. : Des gn checked or net(- ps ) up t at 4 '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 LI, DEFL + -0.002" 8 -1'- 0.0" Allowed- 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL " -0.003" 8 -1'- 0.0" Allowed`- 0.133" 5-11-09 MAX TC PANEL LI, DEFL + 0.159" 8 3'- 7.1" Allowed i' 0.478" 1 MAX TC PANEL TL DEFL - -0.144" 6 3'- 4,8' Allowed 0.717" -, MAX HORIZ. LL DEFL + -0.002" @ 5'- 10.6" MAX HORIZ, TL DEFL + -0.002" @ 5'- 10,8" 000rio07 NOTE: Design assumes moisture content does 10.0not to exceed 193 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Hind: 140 mph, h+21.7ft, TCD4+4.2,BCDL+6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, Mli'FRS(Dir), load duration factor-1.6, o Truss designed for wind loads in the plane of the truss only. 1 O 0 I r, -' 7 C O t ct M-3x4 • • • 1, ,1 y 1-00 6-00 [PROVIDE FULL BEARING rats:2,4,31 • JOB NAME : 5019-D POLYGON - J5 Scale: 6.9698 �tirNGROFF`s, WARNINGS: GENERAL NOTES,unless othendse noted: 4(r� v 11/t 1. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an indlvklual - 'e`2 P �('' Truss: J 5 and Warnings before construction commences. balding component Applicability 2. compression 3Y otdesl parameters end proper pression web bracing must be Installed where shown+, incorporation of component Is the responelbimy of the building designer. DES. BY: (y 7 a.Additional temporary bracing to Insure slabilRy during construction 2 Design assumes the top and bottom chords to be laterally braced at is me respanNdaty of IM erector.Additional permanent bracing of 2•ex.,and al 10'hire respectively unless braced throughout their length by ,/��!' DATE: 11/26/2014 the overall structure Is the respomlbility et me buildingdesigner. 2c.x ssdghrg or such t racing equredhwh res ovrn dryweA(BC}. �'!� -. i9 4.Yx Impact of W to the re)ponSib required where tive contractor, es SEQ. : 6126098 4,Na load should be isle to any o componentunto after a@ dating and 4.Mete xlon of es b the to be used of the respective oo nviron, (�f R � (V, 7a81ener9 ate complete and at no Ilene should any loads greater Than E.Design assumes bosses are to be used In a noMcomoslw environment 7 btu. TRANS I D: 413 216 design]gads be applied to any component and am for'dry condition'of use, "cn):'' 5,CompuTNa has no control aver and assumes no responsroelry forme B.Design assumes fun beating at all supports shown.Shim or wedge if +J. Y �.Q Z� fabrication,handling,shipment end Installation of components, 7.nes°ssery• p /) .G-4" e.This design Is Punished subject to the imitations set forth by S.Plates shall be loaded n assumes on both fauate ces e let Wass,and placed so their canter ��/ 1"f R L`' VV ILII11I III ill II III III 1111 Il IIII MiTek USA,IDC/Co MA in SCSI,copies puT uB Softwareof which wilt be furnished 8 6(1 L En request. lines coincide 10.For basic eonnednor plata design values see ESR-131 1,ESR-7988(h11Tap joint center lines. 9 Digits indicate size of plate In inches. EXPIRES:12/31/2615 IIilRIIIIll This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDf/Cq=1.00 1-2-( 0) 72 2-6-(-150) 174 6-5'(% 0) 18 TC: 2x4 KDDF 1NPR 1&BTR LOAD DURATION 24.0" O.C.I2CR0ASE C 1.15 2-3.(-257) 55 5-7-(-194) 224 5-3-{ 0) 51 BC: 2x4 NODE' TSPACED3-4-( -87) 66 3-7- -249) 216 WEBS: 2x4 NODE' STA ( LOADING TC LATERAL SUPPORT <a 12"OC. UON. LL( 25.0)+DLI 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ,(SPECIES) TOTAL LOAD- 42.0 PSF 0'- 0.0" -34/ 398V -66/ 184H 5.50" 0.64 KDDF ( 625) OVERHANGS: 12.0" O.O" 5'- 7.5" -21/ 142V 0/ OH 5.50" 0.23 NODE ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 11.6" -69/ 108V 0/ OH 1.50" 0.17 KCDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. resign c ec ed for net(- ps ) up t at 4 'or. spacing. VERTICAL DEFLECTION LIMITS; LL'L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0.002" 8 -1'- 0.0" Allowed;7 0.100" MAX TL CREEP DEFL ' -0.003" @ -1'- 0.0" Allowed :. 0.133" MAX LL DEFL ' 0,008" @ 2'- 3.8" Allowed a 0.254" MAX TL CREEP DEFL - -0.009" 8 2'- 3.8" Allowed 7 0.339" MAX HORIZ. LL DEFL - -0.010" @ 5'- 7.5;" MAX HORIZ. TL DEFL - 0.010" 8 5'- 7.5" 5-11-09 NOTE: Design assumes moisture content does ,( fnot to exceed 199 at time of manufacture. Design conforms to main windforce-resisting" system and components and cladding criteria. 12 4 wind: 140 mph, h-21.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 10.00 (All Heights), Enclosed, Cat.2, Exp.B, MXFRS(Dir), load duration factor-1,6, End vertical(s) are exposed to wind, ; th Truss designed for wind loads in the plane of the truss only. t M-4x6 0 W P 4111 On A114:11 - ..? • ud b �Mar o M-1.5x3 i 1 1 N • O 0 M-3x4 . ,y-3x4 M-3x4 . JO )' l 2-03-12 3-08-04 y 1-00 1 y 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2,7,41 JOB NAME: 5019-D POLYGON - J5C sale: 0.3821 `' s,'°PROP (a WARNINGS: GENERAL NOTES,unless otherwise noted: . 9"��:(?�. ; 7' 1.Bulkier and erection contractor should be advised of aH General Notes 1.Tide design Is based only upon the parameters shown and Is for an Individual Truss: J5C and Warnings before construction commenoes. building component.ApdtcablMy of design parameters and proper / 2.2x4 compression web bracing must be Installed where shown 4. Incorporation of Marrnefloni is the responsibllib•or"bu&Iaq desIgnef. 3.Additional temporary bracing to Insure stability dud construction DES. B Y: M3 2.Design assumes the top and bottom dards to be laterally braced at � ! ' y "g 2 0.0.and alto o.0.respectively unless braced throughout their length by is the reaponsawBry of the erector.AddEonal permanent bracing of continuous sheathing such as plywood sheathing(TC)analog drywall(8C). /.�' DATE: 11/26/2014 the overall structure 1s the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required whom shown++ (� GO(� 14 � . 4,No bad should be tippled to any component'Intl alter a8 bracing and 4.Installation of buss b the responsibility of the respective contractor. • ply 4,OE �s` SEQ. : 6126099 fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environmort4 /� q.y 14 �a design loads be applied to any component, end are for"dry condition' bearing orate. TRANS I D' 413 216 S.Design assumes tug beedng et all supports shown.Shim orwedge If /� �y4' 5.CompuTrus has no control over end assumes no responsibility for Me necessary. '! ��> �.. fabrication,handling.sldpmem and installation of components. 7.Design assumes adequate drainage Vprsntded. 0.This design Is furnished subject to the limitations set faith by H.Plates shall be located on both Mess et truss,end placed so their center 111111111111111111111111111111 TPAin SCSI,sepias of which will befurnished upon request MiTek USA,InCJCompUTfUSSoftware +7.6.6SPi(IL)•E 10.fines oltwi joint center fines. O.Digits Indicate seoylels . For basic connector plata design values seeER-1311,ESR-tga6(Mfak) EXPIRES: ' • I111lllllll'I This design prepared from computer rinput by PACIFIC LUMBER-BC J • LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES MIR/ODE/C(1.1.00 TC: 2x4 KDDF 01&BTR LOAD DURATION INCREASE - 1,15 1-2-1 0) 72 2-5.1C) 0 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2-3-(-217) 192 3-4-1-115) 66 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 DL ON BOTTOM CHORD- 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED'BRG ARCA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -79/ 216H 5.50" 0,60 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -242/ 398V Of OH 1.50" 0.51 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2,0" -108/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP s r. resign c ec e. or net( psi) up i t at T spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 a MAX LL DEFL 0. -0.002" 0 -1'- 0.0" Allowed 0.100" MAX TL CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed}" 0.133" MAX IC PANEL LL DEFL - 0.074" 4 2'- 9.2" Allowed 0. 0.481" ° MAX TC PANEL TL DEFL - -0.073" 8 2'- 11.9" Allowed 0.722" MAX HORIZ. LL DEFL - -0.003" 8 5'- 11.2" 12 MAX HORIE. TL DEFL • -0.003" 8 5'- 11.2" 10.00 7 t4 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture, Design conforms to main windforce-resisting system and components and cladding criteria. W Wind: 140 mph, h-22,2ft, TCOL-4,2,BCDL-6,0, ASCE 7-10, vo : (All Heights), Enclosed, Cat.2, Exp.B, NVtFRS(Dir), load duration factor-1.6, : Truss designed for wind loads in the plane of the truss only. • r') P 1 O 1.rstJMIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMIIIIIM ) to '=� a t 14-3x4 1-00 6-00 1-02 (PROVIDE FULL BEARLNG;3ts:2,5,3,41 . JOB NAME : 5019-D POLYGON - J6 Scale: 0.4444 V.$ p ��fiti,6,s�a.. WARNINGS: GENERAL NOTES,unless otherwise noted: rr�� j CC •)� 1.Sulkler and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual Y,../�p G Truss: J6 and I emings before construction commences. building cemponenL ApplIcabildy of design parameters and proper 2.2x4 compression web bracing moat be Installed whoshown.. Incorporation of component lathe reapona@Shy of the building designer. / j 3.AddlUonal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at • DES. BY: MJ is the responstdtity of the erector,Additional permanent bre or 2'o.e and at i o'cc.reapecttoely unless braced throughout theft length by ,' ,Imo!!.`' : Sominuoussheathing such as plywood ing(TC)andor dryvm8(BC). DATE: 11/26/2014 the av --� mstl structure is the responsibility the building designer. 3.2X Warta bridging or bracing requiredaired where shown+5 S F.r 6126100 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor, y RE ON ... 4• • fasteners are Complete and at no time should any loads greater than S.Design sesames trusses 10010 be used h a non-corrosive environment, 4.. �j! h . tlesign bads be applied to esy component. and are for'thy condition'of use. /n "p' Q TRANS ID: 413 216 a.CompuTres has no control over end assumes no reaponsibiiby forth* 8.Design i assumes umes MI bearing al all supports shown•Shim or wedge if v 14 A. [•A-. fabrtca0on,handling,shipment end hstasatron of components. 7.Design assumes adequate drainage is provided. M P.PI ILA- 11 II lull IMI I III III 11111 11111 1II1 IIII 6.This design Is famished subject to the limitations set forth by 8.plates shag be located on both faces of truss,and pieced so their center TPOIMCA In SCSI,copies of which wit be furnished upon request. hoes coincide whit)**center boas. 9.Digits Indicate size of plate in Inches. Whisk USA,inc./CompuTluaSoftware 7.8.8(1L)-E 10.For basic connector-plate design values sea ESR-131I,ESR-1988(MWWelt) EXPIRES:12/31/2015 I1E11II{I��k This design prepared from computer input by 1111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONSTRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DQF/Cg=1.00 IC: 2x4 KDDF @ISATRLOAD DURATION INCREASE = 1.15 1-2-) 0) 72 2-7-(-114) 160 7-6=0 0) 18 BC: 2x4 ODOR 11&BTR SPACED 24.0" O.C. 2-3-(-236) 46 6-8=)-149) 206 6-3=(:. 0) 51 WEBS: 2x4 ODOR STAND 3-4-(-165) 126 3-8-1-229) 165 LOADING 4-5-( -62) 26 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0).hDL( 7.0) ON TOP CHORD - 32.0 POP ' BC LATERAL SUPPORT <- 12"OC. UON. • DL ON BOTTOM CHORD - 10.0 PSF • TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HOR2 BRG REQUIREDBRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. .'{SPECIES) LL 25 PSP Ground Snow (Pg) 0'- 0.0" -29/ 387V -80/ 216H 5.50" 0.62 KDDF ( 625) • 5'- 7.5" -16/ 131V 0/ 0H 5.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -147/ 230Y 0/ OH 1.50" 0.29 KD;)P ( 625) ' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 2.0" -19/ I1V 0/ OH 1.50" 0.02 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (COND. 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, Tt'L/lel MAX LL DEFL = -0.002" 0 -1'- 0.0" Allowed ;. 0.100" MAX TL CREEP DEFL - -0,003" 8 -1'- 0.0" Allowed 0.133" • MAX LL DEFL - 0.006" 8 2'- 3,8" Allowed= 0.254" MAX TL CREEP DEFL = -0,008" @ 2'- 3.8" Allowed • 0.339" 7-02 MAX H0R12. LL DEFT. = -0.000" @ 5'- 7,5" { T MAX HORIZ. TL DEFL - 0.009" 0 5'- 7.5' -1 NOTE: Design assumes moisture content does not to exceed 199 at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. • 10.00 p /() Wind: 140 mph, h-22.2ft, TCDL-4.2,BCDL-6.0, ASCE'7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), load duration factor=1.6, "'' Truss designed for wind loads �1 in the plane of the truss only. l u7 M-4x6 i , i I N AIL'ill ..11 ''''' ''' -V' o t 00_ �'6i 'S M-1.5x3 i ro I t o M-3x4 i M-3x4 M-3x4 2-03-12 3-08-04 J. 1 Y l 1-00, 2-05-08 4-08-08 , 6-00 1-02 (PROVIDE ROLL BEARING:Jts:2,8,4,5I .1/4),.O. RROF ;. JOB NAME : 5019-D POLYGON - J6C Scale: 0.3255 \<kAGIN;E' sitz. 117 4" WARNINGS: GENERAL NOTES,unless omerortsenoted: 4..? -�l/ �f 1 1 1.Builder and erection contractor should be advised of all General Notes 1.This design In based only upon the parameters shown and is far en Individualt. �!P E t" Truss• J6C and Warnings before construction commences. building component.Applicability of design parameters and proper 2-2x4 compression web bracing must be Installed where shown it. Incorporation or component is the maponsibilfty of the building designer. .! 2.Design nonunion the top and bottom chords to be laterally braced a( 3,Additional temporary bracing to insure stability during conalmdbn T o a and slip 0.a reapecthroy unless Mooed throughout pleb length by ' DES. BY: MJ is the responsibility of the erector.Additional permanent brads of '"' ' - po g O.o.c.and sheathing or.aunt a hrely Unless sheatced thro ghout CC length b DATE: 11/26/2014 the overall structure is the responsibility el the building designer. 3,u Impact bridging or lateral bracing required where shown-i- (7 o n a� 4.No load should be appled to any component until after ail bracing and 4.Installation of buss In the responsibility of the respective contractor. `.7 }�O t IE:.GOl v . �(/ S EQ. : 612 61.01 fasteners are complete and aloe Itme Should any loads greater then 5.Design assumes trusses aro o be used In a non•oombshre envsonment, �/Al N. .l� TRANS I D: 413 216 design bads be applied to any component, end eretor'dry condition'of use. . 1,4 t�',t" 5.CompuTms has no eoolrol over and assumes no responsibility for the e.000150 memories full bearing at all supports shown.Shim or wedge Wli:f^ fabrication.handling,shipment and Installation of components. ^e susery. 's7. h rb j VL 4V', g ip 6.Design el adequate on eoth faeIsyruss, . Rn • 8.This design Is furnished subject to the Imitations set forth by 6.plates shall be loafed on bow faces of Wu,and placed so their center CA BCS1,copies of which will be furnished upon 111111111111111111111 11IIEpIIIIII M(TTPkUSA10ktc/CompuT sSoftware+76.5 SPI(1 L)Zl 1lines coincide with joint center linos. 0.For Oslo connectorindicate size plateOanten saloon see ESR-1311.EBR•4986(MTei° , EXPIRES:12/31/2015 IIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4" IBC 2012 MAX MEMBER FORCES 4WR/06'/Cq-1.00 TC: 2x4 KDDF 01aBTR LOAD DURATION INCREASE- 1.15 1-2-( 0) 72 2-5-(0) 0 BC: 2x4 ROOF 01OBTR SPACED 24.0" O.C. 2-3-(-266) 237 TC LATERAL SUPPORT <- 12"00. UON. LOADING 3-4-( -90) 30 BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 POP ) DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIREG;BRG AREA OVERHANGS: 12.0" 0,0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. ((SPECIES) 0'- 0.0" -24/ 378V -93/ 249H 5.50" 0.61 KCOF ( 625) LL . 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KGOF ( 625) 5'- 11.2" -226/ 355V 0/ OR 1.50" 0.45 KOBE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.4" -14/ 21V 0/ OH 1.50" 0,03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICON!). 2: Design checked for net(-5 psf) uplift at 24 "09 spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/183 MAX LL DEFL - -0.002" 0 -1'- 0.0" Allowed r 0.100" MAX TL CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed0,133" MAX TC PANEL LL DEFL - 0.118" 0 2'- 11.7" Allowed). 0.481" /10.001,7 MAX TC PANEL TL DEFL - 0,104" 0 2'- 11.7" Allowed s 0.722" MAX BORI2, LL DEFL - -0.003" 0 8'- 3.0i" MAX HORIZ. TL DEFL - -0.003" 0 8'- 3.f1." Y NOTE: Design assumes moisture content does not to exceed 19% at time of mandfacture. Design conforms to main windforce-resistir;ysystem and components and cladding criteria. Wind: 140 mph, h-22,7ft, TCDL-4.2,BCDL-6.0, ASCE'7-10, c (All Heights), Enclosed, Cat.2, Exp.B, MMI'RS(Dir1, tload duration factor-1.6,aTruss designed for wind loads i1N in the plane of the truss only. (rn4 O Y l y y 1-00 6-00 2-04-06 PROVIDE FULL BEARING;Jt3:2,5,3,41 JOB NAME : 5019-D POLYGON - J7 � ° P�a;�F . Scale: 0.3996 "Gyp.' IA ili7R9, 0.. WARNINM: GENERAL NOTES,unities oMervM1se noted: 43 ')9 1.Gunder end erection contractor shautd be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an Individual Ck.- 92.,P I r. Truss: J7 and Warnings before construction commences. building component Applicability of design parameters end proper 2,2o4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Inure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: MJ y g 2'o.o.and at 10'o.c,respectively unless brood throughout their length by .., Is the nesponsiblmy of the erector.Additional permanent Gracing of continuous sheathing such es plywood shealhmg(FC)andlordrywall(sC), ft DATE: 11/26/2014 the overall structure Fs the responsibility at the bubdmg designer. 3,20( `Ae` be applied Impact bodging or lateralheapooeO by d IRe where shown+r O SE6126102 4.Noroadsera rnleteantoanytimeotinldanyattera3eterthanp 5. stnassofestrstheree10beuseoffanrescocilveeomrectnr. -q!;. OREGON .. Q. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses ire 16 be used In anon-conosNa environment, �' TRANS I D: 413 216 design Wads be applied to any component, and are for"dry condition or use. � -q.j ytp'r ��` ' 5.CompuTnro has no control over and assumes no responsibility for the a.Design assumes full bearing at ell supports shown.Shen or wedge If .7 4 �P fabdcWton,hand8ng,ehlpment and Installation of components. necessary' 'A. V tr I a.Tis design is banished subject to the limitations sat forth 7.Design assumes adequate ono dthi fec a is provided.and •V/ � � IIII>I Ilii III ��I ��)(�II'IIII IIII IIII9.Flatau shall be located both feces of truss, pieced so their center TPIANTCA in SCSI,copies of will be Wished upon request fines minable with Joint center Anes. ll.Digits Indurate elze of plate In Inches. NH FeH USA,InalCornpuTrue Software 7.6.6(11)-E 10.For basic connector plata design values see 08R-1311,ESR.19sa(Welt) EXPIRES:12/31/2015 1110 IIIIIIIII This design prepared front computer :input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.8" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq"1,00 TC: 2x4 MOD)' 41OBTR LOAD DURATION INCREASE A. 1.15 1-2"( 0) 72 Z-5"(G) 0 BC: 2x4 KDDF 816BTR SPACED 24,0" O.C. 2-3-(-318) 286 j 3-4"(-102) 45 TC LATERAL SUPPORT <- 12"0C. UON. LOADING 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 HORZ BRG REQUIRED,BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD " 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ•IN. '3SPECIES) 0'- 0.0" -23/ 376V -106/ 2848 5.50" 0.60 HOF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50' 0.11 KEbF 1 625) 5'- 11.2" -249/ 379V Of OH 1.50" 0.48 KCDF 1 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 6.8" -52/ 76V ' 0/ OH 1.50" 0.12 ROOF 1 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "o4 spaccng.1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL.L/240, TL"L/10 -,, MAX LL DEFL " -0,002" 8 -1'- 0,0" Allowed p 0.100" MAX TL CREEP DEFL " -0.003" 8 -1'- 0.0" Allowed • 0.133" MAX TC PANEL LL DEFL " 0.067" 8 3'- 4,9" Allowed - 0.481" ii MAX TC PANEL TL DEFL " -0.075" 8 3'- 2,4" Allowed= 0.722" MAX HORIZ. LL DEFL - -0.004" 8 9'- 6.0" MAX HORIZ. TL DEFL " -0.004" 8 9'- 6.0" NOTE: Design assumes moisture content does 12 not to exceed 19% at time of mancfacture. 10.007 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-23.2ft, TCDL"4.2,BCOL"6.0, ASCIi'7-10, + n (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), atload duration factor"1.6, a Truss designed for wind loads o in the plane of the truss only. 00 "'1 0 1+,� O ii-3x4 y 1-00 /.. 6-00 l 3-06-12 PROVIDE FULL BEARING;Jts:2,5,3,4I . ti�I,rvt PRO,cfi•, . JOB NAME : 5019-D POLYGON - J8 ��.ti..'04"gg so Scale: 0.3712 WARNINGS: GENERAL NOTES,unless otherwise noted: . [9i2. t E . 1.Builder and erection contractor should be advised of all General Notes 1,This design Is based only upon the ammeters shown end Is for an Individual 4 I.92 O r r and Warnings before construction commences. building component.Applicability w design parameters and proper Truss: J8 Incorporation of component Is the r nponsblmy of the bulMing designer. 2.2a4 compressors web braving must a Installed where shown*. 2.Design assumes the top and bottom chords to laterally Mated et 3.Additional temporary bracing to insure stability during construction 2'o,w end et/g•e.c.respectively unless braced tltreughout theirienIyth__by /` +/ .` DES. BY: MJIs the responsibility of the erodor.Adtlitlpnel permanent bracing of congnuous sheathing such as plywood aheathlng(TC)andfor drywa816C1. -' /yt� ^' DATE: 11/26/2014 the overall structure Is Me responsibility of the building designer. 3,2x hoped bridging or lateral bracing required where shown++ OREGON 170 N kw- SEQ. : <It 4.Na load should be tippled to any component mei after al bracing and 4.mete atIon of truss la the reeponelbgty oithe respective contractor. h S EQ. : 6126103 fasteners are complete and at no time should any bads greater than S.Design assumes Wases aro to be used N a non•corresive embonment �i' �l'91' 0� ,L� TRANS I D: 413 216 design bads be applied to any component. and are for"dry condition"of use, 2. T S.CompuTros has no control over and assumes no responsibility for the S.Design assumes full bearinry. g at all supports shown.Shim orvredHe 11 4' 14 �" febrtoatlon,handling.shipment and installation of components. Dnesign ass C+6 { e.Tilts dasgn ts furnished stilled to the limitations set forth by 8.Platesshallbeellocated on bathhefecces of Mss,and placed no their center ~n Al �4 co I I III VIII IIIA VIII VIII 11110111111 MITak USA,InalCompuTPINYTCA In SCSI. aTtus Software 7.6.6(1 L E or Web will be furnished open request. enter lines. ; lines r basiciconn ctor of dIII Inches. esign values see ESR-1111,ESR-1980(MRek) EXPIRES:12/31/2015 111111111 This design prepared from computer'input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DL1F/Cq=1.00 TC: 2x4 KDDF 01b8TR LOAD DURATION INCREASE . 1,15 1-2") 0) 72 2-6-(0) 0 BC: 2x4 ROOF 91&BTR SPACED 24.0" O.C. 2-3-(-373) 304 3-4-(-142) 57 • TC LATERAL SUPPORT <• 12"oC. UON. LOADING 4-5=4 -55) 0 BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)401( 7,0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF OVERHANGS: 12.0" 9.2" TOTAL LOAD " 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. •(SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -117/ 331H 5.50" 0.60 KCDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -258/ 391V 0/ OH 1.50" 0.50 ROOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -128/ 191V 0/ OH 1.50" 0.24 HOF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. : Des gn c ecked or net(-5 psf) up i t at 4 "os spacing. AND BOTTOM CHORD LIVE LOADS ACT NiN-CONCURRENTLY. -i VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/1E:0 MAX LL DEFL - -0.002" 9 -1'- 0.0' Allowed:a 0.100" MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed '= 0.133" MAX LL DEFL - -0.001" 0 10'- 9.2" Allowed 0.077" ''; MAX TL CREEP DEFL - -0.001" 8 10'- 9.2" Allowed - 0.102" MAX TC PANEL LL DEFL " 0.064" 8 3'- 4.9" Allowed= 0.481" MAX TC PANEL TL DEFL = -0.072" 8 3'- 2.4" Allowed - 0,722" MAX HORII, LL DEFL " -0.006" 0 9'- 11.2" MAX MOBILTL DEFL = -0.006" 0 9'- 11.2" 12 10.00 7 NOTE: Design assumes moisture content does not to exceed 194 at time of manufacture. Design conforms to main windforce-resistir,;g r system and components and cladding criteria. o ' .m Wind; 140 mph, h-23.7Et, TCDL-4.2,BCDL-6,0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, METRS)Dlr), cn load duration factor-l.6, Truss designed for wind loads in the plane of the truss only. • en cba o M-3x4 1 y 1 l 1-00 6-00 9-09-03 1PROVIDE FULL BEARING)Jts:2,6,3,41 . JOB NAME : 5019-D POLYGON - J9 ,, , PROF:66 Scale: 0.3420 J ��Q11N: f1,']p)yy /45. WARNINGS: GENERAL NOTES,unless otherwise noted: �� r" `n'c i 1.Settler end erection contractor should be advised of a0 Cenral Notes 1.'this design Is bated only upon iha ramelet shown end le tor an indMdual 7.921 P L Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper • 2.204 compression web brackg must be installed where shown+. Incorporation of component Is the msponsiblity of the building designer. s,Additional temporary bracing to Insure stebttydudng cansWctlon 2.Design assumes the top end bottom chords to be laterally braced et DES. BY: MJ2'o.0,and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywelC). DATE: 11/26/2014 the overall structure is the reaponsibiitly of the building designer. 5.2x Impact bridging or lateral bracing required where shown++ SEQ. ; 6125104 4.No load should app4ad to any component until erten eS bracing and 4.Installation of truss if the responsibility et the respective contractor. -7 A_OREGON ((�' fasteners are complete and at no Ume should any loads greeter than 5.Design assumes trusses are le be used In a non•conoslve environment . 4 ,,,,,,V• TRANS I D: 413 215 design loads 69 rippled to any component. 0.and ere es ffun be i of lest supports shown.Shin orvred a 0 -.6 "- 14 2O 5.CompuTyus hes no control over and assumes no responsibility for the aeussary. 9 pW g fabdeaflon,handling,shipment and installation of components, 4 L i.:17 0.This design b famished subject to the limxallons set forth by7.Design assumes adequate botdrah face Is truss,a s;.� 1`�,. illll1�l 111ICII�101E1� 1111 g i B.PlateasKhJoinonboth/ar aofiNaa,arMplacedsolaoireanter TPVWFCA to SCSI,copies of which wit be furnished upon request. Ones coincide with feint center lines. NBTek USA,Inc./CompuTrus Software 7.8.6(11)-E 10.For bask/cate onnecorpate design values see ESR-1311,ESR-1088(MITek) EXPI RES:12/31/2015 111111111111 This design prepared from computer 'input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.6" IBC 2012 MAX MEMBER FORCES 441R/DCF/Cq-1.00 IC: 2x4 KDDF 815BTA LOAD DURATION INCREASE • 1.15 1-2•( 0) 72 2-6-(0 0 BC: 2x4 RODE 816BTR SPACED 24.0' O.C. 2-3•(-411) 381 3-4-(-191) 139 ,_ TC LATERAL SUPPORT <• 12"OC. UON. LORDING 9-5•( -55) 29 BC LATERAL SUPPORT <= 12"OC. DON, LL( 25.0)+DL( 7.0) ON TOP CHORD • 32.0 PSF DL ON BOTTOM CHORD • 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD • 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIREL BRG AREA LOCATIONS REACTIONS REACTIOI(S SIZE SQ.IN. ..(SPECIES) LL • 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 356H 5.50" 0.60 KC)F ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KLDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 380V 0/ ON 1.50" 0.49 KC'DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -137/ 194V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.6" -30/ 48V 0/ OH 1.50" 0,0B KM' 1 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing.) VERTICAL DEFLECTION LIMITS: LL•L/240, TL•L/1P:3 MAX LL DEFL " -0.002" 0 -1'- 0.0" Allowed - 0.100" n MAX TL CREEP DEFL • -0,003" 8 -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL • 0.067" 0 3'- 4.9" Allowed • 0.481" MAX TC PANEL TL DEFL • -0.075" 4 3'- 2.4" Allowed:" 0.722" MAX HORIZ. LL DEFL • -0.007" 8 11'- 10.8" MAX HORIZ. TL DEFL • -0.007" @ 11'- 10.8" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 12 10.00 p Design conforms to main windforce-resistir:cj system and components and cladding criter`,a. I C; Wind: 140 mph, h=24.2ft, TCDL-4.2,BCDL•6.0, ASCI 7-10, 0+ (All Heights), Enclosed, Cat.2, Exp.B, MiyPRS(Dir), w load duration factor-1.6, I Truss designed for wind loads o in the plane of the truss only. rr Y'A o .: 1 cs M-3x4 Y ), Y Y 1-00 6-00 5-11-09 PROVIDE FULL BEARING;Jts:2,6,3,4,51 , • 9,t°RRQFFu,. JOB NAME : 5019-D POLYGON - J10 Scale: 0.3095 „:„...0 NG`i� sro .67 WARNINGS: GENERAL NOTES,unless dherwhe noted: '((�]]/n l 1.Builder and erection contractor should be addsed of all General Notes 1.This design is based only upon the parameters shown end Is for an individual • P E ; C" Truss: 310 end Wanting*before construction commences, building composed.Appikeb8lly of design parameters and proper ( 2.204 compression web bradng must be installed where shown I.. Incorporation of component Is the responsibility of the building designer 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional lenporary bracing to InsureslabAfty during construction 2'o.G and 01 ill'o c.respectively unless braced throughout(halt length .,.•. ' DES. BY: M3is the res onslail of the erector.Additional permanent bracingof Wc: h' ' r�. P tY P continuous sheathing such es plywood sheathing(TC)anter dtyxaa(8c). "a. DATE: 11/26/2014 the overall structure Is me responwbNty of the beldam designer. 3.2x!wad bridging w lateral bracing required vMere shown++ OREGON 4.No load should be copied teeny component until after all bracing and 4.Instalation douse Is the responsibility of the respective contractor. v. �t SEQ. : 6126105 fasteners are complete and at no those should any Mads greater than S.Design assumes trusses erre to be used Ina non.00troslve cestronment �� YQ Y 4N:` TRANS ID: 413216 design loads be tippled to anyeomponeeL and are for'dry condition'of use. ��. s.CorrpuTnts has no control over and assumes no responsibility for the tti Design assumes full beermg at an supports shown.Shim orwedge H P fabrication,handling,shipment and Insulation of components. nesewary. •t7 pp ry-...� N^ po 7.Design shad cried onedremacehlbumod, r7 t7 �. 8.This design is famished subject to the limitations set forth by 8,plates shat be located on both faces album,and placed so their center Dial III 1((1 IIII IIIA IIII IIII TPIMTOA In SCSI.copies of which w 11 be furMshed upon request. g Ones colloid.Nits indicate i ne of plate In Inches. Ikl I MiTek USA,InciCompuTrus Software 7.6.6(11.)-E 1 o.For oast connector plate design values see EBR-1311,ESR.1Od8 gnash) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer:input by tllEE PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=L.00 TC: 2x4 (ODE' 0103TR LOAD DURATION INCREASE = 1.15 1-2-( 0) 72 2-6=(Q) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C, 2-3-(-455) 428 1 3-4"(-247) 190 TC LATERAL SUPPORT <= 12"0C. DON. LOADING 4-5=( -78) 55 , 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 OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. :(SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 377V -148/ 393H 5.50" 0.60 RIDE ( 625) 5'- 9.2" 0/ 68V 0/ OM 5.50" 0.11 RIDE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -262/ 373V 0/ OH 1.50" 0.48 RODE' ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11,2• -170/ 240V 0/ OH 1.50" 0.31 KDbF ( 625) 13'- 2.0" -61/ 91V 0/ OH 1.50" 0.15 HEIR ( 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 'or spacinq,l VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/1)' MAX LL DEFL = -0.002" 8 -1'- 0.0" Allowed' 0.100" MAX TL CREEP DELL = -0.003" 0 -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.068" 8 3'- 4.9" Allowed_R 0.481•' MAX TC PANEL TL DEFL - -0.077" 8 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DELL = -0,008" 0 13'- 1.3;' MAX HORIZ. 71DEFL - -0,008" 8 13'- 1.3" NOTE: Design assumes moisture content does 12 not to exceed 19% at time of manufacture. 10.0071 Design conforms to main windforce-resisting system and components and cladding criteria. o Hind: 140 mph, h-24.7ft, TCDL-4.2,BCDL-6.0, ASCE;7-10, 1 (All Heights), Enclosed, Cat.2, Exp.B, M1FRS(Dir), o load duration factor=1.6, I!, Truss designed for wind loads •-' in the plane of the truss only. M 1 , 0 M-3x4 • k k k k 1-00 6-00 7-02 IPROVISE FULL BEARING)Jts:2,6,3,4,51 JOB NAME : 5019-D POLYGON - J11 .•. • pROF6n. Scale, 0.2963 `y �\AGIN /}p�7_'y`($3, WARNINGS: GENERAL NOTES,unless otherwise noted: 2 PE 1 �' 1.Builder and erection contractor should be advised of all General Notes 1.fila design Is based only upon the parameters dawn and Is for en ndMCt.'- 792 92•I f-t= ? { Truss: J11 and Warnings before conswceen commences, building component.ApplIcabmiy of design parameters and proper 2.2nd compression web bracing must be Installed where ahown a. Incorporation of component Is the responalaley of the building designer. DES. $]: M3 3,Addmonel temporary bracing to Insurestele IHydudng construction2.Des tin assumes the lop and bottom chords to be laterally braced at .. to the respanslbhl ty of the erector.Additional permanent bra of c•n.0.and at f a'sin SU a s plywood ones bracedatinthroughout(TC) undIo thele a length by ,� � '• continuous sheathing sutraabaywgoequir dwhere s shown waq�eC). !�- DATE: 11/26/2014 the overall structure is the responsibility of the bufMbg designer. 3.2x Impact bridging or lateral bracing required where shown++ O .�n SEQ. 6126106 kr 4.No load should be applied b any component undo after el bracing and 4.installation of truss Is the responsibility of the respective contractor, OREGON tt, fasteners are complete and at no time should any loads greater man 5.Design assumes busses are to Be used In a noncorrosive environment. ( y 2�\ ., �� 4- TRANS I D: 413 216 design loads be applied to any component. and are for"dry condition"of use. �� 'q. 1 S.Compu7'rue has no control over end assumes no responsgaley forthe B.Design assumes full bearing at all supports shown.Shim orwedge If tom, ry. fabrication,baadling,shipment and Installation of componentsDesign ass qu '17';1:11R11.-\- ).r�R I_\'. a,This design Is furnished subject to the limitations set forth by 7.Platen sassumes ell be located adequate drainage a tress,and pieced so their center II�7'ii n 11111111111111111111 Mie7PIUSA,CA InciC�nn�rT sSoftw SCSI,copies of winch wit 766(1L Eurnished nreques,. linos ftE�lo�annsize of plNe in Inches. ecter dale design values sea RSR-lTt1,ESR-1g8sVase) EXPIRES:12131/2015 II 111111Thisdesign prepared from computer yinput by 1ll PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 9.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 NODE 11&BTR LOAD DURATION INCREASE • 1.15 1-2-7 0) 72 2-6-(G) 0 '. BC: 2x4 HDDF 414BTR SPACED 24.0" O.C. 2-3-(-480) 452 i ? 3-4-(-274) 218 i TC LATERAL SUPPORT <- 12"0C. UON. LOADING 4-5•( -94) 68 BC LATERAL SUPPORT <- 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD • 32.0 PSF DL ON BOTTOM CHORD • 10.0 PSF ` OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF 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" -24/ 378V -156/ 413H 5.50" 0.60 KCDF ( 625) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 367V 0/ OH 1.50" 0.47 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -192/ 271V 0/ OH 1,50" 0.35 KDDF ( 625) 13'- 9.6" -75/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, KOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.) -,, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/IN MAX LL DEFL - -0.002" 8 -1'- 0.0" Allowed 0.100" MAX TL CREEP DEFL • -0.003" 8 -1'- 0.0" Allowed 0.133" MAX TC PANEL LL OSFL - 0.070" 0 3'- 4.9" Allowed- 0.481" MAX TC PANEL TL DEFL - -0.079" 8 3'- 2.4" Allowed P 0.722" MAX HORIZ. LL DEFL • -0.009" 8 13'- 8.95" MAX HORIZ. TL DEFL • -0.009" 8 13'- 8.9" NOTE: Design assumes moisture cor;tent does not to exceed 198 at time of manufacture. 12 Design conforms to main windforce-resisticg 10.00[7 system and components and cladding criteria. Wind: 140 mph, h•25ft, TCDL-4.2,BCDL-6.0, ASCE 10, (All Heights), Enclosed, Cat.2, Exp.B, MEFRS(Dir), t load duration factor-1.6, f � Truss designed for wind loads • in the plane of the truss only. • • e r M o0 r� -i O M•-3x4 • Y ), Y 1 1-00 6-00 7-09-10 [PROVIDE PULL BEARING:Jts:2,6,3,4,51 Scale: 0.2795 \��t0- QFF6,9 JOB NAME : 5019-D POLYGON - J12 / 0_ WARNINGS: GENERAL NOTES,unless otherwise noted: 04� v 9fr� � CC `v�T` 1,Builder and erection contractor Should be advised of all General Notes 1.This design Is based only upon the ammeters shown and is for an Individual CC' 92••P G Truss: J12 and Warnings before construction commences, bulking component.Applicability of design parameters and proper 2.the compression web tracing must be Waned where shown+. incorporation of component Is the responsibility of fie building despiser. 2.Design assumes the lop and bottom Monis to be laterally braced e( 3.Addilonal temporary bracing to Insure stability donna conslmWon � DES. BY: MJ h the respensbipry of the erector.Additional permanent o.o,and at 10'o.c,respectively unless braced throughout their IeeirgqNtry Dermenent bracing of continuous sheathing such as plywood sheathing(TC)endlor drywai(8C). -yy DATE: 11/26/2014 the overall structure R the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � ��N Iq 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsbtby of the respective contractor, '}7.. .�f_ 4v SEQ. : 612 610 7 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are lto be used In a non•cotroslve environment, �•w,: �f' ,1" ON .t'_t' TRANS ID: 913 216 assign loads be applied to any component crud ere for"dry condition"a1 use. �y,� T • S.Compulrus has no control over and assumes no responsbiky for the 9.Design assumes fug beoMrg at all supports shown.Shim or wedge I �' �'� ir' fabrication,handling,shipment and Installation of components, necossery. TMT.Design assumes adequate drainage h previdad. R R lj.�^ 0.Thio design fa furnished eablectto the limitations set forth by 8.Plates shall be located on both faces of tress,end placed so their Cinder I III VIII VIII Hill 11111 VIII 11111 11111M)Te 5An)nc/CompipuT es of s Software 7,6.6(1(4-E which wig be thrashed upon request, 1lines coincide with roint center lines. 0.FFor�ba Indicate size desgnwinessee ESR-1311,ESR-1988(Weld . EXPIRES;12/31/2015 II IIIIIIIIIIThis design prepared from computer :input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" 'COND. 2: Design checked for nets-5 psi) uplift at 24 'roc spacing.) TC: 2x4 KDDF g16BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x9 ROOF 91,BTR SPACED 24.0" 0.1. not to exceed 1St at time of manufacture, TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <' 12"0C. U051. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF sDesignystem conforms to main and claddingresisting DL ON BOTTOM CHORD - 10.0 PSF system and components criteria. TOTAL LOAD - 42,0 PSF Wind: 140 mph, h-20.6ft, TCDL-4.2,BCDL-6.0, ASCE:7-10, LL 25 PIP'Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, M0"FAS(Dir), load duration factor-1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. ' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud tailicals, Refer to CompuTrus gable and detail fdr • 12 complete specifications. 4.00 v 3 -1 • rn t ' O 1 rn J; n i 0iir ...etntlIIIIIiiiIIlll1dl1IIliIllll . M _� T M-3K4 4 i r i 1 • j y } 1-00 8-06 • JOB NAME : 5019-D POLYGON - P1 � ° p�° F;• Scale: 0.6242 C?� rQ/�rlrN:}/�/+jprS�i WARNINms: GENERAL NOTES,unless otherwise noted; �4 `�[as /!f '--57 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4t. '.92.I E. ' r-' Truss: 21 and Warnings before construston cormnences, betiding component.Applicability of design parameters and proper 11P,2.2x4 compression web bracing must be Installed where shown 0, incorporation of component is the responstblply of the building designer. f' '"' Mional temporary bracing to Insure duryne cortatnx tlon 2.Design assumes the top end bottom chortle to be lelerally braced at DES. BY: MJ 3.Add is the responsibility of the erector.Additional eminent bracing of 2•ow,and at 1a•sheathing respectivelyhply ones bracedealldn throughout TC /o they length. -�, " . o, mcoining as s ownordrywaq C), `�. DATE: 11/26/2014 the overall slruGUre Is the responsibility of the bu(ding designer. 3.2x Impact bridging g or lateral bracing required where shown 4.. SEQ. : 6126108 4.No bad should be stippled to any component 1014 eller all bracing and 4.inetallatlon of truss Is the responsibility of the respective contractor. .. OREGON ' fastener are complete and at no time should any loads greater man 5.Design assumes trusses are to be used In a nonworrasrve envydnmeM, L., A.` Ca TRANS 1 D: 413 216 design loads be applied to any component. and are for"dry condition"of use. ,s' .71 9 Q� ,L ' 5.CompuTros hes no central over and assumes no responsibility for the 8.Design assumes fug bearing al ea suppers shown.Shim or wedge If d 1 L} 0'. ; T- fabdcatlon,handling,shipment and Installation of components. 7.necessary. Drs ;A- h n,��0;�. I 0.This design is furnished subject to One arNtellona sal forth by H.Platees shag be ign tooled on bothfacgeslof truss,end placed so their center 'Y/ r7 n V 1il 11111 OI 11111 1111111111111 CA In SCSI,copies of which wet be furnished upo M Tek USA,bnoJCompitTrus Software 7.8.6(114-E n request. , ncide with joint center lines. o.ForrbbaiHoes ic Gunn Uo of etodes lien values see ESR-,a1,,ESR-19811(MRe1) • EXPIRES:12/31/2015 1111Ii1 This design prepared from computer input by I' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 0001 0161TR LOAD DURATION INCREASE - 1.15 1-2-) 0) 36 2-5-(-53) 69 3-5-0-266) 185 BC: 2x4 KDDF lieBTR SPACED 24.0" O.C. 2-3-(-109) 91 WEBS: 2x4 (ODE STAND 3-4-( -7) 3 LOADING TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BIG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, ;(SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 493V -34/ 101H 5.50" 0.79 K0DF ( 625) LL - 25 PSF Ground Snow (Pg) 8'- 6.0" -41/ 3501' :EFL "0.0151 H5.50" 0.56KDDF ( 625)LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for n (-5 psi) uplift at24 "ocspacing.)REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTIOLIMITS: LL-L/240, TL=L/161,0 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL - 0.0 " 8 -1'- 0.0" Allowed 4- 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL - -0,0 " @ -1'- 0.0" Allowed 1" 0.133" MAX TC PANEL LL DEFL - -0.3 " 8 4'- 3,7" Allowed P 0,508" • 8-02-04 0-03-12 MAX TC PANEL TL DEFL - -0.4 " @ 4'- 3.8" Allowed;" 0,762" 1 1' f . 12 MAX HORIZ. LL - 0.001" 8 8'- 2.2/' 4.00 12 MAX HORIZ. TL DEFL - 0.001" @ 8'- 2.2" M-1.5x3 NOTE: Design assumes moisture conttent does 3 4 not to exceed 191 at time of manufacture. Design conforms to main windforee-resistirq system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.6, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. I. 0 1 M -4 x o J. OW 1 ►w S -y t �� NI M-3x4 M-1,5x3 i y Y Y 8-02-04 0-03-12 J' 1 l 1-00 8-06 • JOB NAME : 5019-D POLYGON - P2 �a PI3vF ` _ Scale: 0.5367 5. .. GI.Ne �'/': WARNINoS: GENERAL NOTES,unless othenwtse noted: '92' C• i •--7 1.Bulkier and erection contractor should be advised ofali Geneal Notes 1.This design Is based only upon the paremelarsahown and Is for on Individual ?�d��.P G Truss: P2 and Warnings before construction commences. buildMg component.Applicability of design parameters and proper �p • 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is Ole responsibility of the building designer. / -• t . 3.AddNlonal temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at - DES. BY: MJ is the responsibility of the erector.Additional permanent bracIg of 2'c.c.and et 10'qa respectively unless braced throughout get length by WOW.' D continuous sheathing such as plywood sheathmg(f0)andfordrywa8(130. `�� DATE: 11/26/2014 the overall structure lithe asponsibEly of the building designer. 3.2xImpact bridging or lateral bracing required where shown++ OREGON • 4.No load should be applied to any component until seer all tracing and 4.Installation of truss Is the responsibility of the respective contactor. 7qA. ^W SEQ. : 6126109 fastenero ere complete and at no time should any loads greeter then 5.Design assumes trusses are to be used In a non-corrosive environment, / .r.41 2D TRANS ID: 413 216 design bads be applied la any component. and are for'dry condition'of use. • s.compuTius has no control over and assumes no responsiblfty for the B.Design assumes foil bearing at e0 supports shown.Shim or wedge H .1_4 ,4` fabrfeatien,handling,shipment end Installation of ants, necessary. c6 An 9 P nDen 7.Oasgn assumes adequate drel�ge B provided. 41 r'r nI�- a.This design Is burnished sub)ed to the timiletions set forth by 8.Plates shall be located on both faces of truss,and placed so their center 110111101111101111111110101 W5T8 $A TPINYI-CA InfiG$CO puTrus Software 66(Tl)E request. 09.Digits Indicate Mae of plate In.For bask nnedorpiste desigfines coincide with Joint center WM. n values see ESR-1311,ESR•1988 Odf1ekO EXPIRES:12/31/2015 I[ IillIIIIN This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.8" IBC 2012 MAX MEMBER FORCES 44IR/DDF/Cq"1.00 TC: 2x4 KDDF NIa8TR LOAD DURATION INCREASE =, 1,15 1-2-1 0) 84 2-4-(0) 0 ` BC: 2x4 NODE 811BTR SPACED 24,0" 0.C. 2-3"(-69) 26 TC LATERAL SUPPORT <- 12"OC, UON. LOADING BC LATERAL SUPPORT <- 12"0C. UON. IL( 25.0)+01( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. .)SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -132/ 479V -12/ 830 5.50" 0.77 KDDF ( 625) 1'- 9.2" -86/ 45V 0/ OH 5.50" 0,07 NODE ( 625) LL - 25 POE Ground Snow (Pg) 3'- 3.8" -36/ 78V 0/ OH 1.50" 0.12 KGDF ( 626) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 6.00 12 REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/18p BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL - 0.019" 8 -1'- 8.0" Allowed a 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL - -0.021" 0 -1'- 8.0" Allowed 1- 0.222" MAX TC PANEL LL DEFL - 0.004" 8 1'- 5.5" Allowed- 0.205" MAX TC PANEL TL DEFL - 0.004" 0 1'- 4.4" Allowed" 0,307" -' MAX HORIZ. LL DEFL - -0.000" B 3'- 3.1" MAX HORIZ, TL DEFL - -0.000" 8 3'- 3,1' NOTE: Design assumes moisture content does Inot to exceed 191 at time of manufacture. Design conforms to main windforce-resisting ,--I system and components and cladding criteria. o Wind: 140 mph, h-20ft, TCDL-4,2,BCDL.6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, M4l?RS(Dir), N load duration factor-1.6, I. Truss designed for wind loads in the plane of the truss only.ner t cr crI o r 2► _ liper 1 -1 M-3x4 J, y 1 3- 1-08 2-00 1-03-13 'PROVIDE FULL BEARING1Jts:2,4,3J E PROF JOB NAME : 5019-D POLYGON - SJ1 Scaler 0.8124 e '. .1/4 oiN�i1l,,O_`4( WARNINGS: GENERAL NOTES,unless othenvIse noted: V� �t..l ✓f!f O�.Sy 1.Builder and emotion conbector should be advised 0f se General Notes 1.This design H based only upon the parameters shown and Is for an hdlvidual .Ct. 2 v- Truss: SJ1 and Warnings before construction commences. bulkling component.Appecabtlry of design parameters and proper 2.Sod compression web bracing must be Installed where shown*. Incorporation of component la the responslblaty of he bolding designer. DE$• $}(; lvl] 3,Additional temporary bradn to insure stab) div 2.0esfgn assumes the to and bottom chorda(0 be literal braced ai P rY g W drrg construction2P Y is the reapensiblity of the erector.Additional permanent bracingOf coone.and et sheathing n ouchreepas plywood oodss braced(TC)a throughout their length by DATE: 11/26/2014 the overall structure Is the responsibility of the buildingdesi ner. continuous she hrgn r sunt as plcingoerequired where shown a +.I.weglBC). P llY g S.2x Impact bridging or lateral bracing where ++ d /.�p �± ),�' SEQ. : 612 6110 4.No load should be applied to oily component until after ell bracing and 4.Installation 01101001$thenu responsibility atlas respective conwador, -1 b f 1- Mfl y fasteners are complete end at n0 time should any loads greater than 6,Design assumes trusses am to be used in non-conosNe environment y 9�b TRANS I D: 41321 6 design loads be applied to any component. and ore for dry condition'of use. �% S.CompuTres bee no control over and assumes no responsiblltiy for the S,Design sesames NII beading at all supports shown.Shim or wedge H � 1.4 rte fabrication,handling,shipment and instal/anon ofoomponerds. 7.necessary. p n ` ( a,This design Is furnished subject to the imitation set forth by a.PlaDetes shalt be locatn assumes ed anaboth tfaceslof Mae and placed so their centerTPM� n�t"'4 . f(�II 1111111 III I 1111,,AI 0111('I�I(I�SII! MiTek SA,InclC mpuTrus CA In SCSI,copies of Software 7will be 7..6 6(tL)-E ftnolde vdth joint center tines. ).For bished upon request. lines aIndicate ic nnecto rpls a desiinches. n v Ives see ESR-1311,ESR-7916(MTek) EXPIRES:1 2/31/2015 IIIIIIIIIIIIII This design prepared from computer :input by !I !1 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.8" IBC 2012 MAX MEMBER FORCES 4WR/DtF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4-(Q) 0 BC: 2x4 RODE 816BTR SPACED 24.0" D.C. 2-3=(-117) 53 i TC LATERAL SUPPORT <= 12"OC. UON. LOADING ' BC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 POP BEARING MAX VERT MAX HORZ BAG REQUIRES BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -97/ 461V -25/ 134H 5.50" 0.74 KC3F ( 625) 1'- 9.2" -65/ 194V 0/ OH 5.50" 0.31 ALOE ( 625) LL = 25 PSF Ground Snow (Pg) 61- 7.8" -75/ 160V 0/ OH 1.50" 0.26 KDOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "ocspacing.l REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019" 8 -1'- 8.0" Allowed 7 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed L 0.222" MAX BC PANEL LL DEFL - 0.004" @ 1'- 0.1" Allowed m 0.054" MAX BC PANEL TL DEFL - -0.005' a 1'- 0.1" Allowed = 0.072" 12 -/ MAX HORIZ. LL DEFL = -0.001" @ 6'- 7.1" MAX HORIZ. TL DEFL - -0.001" a 6'- 7.1" 6.00)7 ., NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h.-20.9ft, TCDL-4.2,BCDL=6.0, ASCE'.7-10, (All Heights), Enclosed, Cat.2, Exp.B, MK£RSIDir), r-, load duration factor=1.6, tTruss designed for wind loads cin the plane of the truss only. M r1 Int ., =.,. . tl IS_jIIIIIIIIIIIIII I 2► _1 , . 0 M-3X4 y 7, 7, 7. 1-08 2-00 4-07-13 (PROVIDE FULL BEARINGIJts:2,4,31 JOB NAME : 5019-D POLYGON - SJ2 4C, �P�vEp�6', - Scale: 0.5730. �N �. WARNINGS: GENERAL NOTES,unless otheratse noted: �� "+r�f�� 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown end Is for an Individual 7 9211I P E r' Truss; Truss•• SJ2 and Wernher;Wernher;before construction commences. building component Applicabegy ofMaslen parameters and pra /*yyer , 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Nth,responsibility of the building designer. 3.Additional temporary bracing to Insure siabtlty during conatrdcAon 2.Design assumes the lap cod bottom chords to be laterally braced at DES. BY: MJ is the responsibilityof the erector,Additional nommen(bracing of 2'0.0.and at 70'o.c,respectively unless braced throughout their length by ,� continuous sheathing such as plywood sheathing(TC)end/ar drywelt(B0). a DATE; 11/26/2014 the*wag structure is the responsibility of the building designer, 3.2x Inspect hedging or lateral bracing required where shown++ 4.Na load should be applied to any component end after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '. 'p.. OREGON 40 S E'Q. : 6126111 fasteners are complete and at no Sm,should any loads greater than 5.Design assumes trusses are o be used In a nmaeonostve environment, L�: ?9,Q.Y 0N4' �' TRANS I 413 216 design loads be applied to any component, end are for"dry Rat bearing of use. 4 14 =p '"A^. • 5.ConpuTma has no control ever and assumes no feeponsibimy for the 6.Design assumes fun bearing al all supports shown.Shim or wedge it fabrication,sendin shipmentnecessary, 4. and msteeegon of components. 7.Design assumes adequate drainage Is provided. R I110' {(f�,r 1 B.This design is furnished subject to the imitations set forth by 8.Plates shall be located en both feces of boss,and pieced so their cantor I IIIIII VIII VIII ILII Illll VIII VIII ILII till TPINVFOA In BC SI,elites ofwhich wit be furnished upon request lines cIndiae with Mint 8.Gies olndde Sim sof itplate ato Inness. MiTekUSA)ncJCompuTrusSoftware7.6.G(IL}E to.for basic connector plats design values see ESR•1311,ESR-11188Wok) EXPIRES:12/ /2015 11111111 • This design prepared from computer input by 111 PACIFIC LUMBER-BC " LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4HR/DDF/Cg=1.00 TC: 2x4 ROOF 11148TR LOAD DURATION INCREASE " 1.15 1-2-1 0) 72 2-4=10) 0 BC: 2x4 RODE BIABTR SPACED 24,0" O.C. 2-3-1-64) 38 TC LATERAL SUPPORT C. 12"OC. UON. LOADING BC LATERAL SUPPORT C. 12"0C. UON. LL( 25.0)+DL( 7.01 ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BOG 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" -68/ 301V -23/ 8IH 5.50" 0.48 KI)F ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KED? ( 625) LL - 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KID? ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 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 lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003' @ -1'- 0.0" Allowed= 0.100" 1-11.11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed = 0.133" .{ f MAX BC PANEL LL DEFL '. 0,001" 8 1'- 0.1" Allowed'= 0.054" MAX TC PANEL TL DEFL = -0.002" 8 1'- 2.9" Allowed '• 0.196" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.5' 10.00 7 MAX HOOIZ. TL DEFL - -0.000" 0 1'- 10.1" NOTE: Design assumes moisture content does not to exceed 19* at time of manufacture. Design conforms to main windforce-resiaticg system and components and cladding criteria, ' Rind: 140 mph, h-20ft, TCDL-4.2,BCDL"6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MRrRS(Dir), m load duration factor=1,6, of Truss designed for wind loads o in the plane of the truss only. 1 ry cn d v. 0 0 M-3 x4 Y Y l 1-00 2-00 • (PROVIDE FULL BEARING;Jts;2,4,3j s JOB NAME : 5019-D POLYGON - SJ3 oktO PROpk . Scale; 0.6645f.�� N/td/I7N /ypIy_'q SIO WARNINGS: GENERAL NOTES,unless otherwise noted; / �!'C+R� rn'C 17 1.Bulkier and erection contractor should be advised of all Gemmel Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4 1'92 �.P E_ t. Truss: S J3 and Warnings before canstnrc0on commences. bulling component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation et component Is the responsibility of the building designer. 2.DesignIp _ DES. BY: MJ 3.Additional temporary bracing to insure stabiaydist g construction 19 assumesdp.c top and bottom chords c d throughout ho braced e( Is the responsibility of the erector.Additional permanent bracing of c nt n and shea hinng such as p y cod a tasted TD)end/ their ), ,,/ continuous bridging ht acingre required where DATE: 11/26/2014 the overall structure b the responsibility of dna building designer. 3.2x Impact bddgtng or{afetal bracing required wham shaven a+ f1 I,�, SEQ. : 612 6112 4.No bad should be appaed many component until Beer nil bracing and 4.Inatallallon of truss Is the responsibility 011ie respective contractor, p. OREGON �cJ" fasteners are complete and at no ilms should any loads greeter than 5.Design assumes trusses ere to be used In a notaconasWa environment, 4"', ',, t�V' design mads be*palled to any componeni and are for"dry condition'of use, / �Q TRANS S(�' 413216 5.Catryu7rus has no central over and assumes no responsNlilty for the 6.Design assumes full bearing at all stpporta shown.Shim or wedge It d Y 1.4, rt. fabrication,handling,shipment end Insteltation of components. necnsary, provided.e Is ,9. �5 0.This design Is furnished subject to the imitations set forth by b.PlatDeses shall assumesadequate an both tate of truss,and pieced so their center r'l C+ry�1 II I I 1111 I I III Ill�II�I�I III ) MiTek�I15A,Inc.ICOfnp lrua Software furnishedCA In acsi,copies of which we!be 8{1l)£request, 1lndde with joint center lines. 0,Digitslines aola nn Ike design volae see ESFt•1a11.ESR-7088(MRe10 t"f rl F" ' EXPIRES:12/31/2015 • 11111110101 This design prepared from computer{input by f PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4NR/DQFICg=1,00 TC: 2x4 RIDE O1RBTR LOAD DURATION INCREASE - 1.15 I-2-( 0) 72 2-4=(01 0 BC: 2x4 KDDF 815BTR SPACED 24,0" O.C. 2-3=(-96) 73 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT C. 12"OC, UON. LL( 25.0)+01( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX BORE BRG REQUIREI.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" -41/ 322V -44/ 132H 5.50° 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) LL= 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100V 0/ OH 1.50" 0.16 KtDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. resign c ecked or net pa ) up t at 4 or'apac ng. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/1E,0 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" 0 -1'- 0,0" Allowed•- 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" 0 -1'- 0.0' Allowed m 0.133" 12 MAX BC PANEL LL DEFL - 0.002" 8 1'- 0.1' Allowed'" 0.054" 10.00 MAX BC PANEL TL DEFL = 0.002" 8 1'- 0,1" Allowed = 0.072" . MAX HORIZ. LL DEFL = -0.001" 0 3'- 10.9" MAX HORIZ. TL DEFL - -0.001" 0 3'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resistirg system and components and cladding criteria. a' o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MBFRS(Dir), Ii load duration factor-1.6, r^ Truss designed for wind loads in the plane of the truss only. r'1 1 [ • a p ►J 4►�ti -/ M-3x4 I r • } Y 1 1 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,31 P JOB NAME : 5019-D POLYGON -- SJ4 . 'ti` eIINE��'✓'s, Scale: 0.6203 ' {4Nj C? WARNINGS: ORA ERAL NOTES,ankles otherwise noted: �.l zg/1 f IP 1.Builder and electron contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end{a for an individual g 2.'P G r C... Truss: 3J4 add Warnings before aonatruction commences. building cornponam.AppUcabWty of design perimeters and proper 2.2x4 compression web bracing must be installed where shown k Incorporation of component is the responsibility of the budding designer. �! • ,/�� 3,Additional temporary bracing to Insure stabilitydud construction 2.Design assumes the top and batten chords to be laterally braced at DES. BY: MJ "g 2'o.o.and at 10'on respectively unless braced throughout their length by ` '�' • ..I•. Ls the responsibility cattle erector.Addmonet permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywail(BC). != DATE: 11/26/2014 the overall structure Is the responsibility --9y of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,!i� 4.No toad should be applied to any component until ager ail bracing and 4.Installation of truss is the responsibility of the respective contractor. p V REO N �" SEQ. : 612 6113 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used Inc non.corrosfve environment, i '+7QNe"f .' design loads ba applied to any component, end are for'dry condition"of use. v 'Ti' 14'. 2 .A:T"�- T��S I p: 413 2168.Design assumes full bearing at all supports shown.Shim or wedge H V 5,CompuTrus hes no control ever and assumes no reaponMbimy for the necessary. �n••, fabrication.handling.shipment and insiellason of oomponems. 7.Design assumes adequate drainage u provided. r7 R 10- / e.This design Is finished subject to the Smitations set Ions by 9.Plates shell be located on both races of truss,and placed so their canter 1111111111 II�I III Ell 1111101111111 TPV4yfl.A In BCS[,copies at which will be furnished upon regaest a,linescoincide Indicate size joint plate In Inches,center EXPIRES: 11 MiTekUSA,ktc./CompulrusSoftware 7.6.6(11)-S 10.For baste cannedorpiatedesign values see ESR-1311.EsR.1988(MITA) EXPIRES]:12/31/2015 1E111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/O[:F/Cpl-1.00 TC: 2x4 HOOF 014BTR LOAD DURATION INCREASE - 1.15 1-2-(-48) 41 1-3.(C) 0 BC: 2x9 KDDF fl&BTA SPACED 24.0" O.C. TC LATERAL SUPPORT <- 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.01+01( 7.0) ON TOP CHORD - 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZ£ SQ.FN. ((SPECIES) DL ON BOTTOM CHORD- 10.0 POE 0'- 0.0" -13/ 98V -18/ 42H 5.50" 0.16 KQDF ( 625) TOTAL LOAD* 42.0 POP 1'- 9.2" 0/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) I'- 11.7" -39/ 51Y 0/ OH 1.50" 0.08 KDDF ( 625) 1-11-11 LL - 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Des tin c ec e. or net(- ps ) up t at 4 'or,spac ng. 12 REQUIREMENTS OF IBC 2012 AND TRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L(240, TL-L/lO.O MAX TC PANEL LL DEFL " 0.003" 8 1'- 2.9" Allowed p• 0.131" 10.00 7 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL - 0.002" 8 1'- 2.9" Allowed'a 0.196" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ, LL DEFL - -0.000" 0 1'- 10,9" MAX HORIZ. TL DEFL " -0.000" 0 1'- 10.R'NOTE: Design assumes moisture cor)tent does not to exceed 196 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-loft, TCDL-4.2,BCDL-6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, NEFRS(Dir), / load duration factor-1.6, Truss designed for wind loads m in the plane of the truss only. cii o i N f M f Y O O,• 1_�- pa� M-3x4 • • l ) 2-00 JOB NAME : 5019-D POLYGON - SJ5 �? ° � 0 Scale: 0.7691 `Gj NG+7� 1}p7�S_`� �OA_ WARNINGS: GENERAL NOTES,unless otherwise noted: .11/�"��,o` f -v'J' 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is for an Individual _'92...r-E, i• r* Truss: SJ5 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web DrooMp mull be Installed where shown*. Incorporation of component Is the responsibility of the building designer. AOS. DES. BY: MJ I.Additional temporary bracing to Insure stability during construction Z.Design assumes me top and bottom chords to be laterally braced a /// B the responsibility of the erector,Additional permanent bracing of 2'o,c.end al 10'o.o.ree h as plywood oods braced throughout their length by DATE: 11/26/2014 the overall structure Is the responsibility of the building designer, aImpacts bridsheging or such asscegheed where own+ y wap(BG7• <L N p g 3.lx bridging lateral bracing required where shown++ irt 4.No load should be applied to any component until alter al bracing and 4.Installation of Inns Is the responsibility of the respective contractor, OREGON S EQ. : b 12 6114 fasteners ere complete and at no time should any bads greeter than 6.Design sasumes trusss aro to be used In a non•conosfvo environment, 9t.' \te-. A, TRANS I D• 413 216 design toads be appllad to any component. and are for"dry condition'of use. "/y 5.CompuTrus has no control over and assumes no tesponsibllib fol the 6.Design assumes rug bearing a1 all supports shown.Shim or wedge a 0. 1.4 L l��' febricolion,hsnd6sp.shipment and tnstaaatlon of comDonenb. necessary, A. 'yS' S.This design b fummhed subject to the amtetions set forth by7.Design assumes adequateon drainage b ed. � 4��,.. , II II II II VIII 111 111 111111111 iII >4 e.Plates shell be located Doth latae o truss,ruse,arM placed so their center _. fiF ��CA In SCSI,copies of which coal be furnished upon request. Mae coincide with Joint center Imes, MTe)<USA)nc./CompuTtus Software 7.6.6(1L?E 14.Ferbaic caoonnecleof or plate deslate in ign values see ESR-1311,ESR-19869WTek) EXPIRES:12/31/2015 1 111111011 This design prepared from computer.input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4NR/DDf/Cil-1.00 TC: 2x4 HDPF R1iBTR LOAD DURATION INCREASE - 1.15 1-2-(-90) 74 1-3-I0) 0 BC: 2x4 NODE' i1&BTR SPACED 24,0" O.C. TC LATERAL SUPPORT <- 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED;BOG AREA BC LATERAL SUPPORT <- 12"OC. DON. LL( 25.0)+OL( 7.0) ON TOP CHORD- 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. '(SPECIES) DL ON BOTTOM CHORD - 10.0 PSF 0'- 0.0" -27/ 129V -39/ 93H 5.50" 0.21 ROOF ( 625) TOTAL LOAD - 42.0 PSF 1'- 9.2" -32/ 75V 0/ OH 5.50" 0.12 (TOE ( 625) 3'- 11.7" -72/ 102V 0/ Olt 1.50" 0.16 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 pet") uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-1,/240, TL-L/18b 12 MAX BC PANEL LL DEFL - 0.003" 9 1'- 0.1" Allowed - 0,054" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL - 0.002" 0 1'- 0.1" Allowed 0.072" 10.00 7 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORI2. LL DEFL - -0.001" 9 3'- 10.0' MAX HORIZ. TL DEFL . -0.001" a 3'- 10.9" NOTE: Design assumes moisture content does 0 not to exceed 193 at time of manufacture. Design conforms to main windforce-resisting • system and components and cladding criteria. Mind: 140 mph, h-20.9ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.R, NtiBRS(Dir), p, load duration factor-1.6, c, Truss designed for wind loads co in the plane of the truss only. 0 M , M • ,-I h I O i� -1111111111111111111111. M-3x4 { i I' 1 i 2-00 1-11-11 ' • [PROVIDE FULL BEARING;Jts:1,3,2[ ', • • • • ��EO.P R:O fits. JOB NAME : 5019-D POLYGON - SJ6 Scale: 0.6152 � (�N1 1NE us%O2 WARNINGS: GENERAL NOTES,unless otherwise noted: �_ (((�""��rr11�" 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual IIPE ; Truss: SJ6 and Warnings before construction continences. beading component Applicability of design parameters and proper401111011",06''''. . 2.2w4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the budding designer. 6f 3,Addalonaltemporary bracing to enure stability during construction 2.Design assumes the by and bottom chords to be laiereoy braced al ' DES. BY: PIJZ o.s.and at 10'o.c.respectively unless braced throughout their length by 1 .. ..' Is the responsibility of the erector.Additlonai permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal ). `,swrr h•. DATE: 11/26/2014 the overall Moisture h the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r] t' i 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. '•p` OREGON v SEQ. : 612 6115 fasteners are complete and at no lime should any loads greater then 8.Design assumes trusses are to be used In a noncorrosive environment, v '•! +� TRANS I D: 413 216 design bads be applied to any component and are asaudnrys fullbe aringfat use. supports ��•R r �0 a.CompeTn's hes no control over and assumes no respenslaiay forthe 0•Des adequaten assumes pis pshown.Shim or wedge if r c� f flib T. 1 [ 1I' 0.This design is famished subject to thectlimittatons sat forth bye a.Plates shall be located obot facesdraina01 truss,and placed so their venter �` n`~ . Iti1 I')rl II��I�� I�1(II I III�I III I1 CNROVHWrusa I1B1C./C,O copies of whkh will be furnished upon request lines coincidedwith Joint center lines. ' 9. Indicate size of plate lIne Inches. r11puTiusSoftware7.s.s(1t)E 10.For bade connector plate design valves see ERR-1311,ESR•1908(MlTel) EXPIRES:12/31/2615