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Plans (56) 4 /Ll s7? D -DGY)GS 34'-0• 1 'f) (/ L�I. etrer 4 fr QX CONFORMS TO DESIGN CONCEPT /� �7�rCJ K v CONFORMS TO DESIGN CONCEPT MTh ❑REVSIONS NOTED T 9 �y 0 NON-CONFORMING-REVISE&RESUBMtr T:E:0)010100(411 iii.ace:S[.1E'ke0 FOR 00:AH 0SC(050'1. WIN 0154: C -r :tl.1 40 G:15 !u' OF THE [�' !� ''yam r*Em)m•.3.os.VF A.UXTYIC?Cc...MOLOICEWar10E:i ! rr n �j- -L.U t'4�-. N CO -... .. M N aw:aa.:s.S O.,.e s.4 uw i:ur.E_-xts e IOW 7 .._ -- - ' - By David R Burnett Date 10/27/14 ^ MILBRANDT ARCHITECTS SJ2 II11 II I\ 1 itIl— SJ2 4 SJ3 _IKE\!MEM\ IP 11 �'� ISI53 - SJ3 iligl ® Q.JFGPMsi0GE51GNCGYsCEfT -- _-_.-- _--_----- --.- gr ❑ DEFORMStaTousiGSCONCEPT 4'.'!Pi -'e i.■IN3 CONFRSHOWN -R ElREV:CGtiFGP.RFiIE +TSE AND RESU3M: ��'��"� I ITH W_+F::.... W.'SEEK t OAD>X no(vox.E 74 LE kTTY.T$X;::....WW1 TEZ.: AG:A_IEYERE OKEOU.VORMOD.n OF E_3C41:EIU^CP UWTwIK:E mr?IE I 143114..^SSS_:. K.3?c_I=aa..4 i00 CO1.Ci Me II-nY OYER a?.EIT.5100 WI,$1 0mcize-:CO 54::4 til DI"-In' Sr TOO A.Mon r 0 •r5 ICT ENGINEERING INC 4 —8:12 G2 (5) Ni v C3 t_4 f.: Agi. HUniiiii:\ 9 5 � 1p iC -ti. �` ` 7- �/'' a - - SJ3 :I 12 4 I — — — ��i �.� - r _ • — 9. ...�r•��r�r_a=-yr,�,,��, ,•1--�Ju4lAI� ._t_ irr Q N ch r ��- 'S7�1 ' -• I • I 8: 20 Mc? 01 b S.12I SJ2� GARAGE SJ1 1111r 8 12 ,EI_ SJ10 Ir "I 4- aNaggg25 4p 12'-4' 4 15'-? I 27-6• O,1 I14)-8110 I ©Copyright CompuTrus Inc.2006 BUILDER ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 10/23/14 PLACEMENTAN RAL PROJECT TITLE: REVISION-1: DRAWINGS OR AALLLUFURTHER ' umber 3413-B POLYGON NWINFORMATION.BUI DESIGNER/ENGINEER OFREGCORD pa SS PLAN: DRAWN BY: REVISION-2: To TSPORUSS CONNECTIONS.BUILFOR ALL DING G ` 3413 / B CHECKED BY: °ESED�POCOLLTORVIEANAPPROVE RECORD �5 COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. fl[ TRUSS 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 34e Jyy ®CONFORMS TO DESIGN CONCEPT I 0 CONFORMS REVISIONS TONOTED DESIGN CONCEPT WITH , D NON-CONFORMING—REVISE&RESUBMIT THS MO?MVP,.W.eIc-6ti R..`BY?o:FOR C IPF..COV ORM::E alts. 3E34,4 OCSaSFT CORY AID tOES IGT REL'FF PE F1L:OSTCRAVO I OF RESFCiv10.1TY FOR t:i!:FOSSYHC k(I,I DLS1ryi CNI 01 CFJY.=I u.SPEOF{GGIOO..P0 AFOUC E E wo.F.•.1St VON K•VT- CRByF31Y0,133 DRS 3:4(P David R Bu ett Gat. 10/27/14 y431.14EMILBRANDT ARCHITECTS T T co r— SJ1 aI ,a $J1 4 SJ2 /' / :12 SJ2 SJ3 . , -_ SJ3 _I_ .__ - .,I/ - �, ,1Qk_ - �. - _ r 4 -v e ® CONF4 RMS'0 DESIGN CONCEPT ��++ ID CONE{RMS'0 DESIGN CONCEPT IVIT}i / _ ../ - NON-(ONFOZ SHOP/W /J `1 ❑ NON-(ONFOiMItiG-RE1;SEf+.NDRES03611T .` (2/ TALE WV CRWIL W:REEF REVIERFD MP ri E.V'.ECY=.YAC:: RTTR TA 03TE!WCPT MY FM teNS ILT PETclt FRE _e _ _ - — -- -- ' F/SFI.4TC41Y!321 CR 3R.VCISISILTTY FOR O(01111 LE MIR rK Ca:21 realw.",A10 PE:IFIYFTIOtS ACL OF 515`Ci Fi:St FRIn/TT .6.3 ICS S..'Lo.01K. CORTRATCR VOL:VERL T 313 D10-131Cti.. _ - 5,1 Ty!R.Earn este:03tcber 30.2014 CT ENG.NEE RING INC -- 6:12 .. - - - A N Y (5)C2 � 6:12 Q C3 - 2 --- lel- _. - - B SJ3 r '/ _ _ _ � k16.4SJ2 r MUS26 -r,. :12!` SagSJ1 - - aoal, SJ1,I co CR1 N—•- I'', - '�a• ;►i 4 J itsi SJ2 __ SJ2 `-? GARAGE o co SJ1 __—'� 6:12 ,IIII_ SJ1 _ 1 _t_t_ ' DR ea- cal ag2All a $ • i 15.4. -� 12-4' 4 I- 2r-6' I 14'$112" -1 I ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 10/23/14 TRRUUSSSC PLACEMENT ANDER _ PROJECT TITLE REVISION-I: ORRAAIMNC�aS FOR ANLL FURTHER 3413-B POLYGON NWDESIGNERIENGNEEROF" CREORD PLAN: DRAWN BY:: REVISION-2: TO TRUSS RESPONSIBLE FOR NON-TRUSS 3413 / B CHECKED BY:: DEVAPPROVE� F TO REiEOF ALL T ■■ c COMPANY ' ' DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. > ■ V 7 1/811= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. • Job Transmittal MITek USA, Inc. II III I II III I11III 1 250 Klug Circle, Corona, CA 92880 (951)245-9525 Fax(951) 273-0040 Transaction ID: 410995 TO: PACIFIC LUMBER & TRUSS DATE: 10/23/2014 ATT: Bob Cairns Drawings Repairs Sequence#'s Description 40 0 6095233-6095239,6095241-609524: 3413-B POLYGON NW1 -3413-B POLYGON N Transmittal Notes: Design Notes: FTP:410995zip 10/23/2014 1:26:53 PM Page 1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 559 1- 5=(-451) 1772 5- 2=( 0) 289 BC: 2x6 KDDF #1&BTR 2- 3=(-1772) 530 5- 6=(•456) 1767 5- 3=(•30) 49 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2065) 558 6- 4=(-450) 1777 3- 6=( 0) 285 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 6'- 0.0' V BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0' TO 9'- 2.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'• 2.0' TO 15'• 2.0' V LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0' TO 15'- 2.0' V 0'• 0,0' -256/ 1210V -48/ 48H 5.50' 1.94 NODE ( 625) NOTE: 204 BRACING AT 24'OC UON. FOR 15'- 2.0' -256/ 1210V 0/ OH 5.50' 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'• 0.0' TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 9'- 2.0' ICOND. 2: Design checked for net(-5 nsf) uplift at 24 'oc spacing.) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.058' @ 6'- 0.0' Allowed = 0.713' M,M2OHS,MI8HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.102' @ 6'- 0.0' Allowed = 0.950' "• For hanger specs. - See approvedplans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9 P pP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.012' @ 14'- 8.5' MAX HORIZ. TL DEFL = 0.020' @ 14'• 8.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windfarce-resisting system and components and cladding criteria. 5-11-11 3-02-10 5-11-11 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f ,320# , 320# 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 ♦ 12 load duration factor=l,6, 6.00 ads M-4x6 :ME-16x6 Q 6'00 inTruthe ss dplaneeofd fthe truss wor wind oonly. coo 4111111111111111111111111111111111111111111111111111111111111111111111111111111111111111°: *h. 0 C / .*-41 lc c " 1 5 6 4"" O M-3x5 M-3x4 M-1.5x3 M-3x5 y y y y 5-08-08 3-10-12 5-06-12 y y 15-02 JOB NAME: 3413-B POLYGON NW - Al <0.<<;5‘0,1 ���,Eo PROFFs" Scale: 0.4209 �5 �1�M�')G4N /O WARNINGS: GENERAL NOTES,unless otherwise noted: �� /0/�"'/ �'.. 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 Individual ^9 G 0.P E Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.214 compression web bracing must be Installed where shown+. Incorporation of component Is the responsiblity of the building designer. 3.Additional temporary bracing to Insure stehlly during construction 2.Design assumes the top and bottom chords to be laterally braced et - fir. 2'o.c.end at 10'o.c.respectively unless braced throughout their length by `.�i� DES. BY: U is the responsibil ty of the erector.Additional permanent bracing of „,0"4/1.P. - continuous sheathing such as plywood ueathin endlor Orywa1 BC). DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ IQ��, 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '37 OREGON `V" SEQ. : 6095233 fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, I,� 7l, \b' A. design loads be applied to any component and are for'dry condition'of use. _ Q }' 1 4, rL_ ••�, TRANS I D: 4109 95 5.CompuTrus has no control over and assumes no responsibly for the 6.Design assumes ful bearing at an supports shown.Shim or wedge if r t, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. "'"R R I�� T 6.This design Is furnished subject to the Imitations set forth by B.Plates shall be located on both faces of truss,end placed so their center I III I II 111111111111111111101 111 11 I IIIITPIANTCA In SCSI,copies of which will be furnished upon request. lines edndde with joint center Ines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) EXPIRES:12/31/2015 11111 111 This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'• 2.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-774) 153 1.4=(-47) 587 4.2=(0) 353 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2-3=(-774) 153 4-3=(-47) 587 WEBS: 2x4 KODF STAND LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 0'- 0.0' -80/ 637V •66/ 66H 5.50' 1.02 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 15'• 2.0' 80/ 637V 0/ OH 5.50' 1.02 KDDF ( 625) M,U2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Desitin checked for net(-5 osf) uplift at 24 'tic spacing,' *" For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TL CREEP DEFL = -0.055' @ 7'• 7.0' Allowed = 0.950' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.085' @ 4'- 0.2' Allowed = 0.514' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.006' @ 14'- 8.5' MAX HORIZ. TL DEFL = 0,011' @ 14'- 8.5' 7-07 7-07 NOTE:Design assumes moisture content does ' '1' 1' not exceed 19% at time of manufacture. 12 12 6.0017. 11M-4x4 Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. n 21---4f Wind: 140 mph, h=21.1ft, TCDL=4.2,BCOL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 1.1 m m 4 i c 1 4 3"" 0 0 M-3x4 M-1.5x3 M-3x4 y y 1 7-07 7-07 y y 15-02 JOB NAME : 3413-B POLYGON NW - A2 'e N ts PROFF Scale: 0.45e4 <5 lNGI `s<0 WARNINGS: GENERAL NOTES,unless otherwise noted: �� v/0rrr/���" 2-7 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 an individual Ct. ^9G,OP E Truss: A2 end 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 responsibily 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 et DES. BY: LJ is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4r� po y permanent designer. of continuous sheathing such as plywood sheathing(TC)and/or drywall(9C). �*�' DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. Q 4.No load should be applied to any component until after an bracing end 4.Installation of truss is the responsibility of the respective contractor. -y OREGON l(/ SEQ. : 6095234 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, L 4, A & design loads be applied to any component. end are for"dry condition'of use. /O '}' 1 4 20 ^�. TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If ,ii., fabrication,handling,shipment and Installation of components. /1/ ,- necessary.assumes adequateprovided. 6.This design is furnished subject to the irritations set forth by 7.Design nshall be located obodrainageas of trus, nd placed so their center R R V-�`' 111111111341111111 whichIANTCA in BCSI,copies of furnished request. Wei(USA,Inc./CompuTrusSoftware7.66(1L)E tines lcof For basic o�ectorpltedesign Inches. see ESR-1311,ESR-1998(MiTek) EXPIRES:12/31/2015 1IIIIIIII'II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(.1950) 394 1-5=(-379) 1667 5.2=( •301) 1673 BC: 2x6 WOOF #16BTR SPACED 24.0' O.C. 2.3=) -115) 108 5.6=(•367) 1603 2-6=(-1853) 434 WEBS: 2x4 KDDF STAND 3-4=( -10) 5 6.3=( •121) 119 LOADING TC LATERAL SUPPORT <= 12'OC. MON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -207/ 1079V -57/ 144H 5.50' 1.73 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (PR) 8'- 0.0' •308/ 1440V 0/ OH 5.50' 2.30 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ADDL: BC CONC LL+DL= 1210.0 LBS @ 4'- 0.0' *• For hanger specs. • See approved plans ADDL: BC CONC LL+DL= 637.0 LBS @ 6'- 0.0' ICON0. 2: Design checked for net(-5 psfl uplift at 24 'oc spaoino.I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = 0.016' @ 4'- 0.0' Allowed = 0.354' MAX IL CREEP DEFL = -0.052' @ 4'. 0.0' Allowed = 0.472' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.004' @ 7'- 6.5' MAX HORIZ. TL DEFL = 0.009' @ 7'• 6.5' 4-01-12 3-06-08 0-03-12 NOTE:Design assumes moisture content does 12 not exceed 199s at time of manufacture. 6.00 M 1.5x3 4 ,, Design conforms to main windforce-resisting system and components and cladding criteria. 111 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x8 CO O ' O 4 M ...dIlgglggr114114111411111111%1_Ilril 0 l... 5 6•• M-3x4 M-3x8 M-5x6 3, +1210# ,637# y 4-00 4-00 3, y 8-00 JOB NAME : 3413-B POLYGON NW - A GIRD Scale: 0.4665 �c�4«... GPN 0��on/0�J WARNINGS: GENERAL NOTES,unless otherwise noted: �� I�I�I 2-s7'. 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 individual C' ,,,,92.$P E f and Warnings before construction commences. building component.Applicability of design parameters and proper ��//��"/ Truss: A GIRD Incorporation of component Is the responsibility of the building designer. A 2.2x4 compression naltemporary web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at `- 1.Additional temporary bracing to Insure stability during construction 2'o.e.and at 10'o.c.respectively unless braced throughout their length by / r�_ `� DES. BY: U Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalC). DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 L: 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON >k kr` SEQ. : 6095235 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, Z" .. O\ design loads be applied to any component and are for"dry condition"of use. Q }' 1 4 2 `E" TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing et a0 supports shown.Shim or wedge if �yQ` fabrication,handn necessary. q drainage Db R I,t-�. ftp,shipment and Installation of components. 7,Design assumes adequate Is provided. C rr,, 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II II III'IN I III ILII I II I 111 TPIAMCA In BCSI,copies of which will be furnished upon request. 9 Digits indicate sizejoint late center MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIII 11 1111 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 TC: 2x4 KDDF N188TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2-4=(0) 0 BC: 2x4 NODE #18BTR SPACED 24.0' 0.C. 2.3=(-42) 40 TC LATERAL SUPPORT <0 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 REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -61/ 297V -7/ 476 5.50' 0.47 KDDF ( 625) 1'- 10.9' -102/ 88V 0/ OH 1.50' 0.14 KOOF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50' 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(•5 psfl uplift at 24 'oc spacial.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF 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' 1-11-11 MAX TC PANEL LL DEFL = 0.002' @ 1'- 0.0' Allowed = 0.097' '( '( MAX TC PANEL TL DEFL = -0.003' @ 1'- 1.5' Allowed = 0.145' MAX BC PANEL LL DEFL = 0.007' @ 2'- 8.6' Allowed'= 0.250' 12 MAX BC PANEL TL DEFL = -0.020' @ 3'• 3.8' Allowed= 0.333' 6.0017 MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9' MAX HORIZ, TL DEFL = 0.000' @ 1'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. _. Wind: 140 mph, h=19,7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 0 sr o in the plane of the truss only. 07 T 0 0 v MI I[ -/ 0 21111. 1_11 ►��4 M-3x4 1' 1' y 1-00 'PROVIDE FULL BEARING:Jts:2,3.41 6-00 JOB NAME : 3413-B POLYGON NW - AJ1 Scale: 0.6954 �<<.:0 N OFFS`' WARNINGS: GENERAL NOTES,unless otherwise noted: ��� /�/"l rrY -v"T� 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 Individual 0 P E Truss: AJ 1 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web brewing must be Installed where shown+. incorporation of component Is the responsibilityof the building designer. - 3.Additional temporary bracing to insure stabuity during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively as illy unless braced throughout their length bycontinLr�, r(�' DATE: 10/23/2014 responsibilitybuilding g aps sheathingngr such l bpiywgoeurewhere sdryweli(BC). the overall structure is rho res onsibifi of the designer. 3.2z Impact bridging or lateral bracing required where shown++ Q 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. "'9 4.i OREGON�a A.SEQ. : 6095236 fasteners are complete and at no time should any loads greater Than 5.Design assumes trusses are to be used in a non-corrosive environment, G design loads be applied to any component and are for"dry condition'of use. '11' 20 +. TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 1 4 P fabrication,handling,shipment and installation of components. necessary. M ' �. 6.This design is furnished subject to the Imitations set forth 7•Designlatesassumes adequateatedon both drainage Is f truss, >�R1�„ IIIIII II II VIII(IIII VIII(IIII VIII IIII IIII g 1 by 8.lines be located both faces of truss,and placed so their center TPIIWfCA In SCSI,copies of which will be furnished upon request. Ilnes coincide with joint center tines. 9.Digits Indicate size of plate in inches. MiT6kUSA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR•1988(llTelt) EXPIRES:12/31/2015 VIII(I 11111 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 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.4=(0) 0 BC: 2x4 KDDF Al&BTR SPACED 24.0' O.C. 2-3=(-65) 49 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 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' -50/ 346V •14/ 77H 5.50' 0.55 KDDF ( 625) 3'• 10.9' -97/ 113V 0/ OH 1.50' 0.18 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 57V 0/ OH 5.50' 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF 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' 3-11-11 MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed= 0.078' MAX TC PANEL LL DEFL = 0.012' @ 2'- 2.2' Allowed = 0.246' T T MAX BC PANEL TL DEFL = -0.034' @ 3'• 1.4' Allowed = 0.333' MAX BC PANEL TL DEFL = -0.003' @ 4'- 1.4' Allowed = 0.333' 12 6.00 17 MAX HORIZ. LL DEFL = -0.000' @ 3'• 10.9' MAX HORIZ, TL DEFL = -0.000' @ 3'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. '/ Design conforms to main windforce•resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.2ft, 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 c in the plane of the truss only. fV co Of- V of 1 ► 1.-=4s4 M-3x4 1. 1, J. 1-00 (PROVIDE FULL BEARING:Jts:2,3,4( 6-00 n.0 PROF JOB NAME : 3413-B POLYGON NW - AJ2 Scale: 0.6329 \���lN�(/.gNCao ass% WARNINGS: GENERAL NOTES,unless otherwise noted: �� v/0I" *-7 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 Individual ' ;9 2 0 S P E r Truss: AJ2 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 stebiity during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'0.0.respectively unless braced throughout their length by DES. BY: L J is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathin C and/or d DATE: 10/23/2014 g(r s ywan�ec>. �, the overall structure Is the responsibility ofthe building designer. 3.2z Impact bridging or lateral bracing required where shown++ pREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ."'� bs 4 SEQ. : 6095 237 fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used in a non-corrosive environment, :y �1 O\ A. design loads be applied to any component and are for'dry condition"of use. Q 1' 1 4 2 Ai TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handing,shipment and installation of components. Designneassumescessary. MF _� 6.This design la furnished subject to the Irritations set forth 7. lates adequate onne both facesace is provided.e. C R R I�.. II I 1111 VIII VIII VIII IIID II (III(III a 1 by 8.Plates shall be located of truss,end placed so their center + TPIANTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11111111 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 • TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE e 1.15 1.2=) 0) 50 2.40(0) 0 BC: 2x4 KDDF #1&BTA SPACED 24.0' 0.C. 2.3e(-97) 68 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. 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' -57/ 402V -22/ 108H 5.50' 0.64 KDDF ( 625) 1 Connector plateprefix designators: 5'- 9.2' 0/ 74V 0/ OH 5.50' 0.12 KDDF ( 625) g LL a 25 PSF Ground Snow (Pg) 5'. 11.7' .68/ 160V 0/ OH 1,50' 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF 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' MAX TC PANEL LL DEFL = 0.079' @ 3'- 7.2' Allowed = 0.395' 5-11-11 MAX TC PANEL TL DEFL = -0.092' @ 3'- 4.8' Allowed = 0.593' T MAX HORIZ, LL DEFL = .0.001' @ 5'. 10.9' 12 MAX HORIZ. TL DEFL = -0.001' @ 5'• 10.9' 6.00[7. NOTE:Design assumes moisture content does -/ not exceed 19% at time of manufacture. Design conforms to main windforce•resisting 0 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, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. v O 01 M O 4 O OOE:Ell411110- M-3x4 J• b y 1-00 (PROVIDE FULL BEARING:Jts:2,4,3( 6-00 JOB NAME : 3413-B POLYGON NW - AJ3 Scale: 0.5817 ��� NGPNOp�,�s`r�p w� In/Zll7' WARNINGS: GENERAL NOTES,unless otherwise noted: (f "59�, 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 ^92 0 P E Truss: AJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where shown+. incorporation of component is the responslbi8ry of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 3.Additional temporary bracing to Insure stedlty during construction on 2'o.c.and at 10'o.c.respectively unless braced throughout their length by L,�1 �® Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)end/or drywall(_C). / . Q DATE: 10/23/2014 the overall 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 after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - til'OREGON t„ �4/ SEQ. : 6095238fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G 1� design loads be applied to any component. 5.CompuTrus has no control over and assumes no responslbiGly for the and are for"dry condition"of use. /O xii, 14 20 Pr TRANS I D: 410995 6.Design assumes full bearing at ail supports shown.Shim or wedge If !� fabrication,handling, Design assumesssary. ' 'R Ft i lA- v shipment and Installation of components. 7.nese s adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I llllll VIII 1111111111111 VIII II(III(IIITPIIWTCA In BCS(,copies of which will be furnished upon requestlines cdndde with joint center lines. Digits Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1998(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.9' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2.3=(-116) 93 3.4=( -70) 27 TC LATERAL SUPPORT <= 12.00. 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 SO.IN. (SPECIES) 0'- 0.0' -35/ 377V -28/ 131H 5.50' 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 66V 0/ OH 5,50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'. 11.2' -142/ 352V 0/ OH 1.50' 0.45 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9' -58/ 15V 0/ OH 1.50' 0.02 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 xsf) uplift at 24 'oc spacin0.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL OEFL = 0.002' @ -1'. 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.041' @ 2'- 9.3' Allowed = 0.397' 12 MAX IC PANEL TL DEFL = -0.050' @ 2'. 11.9' Allowed = 0.596' 6.00r - 0 MAX HORIZ, LL DEFL = -0.001' @ 5'. 11.2' MAX HORIZ. TL DEFL = -0.001' @ 5'- 11.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. A Design conforms to main windforce-resisting system and components and cladding criteria. N Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads v in the plane of the truss only. 8 of ,8 o o �� 5 M-3x4 1, y 1, y 1-00 6-OOIPROVIDE FULL BEARING:Jts:2.5.3.4) 1-05-15 �v,op PR O;re�, JOB NAME : 3413-B POLYGON NW - AJ4 Scale: 0.5676 S, 0,1 IN `rip WARNINGS: GENERAL NOTES,unless otherwise noted: ��� �o�Zl 9 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 individual `92•PE Truss: AJ4 and Warnings before construction commences. buikting component.Applicability of design parameters and proper 2.2x4 compression web bredng must be instated where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability doling construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY' L.1 Is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �i� po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywalt(BC). „..../.././Pt,.- DATE: 10/23/2014 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 applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4/ SEQ. : 6095239 fasteners are complete and at no time should any loads greater than 5.DesIgn assumes trusses areto be used In a noncorrosive environment, :L- "y1 ON A. design loads be applied to any component. end are tor'dry condition'of use. O 1 4 2 "N TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if P fabrication,handling, necessary. ML$ t ` V shipment and Installation of components. 7.DesIgn assumes adequate drainage Is provided. R R .- 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center 1111111 III III I VIII I 1111 II VIII II II 1111TRI/WrCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center ones. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1906(MiTek) EXPIRES:12/31/2015 11111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1 00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) - 2x6 KDDF #1&BTR T2 SPACED 24.0' O.C. 2- 3u( 0) 50 2-10=(-1314) 5204 0-14=( -61) 465 BC: 2x6 KDDF #1&BTA 2. 3=(•5997) 1190 10.11=(-1314) 6874 10- 4=( -231) 1443 WEBS: 2x4 KDDF STAND LOADING 4=(-6056) 1207 11-12=(-1098) 5946 10- 5=(•1830) 393 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-6890) 1106 13.19=(--712) 5946 5-16=( -25) 347 TC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-3997) 1424 13- 9=( -712) 3848 11- 6=( -374) 1530 BC LATERAL SUPPORT <= 12'0C. VON. 6- 8=(-4412) 761 12- 3=( 0) 540 TOTAL LOAD = 42.0 PSF 7- 8=(-4412) 831 6.13=(•2514) 548 LL = 25 PSF Ground Snow (Pg) 8- 9=(-4445) 845 7-13=( -259) 1540 NOTE: 2x4 BRACING AT 24'OC UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0' TO 12'- 0.0' V 13. 8=( -55) 304 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0' TO 12'- 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: TC CONC LL+DL= 598,0 LBS @ 8'- 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0' -670/ 3376V -73/ 79H 5,50' 5.40 KDDF ( 625) ADDL: BC CONC LL+DL= 1440.0 LBS @ 12'• 4.0' 27'- 6.0' -412/ 2330V 0/ OH 5.50' 3.73 'KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. lCOND. 2: Design checked for net(-5 psfl uplift at 24 •oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 2: Heel to plate corner n 0.75' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed 0.100' MAX TL CREEP DEFL = •0.003' @ -1'• 0.0' Allowed = 0.133' '• For hanger specs. - See approved plans MAX LL DEFL = 0,168' @ 12'- 5.8' Allowed = 1.329' MAX TL CREEP DEFL = -0.537' @ 12'- 5.8' Allowed = 1.772' MAX HORIZ, LL DEFL = -0.050' @ 27'- 0.5' MAX HORIZ. TL DEFL = 0.116' @ 27'- 0.5' NOTE:Design assumes moisture content does not exceed 19's at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-11-11 11-06-10 7.11 11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T load duration factor=l.6, T Truss designed for wind loads 4-00-12 3-10-15 4-02-09 2-11-12 4-04-05 3-10-15 4-00-12 in the plane of the truss only. 12 4,598# T T T '( '( 6,00 2 M-5x12 M-4x10 '12 M-3x6 M-4x10 6.00 l-- ,., T2 *411 -1.5x3 P. M-1.5x3 7.- Ailillilliiiiii,„„.-74- M M O O 10 11 T 12 13 ""4] 7"4 O M-4x10 M-3x10 0.25"M-1.5)(3 M-4x10 M-3x109«+ O M18HS-7x14(8) y y 4144 # y , 7-04-12 5-01 2-08-04 4-11-04 7-04-12 y 1-00 27-06 y JOB NAME : 3413-B POLYGON NW - B1 Scale: 0.2355 ��'NGPN`fi�O��oln WARNINGS: GENERAL NOTES,unless otherwise noted: ��� �0 �I/. �-9 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and is for an Individual ,I 92 0 0 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 of the building designer. _ l+' DES. BY: LJ 3.Additional temporary bracing to Insure staNIty during construction 2.Design assumes the top and bottom chords to be laterally braced of Is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their le length by *�'--.- DATE: 10/23/2014 the overall st acture la the res nslMfi of the buskin rices not. continuous sheathing such as plywood heathI here s and/or drywIl(BC). / po ty g 9 3.2x Impact bridging or lateral bracing required where shown++ O 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. '3 OREGON 4,/ SEQ. : 6095241 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, /...� V Z�1\ A�A+ TRANS I D• 410995 design loads be applied to any component. and are lor'dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge If Q 1 4, �Q, febdeaUon,handling,shipment and Instagatlon of components. 7.necessary. drainage Is P 6.This design is furnished subject to the Imitations set forth by 6.Platesnshall be locateassumes d on both faces a truss,and placed so their center �R R V`.-� IIIIII IIIII IIIII IIIII IIIII IIIII IIIII IIII IIII MTITpek USA,CA rInC./CompUTfu6 which Soft)ware 7.6.6(1 L)-E request. 1lines colndde with joint center Ines. 0.ForrDigits basic coIndicate n ectoroplatetdes gn values see ESR-1311,ESR-1966(MiTek) EXPIRES:12/31/2015 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-2948) 628 1-5=(-568) 2526 5.2=( •232) 1254 4.7=(-1984) 446 BC: 2x6 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-1606) 366 5.6=(•556) 2462 2.6=(-1172) 282 WEBS: 2x4 KDDF STAND 3.4=(-1408) 342 6-7=( -44) 104 6.3=( -114) 568 LOADING 6-4=( -506) 2308 IC LATERAL SUPPORT <= 12'OC. 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 BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0' -344/ 1658V -42/ 105H 5.50' 2.65 KDDF ( 625) NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8'- 0.0' -711/ 3191V 0/ OH 5.50' 5.11 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1210.0 LBS @ 3'- 0.0' ADDL: BC CONC LL+OL= 637.0 LBS @ 5'- 0.0' ICON. 2: Design checked for net1-5 nsf) uplift at 24 'oc spacing.' ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 0.0' Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = 0.011' @ 3'• 0.0' Allowed = 0.354' M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.034' @ 3'- 0.0' Allowed = 0.472' ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX HORIZ. LL DEFL = -0.003' @ 7'. 10.3' Join together 2 ply with 3'x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. TL DEFL = 0.005' @ 7'• 10.3' )(;1 nails staggered at: 9' oc in 1 row(s) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY NOTE:Design assumes moisture content does 9' oc in 2 rows) throughout 2x6 bottom chords, CONC. LOADS EQUALLY TO ALL MEMBERS. not exceed 19s at time of manufacture. 9' oc in 1 row(s) throughout 2x4 webs. ( ) ** For hanger specs. - See approved plans Design conforms to main windforce-resisting 6-02-11 1-09-05 system and components and cladding criteria. T 3-01-12 3-00-15 1-09-05 Wind: 140 mph, h=20.7ft, .2,BCDL=6.0, ASCE 7-10, 1' f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 Truss designed for wind loads 6.00 Din the plane of the truss only. M-4x6 M-3x5 M-3x6 r co �f© oM C= m _ C 1►-4 5 6 M-3x4 M-3x4 M-7x8 M-3x8 y 31210# ,637# , ,2330# , 3-00 2-09-12 2-02-04 L. 1, 8-00 �� p PR Dice JOB NAME : 3413-B POLYGON NW - B GIRD 5� t.0,1N s% WARNINGS: GENERAL NOTES,unless otherwise noted: SCale: 0.4060 X51 /M'2'/ 2 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 CC' >92.•P E r Truss: B GIRD and 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 _ 4/�►. DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggt�h by ®-- po ty continuous sheathing such as plywood sheathing(TC)and/ordrywalt(BC). Q DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ -7 4„OREGON 1(/' SEQ. : 6 095242 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. D fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, � �'y 20 design loads be applied to any component. and are for"dry full b en-of use. TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Dnesign assumes lull bearing at ell supports shown.Shim or wedge If d �rb114�' �Q fabrication,handling,shipment and installation o1 components. 7.Design sumes adequate drainage is provided. '"' rl`�`' 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII II II III I II II I II I I I I III 111 IIII TPIANicA In BCSI,copies of which will be furnished upon request. 9.Ones icoincide end cote joint center Ines.plate Inches. MiTek USA,Ina/CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III I IIII This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1,00 TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 916BTR SPACED 24.0' O.C. 2.3e(.50) 15 20 -4=(0) 0 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 REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -67/ 301V -6/ 43H 5.50' 0.48 KDDF ( 625) Connector plate prefix designators: I'- 9.2' -29/ 24V 0/ OH 5.50' 0.04 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) CompuTrus, Inc 12 LL = 25 PSF Ground Snow (Pg) 2'- 0,0' -18/ 43V 0/ OH 1.50' 0.07 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Des'gn checked for net(-5 psfl uplift at 24 'oc spacine.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.003' @ -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' MAX BC PANEL LL DEFL = 0.001' @ 1'- 0.1' Allowed = 0.050' MAX BC PANEL TL DEFL = -0.001' @ 1'. 0.1' Allowed = 0.067' MAX HORIZ. LL DEFL = -0.000' @ 1'- 11.2' MAX HORIZ. TL DEFL = -0,000' @ 1'. 11.2' NOTE:Design assumes moisture content does not exceed 19h at time of manufacture. 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, c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4 Truss designed for wind loads in the plane of the truss only. t7/ ,_O C iiirgl O o.- 2► 4► II M-3x4 1, 1• y 1-00 2-00 (PROVIDE FULL BEARING:Jts:2,4.3( JOB NAME : 3413-B POLYGON NW - BJ Scale: 0.9953 ��� NDc"PNOF�0.,, lv/Zl/f WARNINGS: GENERAL NOTES,unless otherwise noted: nn T. BJ 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 Individual •PE r Truss: BJ and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsidity of the building designer. 3.Additional temporary bracing to insure stebiiry during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional permanent bradng of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Lr�,*� ® DATE' 10/23/2014 responsibilitybuilding designer. continuous sheathing such as plywood required ing(TC)and/or drywall(BC). the overall structure is the res onsibili of the 3.2x Impact bridging or lateral bradng where shown+i Q 4.No load should be applied to any component until aver all bracing end 4.Installation of truss is the responsibility of the respective contractor. OREGON44/ SEQ. : 6095243 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, - L/ �qr Zoe A. } ' TRANS ID: 410995 design Toads be applied to any component. and are for"dry condition"of use. A • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If O 4, . fabrication,handling,shipment and installation of components. necessary. M' " R I l_ 6.This design Is furnished subject to the imitations set forth 7.Designlatesassumes locatedadeqone both drainage isprovided.russ,a I IIIII IIIII IIIII IIIII IIIII IIIII IIIII I II IIII g 1 by 9.Plates shall be faces of truss,end placed so their center TPIA4/fCA in SCSI,copies of which will be furnished upon request. Ines cdndde with joint center Foes. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(11).E 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 34-00-00 DUTCH IC SETBACK B-00.00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KIOF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=) 0) 50 2-15=(-2656) 11318 15- 3=( -760) 3666 11.22=(-282) 1834 2x6 KDDF #1&BTR T2 2- 3=(-12832) 3056 15-16=(-2308) 9736 3.16=(-1936) 366 22.12=( -92) 388 BC: 2x4 KDDF q1&BTR LOADING 3. 4=( -8758) 2262 16.17=(-1954) 7814 16- 4=( -12) 594 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -8064) 2206 17-19=(-2544) 9458 4.17=) -622) 82 2x4 DF 2400F A; IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 34'- 0.0' V 5- 6=( 0) 0 18-20=) -108) 406 17- 5=( -360) 2198 2x4 KDDF #1&BTR 8 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF B'- 0.0' TO 26'- 0.0' V 5- 7=( -7232) 2022 20.21=(-2198) 8376 17- 7=(-2696) 810 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0' TO 34'- 0.0' V 7- 8=( -9404) 2668 21-22=(-2024) 7538 7.19=) 0) 500 TC LATERAL SUPPORT <= 12'0C. UON. 8.10=( -7608) 2180 22.13=(-1544) 5908 18.19=( 0) 142 BC LATERAL SUPPORT <= 12'0C. UON. TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0' l 9.11=( 0) 0 19.20=(-2090) 8004 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0' L 10-11=( -6146) 1706 19- 8=( -406) 1272 11.12=( -6894) 1858 20- 8=( -732) 426 NOTE: 2x4 BRACING AT 24'OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12.13=( -6854) 1846 8.21o(-1178) 270 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13.14=( 0) 50 21-10=( -160) 974 10.22=(-2134) 710 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP OVERHANGS: 12.0' 12.0' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural ( 2 ) complete trusses required. 0'- 0.0' -902/ 3806V -95/ 95H 5.50' 6.09 KDDF ( 625) vertical members (uon). J� Join together 2 ply with 3'x.131 DIA GUN 34'- 0.0' -903/ 3806V 0/ OH 5.50' 6.09 KDDF ( 625) nails staggered at: Connector plate prefix designators: 9' oc in 1 row(s) throughout 2x4 top chords, 'COND. 2: Design checked for net(-5 psfl uplift at 24 'oc soacino.I C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 9' oc in 2 row(s) throughout 2x6 top chords, M,M20HS,M18HS,M16 = MiTek MT series W9' oc in 1 row(s) throughout 2x4 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M 9' oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.001' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.001' @ -1'- 0.0' Allowed= 0.133' MAX LL DEFL = -0.321' @ 13'- 4.7' Allowed = 1.654' MAX TL CREEP DEFL = -0.616' @ 13'- 4.7' Allowed = 2.206' MAX LL DEFL = 0.001' @ 35'- 0.0' Allowed = 0.100' 12-08-11 8-05-06 12-09-15 MAX TL CREEP DEFL = -0.001' @ 35'- 0.0' Allowed = 0.133' 2-09-12 4-04-03 5-01 1-02-14 3-11 MAX HORIZ. LL DEFL = 0.160' @ 33'- 6.5' MAX HORIZ. TL DEFL = 0.258' @ 33'- 6.5' 2-09 �2-09-12� 0-46-05 �2-08-08��3-04-02 '' 4-05-08 NOTE:Design assumes moisture content does T T T 097.30# T�597,30# T 12 not exceed 19% at time of manufacture. 12 M-3x8Design conforms to main windforce-resisting E um-4x4+ a 6.00 g 9 M 3x5 M-3X5+(S) system and components and cladding criteria. M-3x5+ M-3x4 Wind: 140 mph, h=22.4ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, UWFRS(Dir), load duration factor=l.6, M-4x10 Truss designed for wind loads M18HS-5X16 ` Iiiiiiiilitsj"x6� in the plane of the truss only. M-3x4 M-1.5X3 M-2.5x4 or equal at non-structural diagonal inlets. M-3x8 �` c M 4x10 � !__ = _ e c �.i'j5 16 17 19 .--- - -,a,4 40 /� M-3x4 M-3x8 to 20 21 22 c o M-1.5x3 M-3x10 0.25' M-3x8 M-3x8 0 M-7x10 M18HS-5x16(S) - 3.75 12 -05-082-09-12 2-11-08 5-02 ,, 4-11-08 3-07-10 3-09-06 8-02-12 y ,k , -05.08 10-09-08 20-09 1-00 34-00 1-00 �,�t,0 PRope JOB NAME : 3413-B POLYGON NW - Cl Scale: 0.1516 \5 �MG(N %A WARNINGS: GENERAL NOTES,unless otherwise noted: �� v I V��� -v 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 ^�2' P E 9r and Warnings before construction commences. building component.Applicability of design parameters and proper /® Truss: �i 1Incorporation of component Is the responslblbty of the building designer. 2.2x4 corral web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at -- 3.Additional temporary bracing to Insure staWBly during combustion 2•o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(C)and/or drywall(BC). / ' DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QR EGONbs N TRANS I D: 410995 �C/41 Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7L SEQ. : 6095246 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, '1Y O design loads be applied to any component. and are for-dry condition'of use. 6. Q 1 4 Q� 5.CompuTrus has no control over end assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge If (J necessary. p[� V fabdcetion,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. - rl r7 `.. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ll 11IIID VIII VII Hill III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincidewith jointcenterOnes. Di 9.Digits indicatep size of plateteiinches. MITekUSA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 • 11111 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2.10=(-376) 2138 3-10=(-253) 175 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.0. 2- 3=(-2510) 513 10.11=(-254) 1794 10- 4=( -15) 446 WEBS: 2x4 KDDF STAND 3- 4=(-2275) 488 11-12e(-272) 1794 4-11=(-642) 235 LOADING 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6n(-1611) 437 11- 6=(-642) 235 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2275) 488 6.12=( -15) 446 TOTAL LOAD = 42.0 PSF 7- 8=(-2510) 513 12- 7=(-253) 175 OVERHANGS: 12.0' 12.0' 8- 9=( 0) 50 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA M,M2OHS,MI8HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -235/ 1542V -187/ 187H 5.50' 2.47 KDDF ( 625) 34'- 0.0' -235/ 1542V 0/ OH 5.50' 2.47 KDDF ( 625) ICOND, 2: Design checked for net(-5 nsf) uplift at 24 'oc spacin0.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL n -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.114' @ 17'- 0.0' Allowed = 1.654' MAX TL CREEP DEFL = -0.232' @ 17'- 0.0' Allowed = 2.206' MAX LL DEFL = 0.002' @ 35'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 35'- 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.050' @ 33'- 6.5' MAX HORIZ. TL DEFL = 0.083' @ 33'- 6.5' 17-00 17-00 T T 1' NOTE:Design assumes moisture content does 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 M 4x6 12 system and components and cladding criteria. 6.00 17 6.00 4.0" Wind: 140 mph, ha23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 54`4f load Heights),fEnclosed, Cat.2, Exp.B, MWFRS(Dir), durationM-5X6(S) M-5x6(S) Truss designed for wind loads in the plane of the truss only. 0.25" 0.25" 0 it M-1.5x3 M-1.5x3 Ni1/\ /\11111k/ 0 0 0 10 1b25" 12 o . C M-4x4 M-3x4 M-3x4 =M-4x4 0 M-5x8(S) /' y /' y 1, y y 8-09-04 8-02-12 8-02-12 8-09-04 y y 1-00 34-00 1-00 JOB NAME : 3413-B POLYGON NW - C2 Scale: 0.1843 \�<'-' IN ���619 WARNINGS: GENERAL NOTES,unless otherwise noted: �� /�/�/ 'v17 C2 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 an Individual Q ^92 3 0 P E Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2u4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.AddiUonel temporary bracing to insure steWlity during construction 2.Design assumes the top and bottom chords to be laterally braced at - DES. BY: LJ2'o.c.end at l0'o.c.respectively unless braced throughout their length by ,/®' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathln C endfor d `r - DATE: 10/23/2014responsibilitybuilding designer. gR ) rywan(ac). the overall structure Is the res nsibili of the 3.2x Impact bridging or lateral bracing requited where shown++ Q 4.Na load should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. OREGON- ts 10 SEQ. : 6095247 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used Ina non-corrosive environment. L design loads be applied to any component, and are for'dry condition'of use. �< �'1)' rLQ� -�� TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if Q 1 4 P fabrication,handling,shipment and Installation of components. necessary. s p "`'R R 11-k- 6. 0 This design Is furnished subject to the irritations set forth by 8.PlatDeses shall be locates gd one both drainage sl of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPRINTCA in SCSI,copies of which will be furnished upon request. Imes coincide with joint center Ones. 9.Digits Indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIII Ill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1EBTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 50 2.11=(-774) 4293 11- 3=( -202) 1398 7-16=( 0) 406 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2. 3=(-4872) 917 11-12=(-677) 3691 3.12=(-1247) 322 16. 8=(-206) 147 WEBS: 2x4 KDDF STAND 3- 4=(-2797) 540 12.13=(•373) 2449 12- 4=( 0) 371 LOADING 4- 5=(-2106) 491 14.15=( .8) 54 4.13=( -754) 176 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2076) 581 15.16=(-294) 1872 5-13=( -295) 203 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1621) 432 16- 9=(-390) 2127 14.13=( 0) 29 TOTAL LOAD = 42.0 PSF 7- 8=(-2278) 486 13.15=( -144) 1319 OVERHANGS: 12.0' 12.0' 8- 9=(•2501) 506 13. 6=( -301) 1073 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 50 15- 6=( -57) 416 Connector plate prefix designators: 15. 7=( -690) 238 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ 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' -235/ 1542V -188/ 188H 5.50' 2.47 KDDF ( 625) 34'• 0.0' •235/ 1542V 0/ OH 5.50' 2.47 'KDDF ( 625) )COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacino.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 = -0.182' @ 13'- 4.0" Allowed = 1.654' MAX TL CREEP DEFL = •0.363' @ 13'• 4.0' Allowed = 2.206' MAX LL DEFL = 0.002' @ 35'- 0.0' Allowed= 0.100" MAX TL CREEP DEFL = -0.003' @ 35'- 0.0' Allowed = 0.133' 17-00 17-00 ( MAX HORIZ. LL DEFL = 0.108' @ 33'- 6.5' 2-09 5-03 5-04-12 3-05-08 6-06 4-07-07 6-00-05 MAX HORIZ, TL DEFL = 0.179' @ 33'• 6.5' NOTE:Design assumes moisture content does 12 IIM-6x6 12 not exceed 19% at time of manufacture. 6.00 4 6.00 Design conforms to main windforce•resisting 6 6�0" system and components and cladding criteria. ,44NWind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5X3 11% ( ) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-5X6(5) 0.25°M-5x6S Truss designed for wind loads in the plane of the truss only. 0.25" /` io M-1.5x3 M-3x6 M-3x8 -404 _c' Do o M-3x4 c 14 15 t G M-5x8 Q M-5x8 M-4x8 0.25 =M-4x4 0 a 3.75 **2X WEDGE M-1.5x3 M-5x6(S) W/(2) M-3X4 TYP. 12 J. y J. y J. y JO y2-05-08, 5-03 5-08-04 , 3-07-04 8-02-12 8-09-04 , 1' y y2-05-08 10-09-08 20-09 1-0 1-00 34-00 1-00 JOB NAME : 3413-B POLYGON NW - C2-C Scale: 0.1718 � ., G,PN �F�ss/0 C.WARNINGS: GENERAL NOTES,unless otherwise noted: Ct. =92O P E r 1.Builder and erection contractor should be advised of alt General Notes 1.This design is based only upon the parameters shown and Is for an individual /' /+ and Warnings before construction commences, building component.Applicability of design parameters and proper Truss: C2'Oi incorporation of component Is the responsiblity of the building designer. 2.2x4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stadity during construction 2'o.e.and at 10'o.c.respectively unless braced throughout their lengQth by `ills, -`S Allw DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/23/2014 the overall 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 after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 A OREGON lk 1.0 SEQ. : 6095248 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G- -io,�y ON design loads be applied to any component and are for"dry condition"of use. Q 1 4 2 4 TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at ail supports shown.Shim or wedge if ,Q` fabrication,handling,shipment and Installation of components. necessary. Prue P 7.Design assumes adequate drainage is provided. MFR R tO= 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 11111 I VIII I II III I 1111111 I IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. 9 lines Digits Indicate with size oint center f plate in Inches. 10. MITek USA,Imc/COfnpuTfu3 Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-12=(-523) 2154 12- 3=) 0) 289 BC: 2x4 NODE #1&BTR SPACED 24.0' O.C. 2- 3=(•2528) 688 113=(•525) 2151 3-13=(-570) 193 WEBS: 2x4 KDDF STAND 3- 4=(•1944) 653 13.3.14=(•434) 1708 13- 4=(•132) 542 LOADING 4. 5=( 0) 0 14-15=(-554) 2151 13- 6=(-182) 137 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1644) 622 15.10=(-552) 2154 6.14=(-182) 137 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1644) 622 8.14=(•132) 542 TOTAL LOAD = 42.0 PSF 7- 8=1 0) 0 14- 9=(-570) 193 8- 9=(-1944) 653 9.15=) 0) 289 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2528) 688 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 50 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0' 12.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HOAZ BOG REQUIRED BAG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) Cnnec 8,CN18 (or no prefix) = ors: rue, Inc 0'• 0.0' 293/ 1542V -152/ 1528 5.50' 2.47 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 34'- 0.0' -293/ 1542V 0/ OH 5.50' 2.47 KDDF ( 625) JT 2, 10: Heel to plate corner . 1.75' 'COND. 2: Design checked for net)-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0,0' Allowed = 0.100' MAX TL CREEP DEFL = -0,003' @ •1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.114' @ 17'- 0.0' Allowed = 1.654' MAX TL CREEP DEFL = -0.230' @ 17'- 0.0' Allowed = 2.206' MAX LL DEFL = 0.002' @ 35'- 0.0' Allowed u 0.100' MAX TL CREEP DEFL = -0.003' @ 35'- 0.0' Allowed = 0.133' Support top chord at joint 5 and 7 MAX HORIZ. LL DEFL = 0.052' @ 33'- 6.5' 15-11-11 2-00-10 15-11-11 MAX HORIZ. TL DEFL = 0.087' @ 33', 6.5' 7-03-04 6-05-04 �-03-031360-95 6-05-04 7-03-04 NOTE:Design assumes moisture content does Cnot exceed 19% at time of manufacture. 1J00-65 5 72-03 03 Design conforms to main windforce•resisting M-4X6 M-3X4 M-4X6 system and components and cladding criteria. 4 6 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 .. 12 Q 6.00 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 6.00 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 3 C.2. =M-4x4 =M-4x4 c G rt c. 1 t M-1?5x3 130.25" 0,25"ia 15 " 1 o M-1.5x3 M-5x8(S) M-5x8(S) 1, y /- /, y /, 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 1-00 34-00 1 y 1-00 0 PR JOB NAME : 3413-B POLYGON NW - C3 Scale: 0.1960 �c��(cc, N O/{�ryFp�rs`�/p WARNINGS: GENERAL NOTES,unless otherwise noted: ���J r�n/'"Il 117 C3 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 Individual > OP E f Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web bracing must be Installed whore shown.. Incorporation of component Is the responslblaty of the building designer. 3.AddlUonai temporary bracing to Insure stabltity during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. B Y: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by „..."‘NII/Pt continuous sheathing such as plywood Ing(TC)and/or drywali(9C). / S DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown. tt 4.No load should be applied to any component until atter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6095249 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, L ,�A A. design loads be applied to any component and are for"thy condition"of use. / �.� Z� AJ TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14, 4.4 fabrication,handling,shipment and Installation of components. necessary. MFR R �..�' v d. 6.This design is furnished subject to the Irritations set forth 7.Design assumes adequate drainage Is truss,a 111111111113111111 I by 8.Plates shall be located on both faces olend placed so their center TPIANrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Goes. MITek USA,InC./CompuTrus Software+7.6.6(1 L)•E 10.FFarrtbasic iconnesctoe rplate de esign values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 Ill IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.O0 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x4 KDDF 111&BTR SPACED 24.0' O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3.11=(-570) 209 WEBS: 2x4 KDDF STAND 3- 4=(-1944) 494 11.12=(•263) 1708 11. 4=( -98) 542 LOADING 4. 5=(-1644) 490 12.13=(-420) 2151 11- 5=(-174) 94 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1644) 490 13- 8=(-418) 2154 5-12=(-174) 94 BC LATERAL SUPPORT <= 12'OC, UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1944) 494 6.12=( -98) 542 TOTAL LOAD = 42.0 PSF 7- 8=(•2528) 537 12- 7=(-570) 209 8- 9=( 0) 50 7-13=( 0) 289 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 12.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 30'- 0.0' -222/ 1542V -152/ 152H 0/ OH 5.50' 2.47 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 POI uplift at 24 'oc spacing./ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 2, 8: Heel to plate corner = 1.75' MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL a •0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = •0,114' @ 17'- 0.0' Allowed = 1.654' MAX IL CREEP DEFL = -0.230' @ 17'- 0.0' Allowed = 2.206' MAX LL DEFL = 0.002' @ 35'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 35'- 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.052' @ 33'- 6.5' MAX HORIZ. TL DEFL = 0.087' @ 33'• 6.5' NOTE:Design assumes moisture content does not exceed 19'k at time of manufacture. Design conforms to main windforce-resisting 13-11-11 6-00-10 13-11-11 system and components and cladding criteria. 7-03-04 6-08-07 3-00-05 3-00-05 6-08-07 7-03-04 Wind: 140 mph, h=22,7ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 6.00 M-4x6 M-4x6 M-3x4 Q 12 Truss designed for wind loads 6.00 in the plane of the truss only. A 5 ` w M-3x4 M-3x4 141 A 11. 0 co ' ere `'e c 0 1M-4x4 M-11.5x3 1b,25' 0.252 M-1135x3 =M-4x4 O M-5x8(S) M-5x8(S) y y 1, i' y ), J, y 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 y y 1-00 34-00 1-00 JOB NAME : 3413-B POLYGON NW - C4 c0'����JGIN - ss Scale: 0.1843 \ 0 WARNINGS: GENERAL NOTES,unless otherwise noted: �� ��/�� �q 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 individual C . ^92OPE f T r u s S: C4and Warnings before construction commences. building component.Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at ` 3.Additional temporary bredng to insure stability during construction 2'o.u.and at 10'a.c.respectively unless braced throughout their length by / f�� �� .'. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1', 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibmty of the respective contractor. 'y OREGON to SEQ. : 6095250 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L/ �l4j, OBD design loads be applied to any component. and are for"dry condition.'of use. Q 1 r 2 4- TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �I A Q necessary. b v fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. '1(/. R 1`..1' 6.This design is furnished subject to the Imitations set forth by 8.Plates shalt be located on both faces of truss,and placed so their center III I 1111 II II II II 1111111 III II I IIIITPInnrtCA In SCSI,copies of which will be furnished upon request. Digs cIndicawith jointaIon Ines. 9.Digits Indicate size offpplatete tInches. MiTek USA,InalCOmpuTru6Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-198a(MiTek) EXPIRES:12/31/2015 IIIIIIII IIID This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC: 2x4 KDDF 91GBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-12=(-611) 2140 3.12=(-174) 159 BC: 2x4 KDDF p18BTR SPACED 24.0' 0.C. 2- 3=(-2509) 789 12.13=(-727) 2521 12- 4=(-100) 628 WEBS: 2x4 KODF STAND 3- 4=(-2272) 723 13.14=(-727) 2521 12- 6=(-649) 281 LOADING 4- 5=( 0) 0 14-10=(-660) 2140 13- 6=( 0) 241 IC LATERAL SUPPORT <= 12.0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1973) 679 6.14=(.649) 260 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1973) 690 8.14=( -88) 628 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-173) 153 8- 9=(-2272) 738 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL a 25 PSF Ground Snow (Pg) 9-10.(-2509) 799 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 50 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0' 12.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0' -289/ 1542V -109/ 109H 5.50' 2.47 KOOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 34'- 0.0' -297/ 1542V 0/ OH 5.50' 2.47 KODF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psi) uplift at 24 'oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.149' @ 17'- 0.0' Allowed = 1.654' MAX TL CREEP DEFL a -0.300' @ 17'- 0.0' Allowed = 2.206' MAX LL DEFL a 0,002' @ 35'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 35'- 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.059' @ 33'- 6.5' MAX HORIZ, TL DEFL = 0.097' @ 33'- 6.5' 11-11-11 9-02-10 12-09-11 NOTE:Design assumes moisture content does 5-01-08 4-07 2-03-03� 5-00-05 4-02-05 3-01-03 4-07 5-01-08 not exceed 19% at time of manufacture. T T 1 T T T T T '1 Design conforms to main windforce-resisting system and components and cladding criteria. Support top chord at joint 5 and 7 10-00 10-00 Wind: 140 mph, h=22.4ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, f '' 7 - 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 5 12 load duration factor=l.6, 6.00 17 M 4X6 M-4x6 Q 6.00 Truss designed for wind loads M-3x8 6 in the plane of the truss only. q . nw M-1,5x3 M-1,5x3 3 + + , 0 o 1 .I,! r sT . � 1 0o 12 1la ,c M-4x4 M-3x8 U.25" M-3x8 =M-4x4 8 M-5x6(S) J• y ), y ), 9-06-12 7-05-04 7-05-04 9-06-12 1-00 34-00 1-00 JOB NAME : 3413-B POLYGON NW - C5 ��` � PRO,res Scale: 0.1960 N5� ltyGIN an 451 ` WARNINGS: GENERAL NOTES,unless otherwise noted: /0/�/ *-7 C5 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 -92 S SPE f Truss: C5 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 responslbiity of the building designer. 3.Additional temporary bracing to Insure stadity during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. B Y: L.12'o.c.and at 10'o.c,respectively unless braced throughout their length by r� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). *- DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �/�'". 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsidity of the respective contractor. 'y OREGON W SEQ. : 6095251 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L/ 2l,� �N A. design loads be applied to any component. and are for"dry condition'of use. Q.. Y 1 4 Q ^- TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the e•Design assumes full bearing at at supports shown.Shim or wedge If �P fabrication,handling,shipment and installation of components. Design assumes ssary. qprovided. 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be locateduon both faces isf truss, d placed so their center ��R R{��- I IIIIIIVIII 11111 11111 VIII 11111 11111 IIII IIII TPINYTCA In SCSI,copies of which will furnished upon request. Digs coincide lictwith joint acenter Ines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIII111III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1- 20( 0) 50 2-11=(-495) 2140 3.11=(-175) 189 BC: 2x4 KDDF p1&BTR SPACED 24.0' 0.C. 2- 3=(-2509) 644 11-12=(-534) 2521 11- 4=( -83) 628 WEBS: 2x4 KDOF STAND 3- 4=(-2272) 562 12.13=(-534) 2521 11- 5o(-649) 236 LOADING 4- 5=(-1973) 542 13- 9=(-544) 2140 12- 5=( 0) 241 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1973) 566 5.13=1.649) 208 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7.13=( -66) 628 TOTAL LOAD = 42.0 PSF 7- 8=(-2272) 590 13- 8=(-174) 176 8- 9=(-2509) 665 NOTE: 2x4 BRACING AT 24.00 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-100( 0) 50 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 12.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0' -223/ 1542V -109/ 109H 5.50' 2.47 KDDF ( 625) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0' -233/ 1542V 0/ OH 5.50' 2.47 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 = -0.149' @ 17'- 0.0' Allowed= 1.654' MAX TL CREEP DEFL = -0.300' @ 17'- 0.0' Allowed = 2.206' MAX LL DEFL = 0.002' @ 35'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 35'- 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.059' @ 33'- 6.5' MAX HORIZ. TL DEFL = 0.097' @ 33'- 6.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. T 9-11-11 T 13-02-10 '( 10-09-11 T Ind: 140 mph, ho21.9ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 5-01-08 4-10-03 7-00-05 6-02-05 1-1-0 3 4-07 5-01-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 10-00 in the plane of the truss only. T 1' 12 M-4x6 6 M-4x6 12 6.00 M 5x8 a 6.00 r MO -1.5x3 M-1.5x3 + + co 0 0 CV- • � 'sr.25" 13 Q o 0 M-4x4 M-3x8 M-3x8 =M-4x4 0 M-5x6(S) * * * * * y y 9-06-12 7-05-04 7-05-04 9-06-12 y y 1-00 34-00 1-00 ��t0 PROpe JOB NAME : 3413-B POLYGON NW - C6 Scale: 0.1843 �j� !<JGIN 6'> WARNINGS: GENERALNOTES,unlessotherwlsenoted: c, t-/0/ /v/�/ I C6 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 Individual ,P E Truss: C6 and Warnings before construction commences. building component.AppscablOty of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+• Incorporation of component Is the responsibltty of the building designer. ;,' 3.Additional temporary bracing to Insure sledity during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c,and at 10'o.c,respectively unless braced throughout their length ` e%�" DES. BY: LU is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as ty ori sheathing(TC)C and/or d /' - : 10/23/2 01 4 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging r lateral brad g required where shown+rywen�ec). 4:- DATE 4.No toad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON: �'. SEQ. : 6095252 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, -.G� .-`7 \ TRANS I D: 410995b design loads be applied to arty component. and are for*dry condition"of use. 6 d k 1 4 2.0 5.CompuTrus has no control over and assumes no responsibigly for the .Design assumes full bearing at all shown.Shim or wedge If fabrication,handling,shipment and Installation of components. necessary. /yn v 6.This design is furnished subject to the imitations set forth7.Plates assumes coed one othdrainage Is runs,a. C R R V L 1111111111111111111111 III II II III VIII I II VIII IIII III IIII g 1 by 8.Plates shell be located on both facess.olWas,and placed so their center TPINVTCA In SCSI,Caples of which will be furnished upon request. lines coincide with joint center Ones. 9.Digits Indicate size of plate In Inches. MITek USA,InC./COrtIpUT(US Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311•ESR-1988(MITek) EXPI RES:12/31/201 5 IIII 1101111 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE a 1.15 (Non-Rep) 1- 2=( 0) 50 2.14=(•1532) 7788 3.14=( -78) 440 BC: 2x6 KDDF /1188TR SPACED 24.0' O.C. 2- 3=(-8988) 1824 14-15=(•1508) 7862 14- 4=( -670) 2884 WEBS: 2x4 KDDF STAND 3. 4=0058) 1848 15-16=(-1226) 6930 4.15=(-1792) 472 LOADING 4- 5=(-7776) 1582 16.17=( •950) 5698 15- 5=) -350) 1906 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-7212) 1474 17.18=( -508) 3480 15- 6=( -540) 996 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-6386) 1170 18.12=( -544) 3458 6-16=) •838) 310 TOTAL LOAD = 42.0 PSF 7- 9=(-3556) 646 16- 7=( -148) 1198 8- 9=( 0) 0 7.17=(-2470) 506 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL a 25 PSF Ground Snow (Pg) 9.10=(•3856) 694 9.17=) •158) 1136 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0' TO 6'• 0.0' V 10-11.(-3926) 676 17-10=) -68) 382 11-12=(•4012) 688 10-18=( -114) 42 ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0' 12.13=( 0) 50 18-11=1 -36) 134 OVERHANGS: 12.0' 12.0' ADDL: BC CONC LL+DL= 3191.0 LBS @ 6'- 4.5' Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS,M16 . MiTek MT series 0'- 0.0' -1006/ 4915V -87/ 87H 5.50' 7.86 KDDF ( 625) �� ( 2 ) complete trusses re aired. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP 34'- 0.0' -398/ 2258V 0/ OH 5.50' 3.61 KDDF ( 625) Join together 2 ply with 3'x,131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered at: )COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) X)( 9' oc in 1 row(s) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY 9' oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.001' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = •0.001' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.128' @ 13'- 10.8' Allowed= 1.654' MAX TL CREEP DEFL = -0.410' @ 13'- 10.8' Allowed = 2.206' MAX LL DEFL = 0.001' @ 35'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.001' @ 35'• 0.0' Allowed e 0.133' MAX HORIZ. LL DEFL . -0.034' @ 33'• 6.5' MAX HORIZ. TL DEFL = 0.080' @ 33'- 6.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 7-11-11 17-02-10 8-09-11 system and components and cladding criteria. 1 3-06-10 2-11-101-05-07 5-11-02 6-02-05 5-01-02 1-01-p3 I,'2-11-10 3-06-10 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T T 1 T 1 .f 1 1 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1-02-u4 load duration factor=l.6, 8-00 Truss designed for wind loads �r598# .' -( in the plane of the truss only. 12 M-5x8 M-3x4 M-3x4 8 M-4x6 12 6.00 17 M-3x5, ' e M-3x4 - ;16.013 - o ?..ipPl••••••••,/l._AgiggiliL\V/Ai .. M-1.5x3 M-1.5x3 1 c 14 15 1 17 18 '- 3 li o M-3x10 M-6x8 1).25 -4 M-3x8 M-3x5 0 M-3x8 M-7x8(S) M-3x4 y ,319,,# , ), ), ), y y 6-02-12 1-04 9-05-04 9-05-04 1-04 6-02-12 y y 1-00 34-00 1-00 es JOB NAME : 3413-B POLYGON NW - C7 Scale: 0.1843 C�.(e��GPN OF9 % WARNINGS: GENERAL NOTES,unless otherwise noted: 4, MZI 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and is for an individual 92•0P E Truss: C7 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibltty of the building designer. 3.Additional temporary bracing to Insure stebiGty during construction 2.Design assumes the top end bottom chords to be latoralty braced et DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by al�' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywall(BC). f��"- DATE: 10/23/2014 the overall 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 after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 n_-OREGON .4' SEQ. : 6095253 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, /., �1� \D' design loads be applied to any component. and are lor'dry condition'of use. O.. 1- 14 _2.0 A.4. TRANS I D: 410995 5.CompuTrus has no control over end assumes no responsibility for the 6,Design assumes full bearing at all supports shown.Shim or wedge if �` fabrication,handling, necessary. MFR R V�`' shipment and installation of components. 7,nc Design assumes adequate drainage is provided. 111111(IIII 113111111111# III(IIII VIII(IIII IIII IIII IIII 6.This design Is furnished subject to the t ns set forth by 8.Plates shell be located on both fees.of truss,and placed so their center TPINYrCA In SCSI,copies of which will be furnished upon request. lines coincide withzjoint center Ones. 9.DlOits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic ronnedor pieta design values see ESR-1311,ESR-1988(MITek) EXPI RES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2.6=(-31) 112 6.5=1 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2.3=(-183) 0 5.7=(-68) 219 5.3=( 0) 58 WEBS: 2x4 KDOF STAND 3-4=( -19) 35 3.7=(-221) 69 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 BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'. 0.0' -53/ 357V -14/ 77H 5.50' 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'. 10.9' -144/ 100V 0/ OH 1.50' 0.16 KDDF ( 625) Connector plate prefix designators: 8'- 0.0' 0/ 108V 0/ OH 5.50' 0.17 ODE ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' 3-11-11 MAX TL CREEP DEFL = -0.003' 0 -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.008' @ 2'- 4.7' Allowed = 0.170' 1' 2-03-12 T 1-07-15 MAX TL CREEP DEFL = -0.019' @ 2'- 3.8' Allowed = 0.226' 1. MAX LL DEFL = 0,000' @ 6'- 3.7' Allowed = 0.178' MAX BC PANEL TL DEFL = -0.017' 0 4'- 0.2' Allowed = 0.173' 12 MAX HORIZ. LL DEFL = -0.005' @ 6'- 3.7' 6.00 E7" MAX HORIZ. TL DEFL = 0.010' @ 6'- 3.7' NOTE:Design assumes moisture content does not exceed 10% at time of manufacture. -f Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 0 �' o Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads g in the plane of the truss only. ur _,..iiiiiiiii ► --/ 0 7 OA- M 3x4 o/- o M5-3x4 M-3x4 M-3x5 * * * * 2-03-12 3-11-15 1-08-05 * * * 1, 1-00 2-05-08 8-00 5-06-08 )PROVIDE FULL BEARING:Jts:2.4.71 JOB NAME : 3413-B POLYGON NW - CJ2 ���, o PROQFFss Scale: 0.5751 !G / Iraq �� WARNINGS: GENERAL NOTES,unless otherwise noted: (((n��(rrr��� ///�/7' /+ 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 Individual 4' 0 P E r Truss: CJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the reaponsiblaty of the building designer. Aer 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top and bosom chords to be laterally braced at 4!1'® 2'o.c.and at 10o.c.respectively unless braced throughout their length by DES. BY: LJ Is the responsibility of Na erector.Additional permanent bracing of 'continuous sheathing such as plywood sheathing(TC)and/ordrywan(BC). Is DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be mooned to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON Co SEQ. : 6095254 fasteners are complete and at no time should any loads greater than 5.Design assumes busses ora to be used Ina non-corrosive environment, ' Vy �Nb LAs design loads be applied to any component. and are for-dry condition'of use. Q 14, Z. A4.. TRANSID410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Decessn a assumes full bearing at all supports shown.Shim or wedge if �`- nfabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided.y. M R R I L� 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - -1111 II II 111 11111111 111111111111 1111 )III TPIMTCA In BCSI,copies of which will furnished upon request Ings coincide lictwith joint centerche. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plata design values see ESR-1311,ESR-1988(MTek) EXPIRES:12/31/2015 I 1E111 1111 This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6o(.101) 239 6-5=( 0) 18 BC: 2x4 KDDF NISBTR SPACED 24.0' O.C. 2.3e020) 55 5.7=(-211) 477 5.3=( 0) 64 WEBS: 2x4 KDDF STAND 3-4=( •50) 46 3-7=(-483) 213 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 BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN, (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0' -57/ 411V -22/ 1086 5.50' 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9' -111/ 118V 0/ OH 1.50' 0.19 KDDF ( 625) Connector plate prefix designators: 8'• 0.0' 0/ 148V 0/ OH 5.50' 0.24 625)KDDF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Desinn checked for net)-5 psf) uplift at 24 'oc spacina.j BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' 5-11-11 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' ,r TMAX LL DEFL = 0.021' @ 2'- 4.7' Allowed = 0.270' 2-03 12 3-07-15 MAX TL CREEP DEFL = -0.039' @ 2'- 4.7' Allowed = 0.359' MAX LL DEFL = 0.000' @ 6'• 3.7' Allowed = 0.078' MAX TL CREEP DEFL = 0.000' @ 6'- 3.7' Allowed = 0.105' 12 MAX HORIZ, LL DEFL = -0.014' @ 6'- 3.7' 6.00 MAX HORIZ. TL DEFL = 0.022' @ 6'- 3.7' -s NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting system and components and cladding criteria. 0 0 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, M 4x6 c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, N Truss designed for wind loads in the plane of the truss only. 46311111111111111.11.1111111.11 nouliiiiiiiiiimminiumw CG 0 7 o .Iddigilit;MMUMMemn......-___ sioa....--_____ � P.-I c M-3x4 /_ i 0 0 Ms-3x4 M-3x4 M-3x5 ; y ), J, 2-03-12 3-11-15 1-08-05 J, ; > y 1-00 2-05-08 8-00 5-06-08 'PROVIDE FULL BEARING:Jts:2,4,7I JOB NAME : 3413-B POLYGON NW - CJ3 Scale: 0.5251 '. - GINPts� N// q WARNINGS: GENERAL NOTES,unless otherwise noted: fCl - /0/ 111 29 1.Builder and erection contractor should bo advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual ^9 20O P E r Truss: CJ 3 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. Air" 3.Additional temporary bracing to insure stebiiry during censWNlon 2.Design assumes the top end bottom chords to be laterally braced et DES. B Y: LJ Is the responsibility of the erector.Additionalbracing OPP 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r Illi po typermanent of continuous sheathing such es plywood shoed TC)end/or drywall(BC). � �"� Cr DATE: 10/23/2014 the overall 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 alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7A"OREGON- to SEQ. : 6095255fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, Z. r/ N5 - design loads be applied to any component. and are for"dry condition"of use. /O -4,01/ i 4 20 i-• TRANS I D: 410995 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if P fabrication.handling, necessary. 11,1 . y shipment end Installation of components. 7.Design assumes adequate drainage is provided. R R 111 L 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII'IIII'IIII'IIII'IIII'IIII III IIII IIII TPI/WTCA In BCSI,copies of which will befurnished upon request. git coincidewith joint aIn inches a.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-131 1,ESR-1988(MiTek) EXPIRES:12/31/2015 111111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF /16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.4=(0) 0 BC: 2x4 KODF N18BTR SPACED 24.0' O.C. 2-3=(-127) 93 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 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' -58/ 481V -30/ 139H 5.50' 0.77 KDDF ( 625) 7'- 9.2' 0/ 101V 0/ OH 5.50' 0.16 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' -94/ 219V 0/ OH 1,50' 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for nett-5 psfl uplift at 24 'oc spacino.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. 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' MAX TO PANEL LL DEFL a 0.275' @ 4'- 9.3' Allowed = 0.546' MAX TC PANEL TL DEFL = -0.357' @ 4'- 6.1' Allowed = 0.820' -, MAX HORIZ. LL DEFL = -0.001' @ 7'- 11.2' 12 MAX HORIZ. TL DEFL = -0.001' @ 7'- 11.2' 6.00 w) NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All 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 only. NI0 4 CS. 01 0 � 4► M-3x4 y y y 1-00 •;r r . :; 8-00 JOB NAME : 3413-B POLYGON NW - CJ7 ���o PROFers Scale: 0.5501 \� G(A `SSV WARNINGS: GENERAL NOTES,unless otherwise noted: :CC. r� 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 Individual •P E Truss:: CJ 7 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. 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: L J 3.Additional temporary bracing to Insure stablity during construction 2'o.e.and at 10'o.c.respectively unless braced throughout their lengthby `r 41/1 Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC) rywa(e ) / a �'." the overall structure Is the responsibility of the buildingdesigner. p(re shown and/or d II C. DATE: 10/23/2014 p ar g 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. 7 A OREGON 4': SEQ. : 6095 256 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ` If \b' A.. design loads be applied to any component. end are for'dry condition'of use. As 4) ., .)4 Z() 4.. TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 11a fabrication,handling,shipment and installation of components. Dnesign assary. adequatees provided. ill ' R V L" V 6.This design is furnished subject to the imitations set forth by 7.Plates shall be located both faces s of truss,and placed so their center 111111111111111111111111 TPIANiCA In BCSI,copies of which win be furnished upon request git coincide with joint pate In I nche. , 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1e88(MITAA) EXPIRES:12/31/2015 III IIIIIII This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.7=(-239) 401 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. WEBS: 2x4 KDDF STAND; 3-8 (2-3=(-492) 122 6-8=(-491) 803 a 0) 83 3-4=(-127) 105 3-8=(-805) 447 2x4 KDDF 91&BTA A LOADING 4-5=( -10) 5 4.8=(-176) 156 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. CON. DL ON BOTTOM CHORD = 10.0 PSF 8C LATERAL SUPPORT <= 12'OC. CON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -80/ 473V -54/ 144H 5.50' 0.76 KDDF ( 625) Connector plate prefix designators: 8'• 0.0' -46/ 328V 0/ OH 5.50' 0.53 KDOF ( 625) C,CN,C18,CN18 (or noprefix) = ors uTrus Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL p REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psi) uplift at 24 'oc spacincd C,CN,C18,CN18, r n MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002' @ -1'• 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0,0' Allowed = 0.133' 2-03-12 0-01-12 5-06-08 MAX LL DEFL = 0.046' @ 2'- 4.7' Allowed = 0.354' TT f MAX TL CREEP DEFL = -0.070' @ 2'• 4.7' Allowed = 0.472' M-1.5x3 MAX HORIZ. LL DEFL = -0.029' @ 7'- 8.2' 12 5 -, MAX HORIZ. TL DEFL = 0.036' @ 7'- 8.2' 6.00 17" NOTE:Design assumes moisture content does 1 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting ..AggigillgglIllIll system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, ✓ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. M-4x6 om........„„„.......„ hr------------- " _, 0 ME mmaqC.3 c m o M-3x4 M7-3x4 ° M-3x4 M-3x5 i, ), J• 2-03-12 5-02-12 0-05-08 y y y 1-00 2-05-08 8-00 5-06-08 ��,a0) PRQFe JOB NAME : 3413-B POLYGON NW - CJ8 s Scale: 0.4876 �� O/P 17 /0� WARNINGS: GENERAL NOTES,unless otherwise noted: t . ;n n,O/o7c, '7 1.Builder and erection contractor should be advised of ea General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 1-_E Truss: CJ 8 and Warnings before construction commences. building component.Applicability of design parameters and proper 4110,,r2.204 compression web bredng must be Installed where shown+. incorporation of component Is me responsibttly of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design 011 s 0.0 top end bonom chards to bo latoral o braced et DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.e.respectively unless braced throughout their length by `fr�rt continuous sheathing such as plywood sheet Ing(C)and/or drywaill9C. DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+ 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6095257 fasteners are complete end at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 2 \ j4 TRANS I D• 410995 design loads be applied to any component. and are for"dry condition"of use. �L' ��' O �C/ • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q ,^p1 4,1 �Q; fabrication,handling,shipment and Installation of components. necessary. provided.s h�•"R R 11..�' 6.This design Is furnished subject to the limitations set forth by 7.Design nsassumes all be locategd on bothofaces se l of russ, d placed so their center IIIIII VIII VIII VIII(IIII VIII IIII IIII IIIIupon MTe USA,lnc./CompuTrus INVTCA In BCSI,copies of ISoftwarech will be f 7 amished 6 6(1 L)-Z request. lin10.For basic cos coindon ectorwith joint plateenter design values see ESR-1311,ESR-1988(MiTek) 9.Digits Indicate size of plate In Inches. EXPI RES:12/31/2015 1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 14-08-08 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 7=(-365) 1690 7- 3=( 0) 275 BC: 2x6 KDDF #16BTR 2- 3=(-1969) 487 7- 8=(-370) 1685 7- 4=(-39) 51 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1690) 459 8- 5=(-364) 1694 4- 8=( 0) 270 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1974) 486 IC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 6'- 0.0' V 5- 6=( 0) 50 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0' TO 8'- 8.5' V TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 8'- 8.5' TO 14'- 8.5' V BC UNIF LL( 0.0)+01( 40.0)= 40.0 PLF 0'- 0.0' TO 14'- 8.5' V BEARING MAX VERT MAX NORZ BRG REQUIRED BOG AREA NOTE: 2x4 BRACING AT 24'0C UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED IC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0' 0'- 0.0' -255/ 1286V -52/ 52H 5.50' 2.06 KDDF ( 625) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'- 8.5' 14'- 8.5' -255/ 1286V 0/ OH 5.50' 2.06 KDDF ( 625) OVERHANGS: 12.0' 12.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacino.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.050' @ 6'- 0.0' Allowed = 0.690' MAX TL CREEP DEFL = .0.090' @ 6'- 0.0' Allowed = 0.919' MAX LL DEFL = 0.002' @ 15'- 8.5' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 15'- 8.5' Allowed = 0.133' MAX HORIZ, LL DEFL = 0,012' @ 14'- 3.0' MAX HORIZ. TL DEFL = 0.019' @ 14'- 3.0' NOTE:Design assumes moisture content does 5-11-11 2-09-02 5-11-11 not exceed 19% at time of manufacture. T ; 320# 4320# ' Design conforms to main windforce-resisting 6.0012 12 M-4X6 M-6x6 Q 6.00 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 01111111°1111111111111111".111111111111111111111111111111.111111111111111111.111111.411AP Truss designed for wind loads in the plane of the truss only. mw a M O O i _O G = 7 6 • O M-3x5 M-3x4 M-1.5x3 M-3x5 y L. y 5-08-08 3-05-04 5-06-12 b y y ) 1-00 14-08-08 1-00 JOB NAME : 3413-B POLYGON NW - D1 A•:6_co PROFS scale: o,41t5 �� GNG'IN `r/0 WARNINGS: GENERAL NOTES,unless otherwise noted: �� v/0/27 *�' 1.Builder and erection contractor should be advised of a0 General Notes 1.This design Is based only upon the parameters shown and is for an Individual CC V92,10PE r building component.Applicability of design parameters and proper Truss: D 1 and Warnings before construction commences. Incorporation of component Is the responsibility of the building designer. )/ 2.Doo compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'c.c.and at 10'o.e.respectively unless braced throughout their len lh by �. ., a1/ DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(OC). sl tr DATE: '10/23/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bradng required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.installation of truss is the responsibility of the respective contractor. -Y` d_ _ �� A. SEQ. : 6095259 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, -1, design loads be applied to any component and are for'dry condition"of use. /Q ^f1' 14, V 4 TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge It �P. fabrication,handling,shipment and Installation of components. nesessary. 4 P� 7.Plates assumes adequateatedon drainage is R RIO- 6.This design is famished subject to the Irritations set forth by 8.Plates shall be located both faces of trans.Ws,and placed so their center 11111111111MillitilliTPI/WTCA in BCSI,copies of which will be furnished upon request. 9.(Digits Indicate joint of plate Inrinches. 10. MITek USA,Ina/CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 Iflll VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 8.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF N16BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 50 2-6= ( ) BC: 2x4 HOOF 8168TR SPACED 24.0' 0.C. 2-3=( 745 (-30) 563 6.3= 0 342 WEBS: 2x4 KDDF STAND (• ) 139 6-4= •30 563 3-4=(•745) 139 LOADING 4.5=( 0) 50 TO LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX NOR BAG REOUIRED BRG AREA OVERHANGS: 12.0' 12.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -92/ 732V -66/ 66H 5.50' 1.17 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 14'• 8,5' -92/ 732V 0/ OH 5,50' 1.17 KDDF ( 625) M,M2OHS,M18HS,M18 = MiTek MT series LIMITED TORAGE DOES NOT APPLY DUE TO THE SPATIAL AEOUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET, ICOND. 2: Design checked for net(-5 est) uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'• 0.0' Allowed = 0.133' MAX LL DEFL = 0.002' @ 15'- 8.5' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 15'- 8.5' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.056' @ 3'- 10.8' Allowed = 0.497' MAX TC PANEL TL DEFL = 0.159' @ 10'• 9.7' Allowed = 0,745' MAX HORIZ. LL DEFL = 0,006' @ 14'- 3.0' 7-04-04 7-04-04 MAX HOAIZ. TL DEFL = 0.010' @ 14'- 3.0' T T T NOTE:Design assumes moisture content does 12 HM-4x4 12 not exceed 19% at time of manufacture. 6.00 Q 6.00 Design conforms to main windforce-resisting 3 4.0" system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4,2,BCOL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, Truss designed for wind loads 1.1 in the plane of the truss only. Co O C 6 O ' 3X4M.l5X3 M-3x4 1. y y 7-04-04 7-04-04 1 y > y 1-00 14-08-08 1-00 JOB NAME : 3413-B POLYGON NW - D2 - ••• , PROFFs Scale: 0.3990 ENGIN'/fi s/�riff 2 WARNINGS: GENERAL NOTES,unless otherwise noted: �r /Or/��/nr 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 Individual -C' ^92.0 P E 9r Truss: D2 and Warnings before construction commences, building component.Applicability of design parameters and proper r,.40.°- 2. 2x4 compression web bracing must be Installed where shown+. incorporetlon of component Is the responslbifity of the building designer. 3.Additional temporary bracing to Insure stabilty during construction 2.Design assumes the top and bottom chords to be lateraly braced et DES. BY: LJ2'o.e.and et to'o.e.respectively unless braced throughout their length� by ` 4p' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). /f �=- DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 10 CC 4.No load should be applied to any component until after all bracing and 4.Installation of tons Is the responsibility of the respective contractor. OREGON- SEQ. : 6095260 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �- qf 2-°Na�A, TRANS I D: 410995 design loads be opened to any component. and 9�assumfor es full beefing at ell supports shown.Shim or wedge If /O 9 14 5.CompuTrus has no control over and assumes no responsibility for the 6,n Design L �P fabrication,handling,shipment and Installation of components. Desessary. �`R R i t.\ 7.Design assumes adequate both face Is provided. S,This design Is famished subject to the Irritations set forth by e.Plates shall be located on both(aces of truss,and placed so their center urnished upon Ili VIII VIII 11111 111 11111 11111 IIII IIII MTe USA,Inc./CompuTrus INVICA in SCSI.copies of ISoftwarech will be f 7.6.6(1 L)E request. 1Ones coincide with joint center Ones. 0.Forribasicconnecttoof plate design values see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=) -15) 7 5.3=(-113) 168 5.2=(-207) 191 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2.3=(-139) 113 WEBS: 2x4 KDDF STAND 3-4=( 0) 50 LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0,0' 12.0' 0'. 0.0' •32/ 273V -114/ 44H 5.50' 0.44 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 6.0' -60/ 407V 0/ OH 5.50' 0.65 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacind,l M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ 7'- 6.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ 7'- 6.0' Allowed = 0.133' MAX TC PANEL LL DEFL = •0.097' @ 3'. 3.5' Allowed = 0.397' 0-05-12 6-00-04 MAX TO PANEL TL DEFL = 0.133' @ 3'- 3.6' Allowed = 0.596' 12 MAX HORIZ. LL DEFL = 0.001' @ 6'• 0.5' Q 6.00 MAX HORIZ. TL DEFL = 0.001' @ 6'- 0.5" ,- M-1.5x3 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Z Design conforms to main windforce-resisting t 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.B, MWFRS(Dir), load duration factor=l.6, c Truss designed for wind loads n in the plane of the truss only. 0 v; co 1o .::::. f 51.-- ►-�3 4 0 M-1.5x3 M-3x4 ). ), .1 0-05-12 6-00-04 1, 1- J. 6-06 1-00 Efl PR O,r JOB NAME : 3413-6 POLYGON NW - D3 Scale: 0.5390 �5.<(. �Gm ass% WARNINGS: GENERAL NOTES,unless otherwise noted: 4',. /0/2' 9 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 an individual C 7,92$SPE ti' Truss: D3 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 responnibfity of the building designer. 3.Additional temporary bracing to insure stabiily during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'0.0.respectively unless braced throughout their length by '- Po ty continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). ' �Q" DATE: 10/23/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. L OREGON A. 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '� bs SEQ. : 6095261 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment ,qy .0 design loads be applied to any component and are for'dry condition'of use. Q 1 4, Z tA1± TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �s;. necessary. r� t fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. MFR RRII-k- 6.This design Is furnished subject to the imitations set forth by 6.Plates shall be located on both feces of truss,and placed so their center 1III I I II II I VIII VIII(IIII II II IIII IIII TPIANTCA In BCSI,copies of which will furnished upon request. gtodcat with joint ate in nche. 9.Digits indicate size of plate line inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 111111IIID 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 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.4=(0) 0 BC: 2x4 IMF #1&BTA SPACED 24.0' 0.C. 2.3=(-42) 40 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -53/ 297V -6/ 43H 5.50' 0.47 KDDF ( 625) 1'- 10.9' -93/ 86V 0/ OH 1.50' 0.14 KOOF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50' 0.08 KOOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 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 of) uplift at 24 'oc spats g,! VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF 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' 1-11-11 MAX TC PANEL LL DEFL = 0.002' @ 1'- 0.0' Allowed = 0.097' MAX TO PANEL TL DEFL = -0.003' @ 1'- 1.5' Allowed = 0.145' MAX BC PANEL LL DEFL = 0.007' @ 2'. 8.6' Allowed = 0.250' 12 MAX BC PANEL TL DEFL = -0.020' @ 3'- 3.8' Allowed = 0.333' 6.00 1.7 MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9' MAX HORIZ, TL DEFL = 0.000' @ 1'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads '' in the plane of the truss only. 0 m o/- 00111 0 ►1 ►'4 '� M-3x4 1-00 !PROVIDE FULL BEARING;Jts:2,3.41 6-00 ��E0 P R , JOB NAME : 3413-B POLYGON NW - DJ1 Scale: 0.6954 5a ,,GIZN si, WARNINGS: GENERAL NOTES,unless otherwise noted: w� (h�I"' �'S7 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 individual tt ^921 OP E 1✓ Truss: DJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where shown•. incorporation of component is the responslbitty of the building designer. 3.Additional temporary bracing to Insure stability during constmcuen 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unloss braced throughout their length by `I� �� &:- DATE: 10/23/2014 responsibilitybuilding designer. continuous sheathing such as plywooequired n ore s end/or d ywall(BC). 0 the overall structure Is the ree onsibili of the 3.2x Impact bridging or lateral bracing required where shown+. OREGON 4.No load should be applied to any component until alter all bracing end 4.Installation of truss is the responsibility of the respective contractor. -9. 4./ SEQ. : 6095262 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L- 'r/ A. design loads be applied to any component. and are for'dry condition'of use. <0... '4' 14 2° P- TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge if n - fabrication,handling,shipment and Installation of components. necessary.sig `'R Rik- 6.This design Is furnished subject la the Imitations set forth 7.Design assumes adequate drainagehIsprovided.truss,a I Ililll 11111 VIII 11111 11111 11111 VIII(III lIII g 1 by 8.Plates shall be located on both faces of Truss,end placed so their center TPIAMrCA In SCSI,copies of which will be furnished upon request. lines eolndde with joint center Anes. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-131 1,ESR•1980(MiTek) 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/DIF/Cq=1.00 TC: 2x4 KODF N18BT11 LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KODF #18BTA SPACED 24.0' 0.C. 2.3=(-65) 48 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 HORZ BAG REQUIRED BIG 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/ 346V -13/ 71H 5.50' 0.55 KDDF ( 625) 3'- 10.9' -88/ 112V 0/ OH 1.50' 0.18 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'. 0.0' 0/ 57V 0/ OH 5.50' 0.09 KODF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc spaoine,( REQUIREMENTS OF IBC 2012 AND INC 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' @ -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' 3-11-11 MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.078' MAX TC PANEL LL DEFL = 0.012' @ 2'- 2.2' Allowed = 0.246' T MAX BC PANEL TL DEFL = -0.034' @ 3'- 1.4' Allowed = 0.333' MAX BC PANEL TL DEFL = -0.003' @ 4'- 1.4' Allowed = 0.333' 12 6.00 MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9' MAX HORIZ. TL DEFL = -0.000' 0 3'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads Kr in the plane of the truss only. N O O .4r[ NI O 0 1 �E4 ..----- 1 ,e M-3x4 y y 1, 1-00 (PROVIDE FULL BEARING:Jts:2.3,4( 6-00 0 PRQF' JOB NAME : 3413-B POLYGON NW - DJ2 Scale: 0.6329 �co���jGIN 'ern WARNINGS: GENERAL NOTES,unless otherwise noted: ��� /0/P� 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 Individual ;92..PE 5" Truss: DJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component Is the responsibilty of the building designer. 4 3.Additional temporary bracing to Insure stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` A�W DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or / We..- DATE: 10/23/2014 ngc(r shown rywa{I�ec>. the overall 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 after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "37, OREGON- b ..SEQ. : 6095263 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, . '\ 'N design loads be applied to any component. and are for"dry condition"of use. /O �y 1 4 20 A-1- TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If [- fabrication,handling,shipment and Installation of components. necessary. e is provided. MSR R V�..� 6.This design Is furnished subject to the Irritations set forth by 7.Plates shall be locassumes ated on both fats of truss,and placed so their center III II II I II I I II IIIII(III II II II I III TPINJICA In BCSI,copies of which will be furnished upon request Digit coincide ncolwith joint ain inches.9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1900(MITek) .EXPIRES:1.2/31/2015 111111111 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 - TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2.4=(0) 0 BC: 2x4 KODF H18BTR SPACED 24.0' O.C. 2.3=(•97) 47 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12.00. UON. IL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -46/ 402V .20/ 99H 5.50' 0.64 ODE ( 625) 5'- 9.2' 0/ 74V 0/ OH 5.50' 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7' -66/ 160V 0/ OH 1.50' 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(•5 PMuplift at 24 'oc spacina.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF 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' MAX TC PANEL LL DEFL = 0.079' @ 3'- 7.2' Allowed= 0.395' 5-11-11 MAX TC PANEL TL DEFL = •0.092' @ 3'• 4.8' Allowed = 0.593' MAX HORIZ. LL DEFL = •0.001' @ 5'• 10.9' 12 MAX HORIZ. TL DEFL = •0.001' @ 5'- 10.9' 6.0017 NOTE:Design assumes moisture content does 3 -1 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 0 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.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 M 0 VI MN O -1 O 0=11.114►� • M-3x4 y y y 1-00 !PROVIDE FULL BEARING;Jts:2,4,31 6-00 PR NG JOB NAME: 3413-B POLYGON NW - DJ3 Scale: 0.5817 �e� 9,03 ��' IINOF�sw WARNINGS: GENERAL NOTES,unless otherwise noted: �� /0�/f27 �9' 1.Builder and erection centrador should be advised deli General Notes 1.This design Is based only upon the parameters shown and is for an individual ^9 O P E f Truss: DJ 3 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown t. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during consW cion 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additionalpermanent bracingof 2'cc.and at 10'cc.respectively unless braced throughout their length �� DES. BY: LJae y g i )v `ramp,. Po h continuousxbridging such tas bracing d urewhere s and/or drywall BC. to Cc DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x impact bddging or lateral bracing required where shown+« OREGON ��" 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "� A- SEQ. : 6095264 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G� V O\a design loads be applied to any component. and are for"dry condition"of use. ,6 y 1 4 2 �"t- TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if RIO-- fabrication,handling, necessary. M�b shipment and installation of components. 7.Design assumes adequate drainage is provided. " r�R��� 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center INWCA in SCSI,copies of whll be upon ch urnished lines coincide with joint center lines. I IIIIIi 1I III 11111 I 111111 IN 1111 Illifv1Te USA,Inc./CompuTrus ISoftwaref 7.6.6(1 L)E request. 0.FForribasic connector plalate In te design values see ESR-1311,ESR-1888(MITek) EXPIRES:12/31/2015 I'IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.2' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Al&8TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-111) 93 3-4=( -77) 29 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 BAG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -27/ 377V -24/ 117H 5.50' 0.60 KODF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'. 9.2' 0/ 66V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -143/ 367V 0/ OH 1.50' 0.47 KODF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 3.2' -87/ 25V 0/ OH 1,50' 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF 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' @ -1'. 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 12 • _ MAX TC PANEL LL DEFL = 0.038' @ 2'- 9.3' Allowed = 0.397' 6.00� 0 MAX TC PANEL TL DEFL = -0.049' @ 2'- 11.9' Allowed = 0.596' MAX HORIZ. LL DEFL = -0.001' @ 5'- 11.2' MAX HORIZ. TL DEFL = -0.001' @ 5'- 11.2' NOTE:Design assumes moisture content does '' not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. cw Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, m Truss designed for wind loads in the plane of the truss only. c7 o� vAN ,,- ►� 5►� M-3x4 y y > y 1-00 6-00 1-03-03 (PROVIDE FULL BEARING:Jts:2.5.3.41 0.0 PRQFo� JOB NAME : 3413-B POLYGON NW - DJ4 Scale: 0.5883 \�� G�G)N s�O WARNINGS: GENERAL NOTES,unless otherwise noted: � 19�Z����fff�I �{ 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 individualCC. ;9 11 P E Truss: DJ 4 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. Alir 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.e.such asv y unless braced throughout their length by �',�; Pe nth continuous sheathing such as plywood sheathing(TC)and/or drywalC). -d DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QREG ON CC 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor, 'j� 4 SEQ. : 6095265 fasteners are complete end at no time Should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �� O\� �C. design loads be applied to any component. and are for"dry condition"of use. Q y 2 A�- TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If 1;'1 f fabrication,handling,shipment and installation of components. necessary. L� V- 7.Design assumes adequatendrainage a isprovided. �`R R I I,-`' 6.This design Is furnished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center - I 11 II VIII III I II III I III I I III 1111 (III TPI/WTCA In BCS!,copies of which will be furnished upon request. tines coincide with Joint center lines. 9.Digits Indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111 This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ' TC: 2x4 KDOF 91&BTR LOAD DURATION INCREASE = 1.15 1.2=(0) 50 2.4=(0) 0 BC: 2x4 KDOF #1&BTA SPACED 24.0' O.C. 2.3=(0) 61 TC LATERAL SUPPORT <o 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -69/ 286V -7/ 47H 5.50' 0.46 KDDF ( 625) 1'. 10.9' -139/ 136V 0/ OH 1.50' 0.22 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 64V 0/ OH 5.50' 0.10 KDOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for nett-5 asfl uplift at 24 'oc spacina.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TLeL/180 BOTTOM CHORD CHECKED FOR 1OPSF 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' MAX TC PANEL LL DEFL = 0.002' @ 1'- 0.0' Allowed = 0.097' MAX TC PANEL TL DEFL = -0.005' @ 1'- 1.5' Allowed = 0.145' MAX BC PANEL LL DEFL a 0.011' @ 3'- 6.6' Allowed = 0.350' MAX BC PANEL TL DEFL = -0.075' @ 4'- 4.8' Allowed = 0.467' MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9' 1-11-11 MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.9' f 1' NOTE:Design assumes moisture content does not exceed 196 at time of manufacture. 12 6.00[7 Design conforms to main windforce.resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0' cf o m ory o..- a 0 ...><...44 M-3x4 1, /, 1- 1-00 'PROVIDE FULL BEARING:Jts:2.3.41 8-00 PR JOB NAME : 3413-B POLYGON NW - J1 scale: 0.6001 �1:�. GiN �F�ss/O WARNINGS: GENERAL NOTES,unless otherwise noted: �C /0/R �"9 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 individual C' 7,p'..P E ♦' building component.Applicability of design parameters and proper Truss: J 1 and Warnings before construct on commences. incorporation of component Is the responsibilty of the building designer. 2.2x4 compression web bredng must be installed where shown+, 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stebitty during construction 2'e.e.end et 10'o.c.respectively unless braced throughout their lengQth by `raw.,.,. 's�1', DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /Q 4.No load should be applied to any component until after ae bracing end 4.Installation of truss is the responsibility of the respective contractor. 7L /� IIx SEQ. : 6095267 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, 1 Q, � A' A. design loads be applied to any component. 5. shipment and installation of components. 7.Dessigign assumes adequate drainage Is provided.sary.and are for"dry condition"of use. +O ,g y Zt�, TRANS I D: 410995 CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �F. fabrication,handling, ne `t'/ R R y.L'' 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ished upon I(IIIII III 11111 111111111111111 IIIII'III'III Mire USA,InciCompuTnls IANTCA In BCSI,copies of 'Software 7ch will be n6.6(1 L)E request Ones coincide with joint center Ines. a For basic coon ector plate designvalues see ESR-1311,ESR-1888 ydiTeiq EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,0O TC: 2x4 ODE N18BTR LOAD DURATION INCREASE = 1.15 1.2e( 0) 50 2.4=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2.3=(.59) 61 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. CON. 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' -43/ 357V -14/ 77H 5.50' 0.57 KDDF ( 625) 3'- 10.9' -149/ 139V 0/ OH 1.50' 0.22 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 70V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. (GOND. 2: Design checked for net1-5 psf) uplift a 24 'oc spacino.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF 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' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed= 0.178' MAX BC PANEL LL DEFL = -0.012' @ 3'- 6.6' Allowed = 0.350' MAX TC PANEL TL DEFL = -0.026' @ 2'- 2.2' Allowed = 0.369' 3-11-11 MAX BC PANEL TL DEFL = -0.111' @ 4'- 4.8' Allowed= 0.467' MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9' 12 MAX HORIZ, TL DEFL = -0.000' @ 3'- 10.9' 6.00' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting --,/ system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. NI- cm N co O,- 4 ANO O� �4 M-3x4 y .1 1, 1-00 (PROVIDE FULL BEARING:Jts:2.3.4I 8-00 JOB NAME : 3413-B POLYGON NW - J2 ���, D PROFes Scale: 0.6001 <5 ,, GIN// '�/0 /17 WARNINGS: GENERAL NOTES,unless otherwise noted: � 'c'/O/�r _v'9 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and Is for en individual i . S P E S' Truss: J2 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 responsidity of the building designer. 2.Design assumes the top and bottom chords to be lateral braced at DES. BY: LJ 3.Additional temporary bracing to insure stability during construction ly Is the responsibility of the erector.Additional permanent bracing of 2'o.e.and at 10'o.e, astivey unless braced throughout their length by -, �j�" DATE 10/23/2014 responsibility e designer. continuous sheathing such plywood she ing(C)and/or drywal C). the overall structure Is the res onsibili of the building 3.2x Impact bridgingor lateral bracing required where shown++ e1 CC 4.No toad should be tippled to any component until after all bracing and 4.Installation of truss Is the responsiblity of the respective contractor. OREGON SEQ. : 6095268 fasteners are complete end at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ?� 2 ��`�� design loads be applied to any component and are for"dry condition'of use. / 4I, Q. TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If O 14, t� fabrication,handing,shipment and Installation of components. Design as. provided. MFR R I�,%.v`- 6.This design Is furnished subject to the Irritations set forth by 7.Platesnshalt be loces adequate ted on bothi faces of trus,ad placed so their center I VIII I II VIII VIII III I I III Ell (III TPIANTCA In SCSI,copies of which wit be furnished upon request. roes coincide with Joint center roes. 9.Digits Indicate size of plate in Inches. MITek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) EXPIRES:12/31/2015 111 11111111 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF @168TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.4=(0) 0 BC: 2x4 KDDF p16BTR SPACED 24.0' O.C. 2-3=(•93) 73 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. 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' -49/ 422V -22/ 108H 5.50' 0.67 KDDF ( 625) 5'- 10,9' -125/ 170V 0/ OH 1.50' 0.27 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 82V 0/ OH 5.50' 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'ox spacinx,( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF 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' MAX LL DEFL = 0.000' @ 0'. 0.0' Allowed = 0.078' 5-11.11 MAX TL CREEP DEFL = 0.000' @ 0'• 0.0' Allowed= 0.105' MAX TC PANEL LL DEFL = 0.086' @ 3'- 2.2' Allowed = 0.395' T MAX BC PANEL TL DEFL = -0.149' @ 4'. 1.4' Allowed = 0.467' 12 MAX HORIZ. LL DEFL = -0.000' @ 5'- 10.9' 6.00 MAX HORIZ. TL DEFL = •0.000' @ 5'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. I �) Design conforms to main windforce-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, MWFRS(Dir), load duration factor=l.6, <r Truss designed for wind loads c in the plane of the truss only. co cn vmao� 0 �� 4 '� M-3x4 ), y y 1-00 (PROVIDE FULL BEARING:Jts:2.3.41 8-00 ����0 PR O,�Fs JOB NAME : 3413-B POLYGON NW - J3 GIN s, Scale: 0.5751 ��� !Gl`��1271119 Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: �, 7 -9r. 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 individual �92 t O 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 responsibiety of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at DES. B Y: LJ Is the responsibility of the erector.Additional2'a.c.and at 10'o.e.respectively unless braced throughout their length by �_� po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalC). �r�'" DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A (ti SI� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '� OREGON. ^v' E Q ld any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G 4, ND` design loads be applied to any component and are for"dry condition-of use. '9 j' 2O 4TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at a8 supports shown.Shim or wedge If O 14, fabrication,handling,shipment end installation of components. DesignDesassumesessary. �`R R I�..,' v 6.This design is furnished subject to the Irritations set forth 7. lates adequate one otfaces drainage isprovided.rsand 1 by 9.Plates shall be located both faces of truss,end pieced so their cantor IIIIIII II II VIII VIII VIII VIII VIII III)(IIIwill be furnished M Te USA,Inc./CompuTrus iSoftware 7.6.6(1 L)En request. lines coincide with 10.For basic connectoroint center Ines. plate design values see ESR-1311,ESR-1969(MiTek) i 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF p16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2.4=(0) 0 BC: 2x4 KDDF 916BTR SPACED 24.0. 0.C. 2-3=(-127) 92 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 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' -58/ 480V -29/ 139H 5.50' 0.77 KDDF ( 625) 7'- 9.2' 0/ 101V 0/ OH 5.50' 0.16 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7' -94/ 218V 0/ OH 1.50' 0.35 KDDF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,II16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for nett-5 osfl uplift at 24 'oc spacina.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 = 0.002' @ -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' MAX TC PANEL LL DEFL = 0.270' @ 4'- 9.1' Allowed = 0.544' 7-11-11 MAX TC PANEL TL DEFL = -0.353' @ 4'• 5.9' Allowed = 0.817' f 1 MAX HORIZ, LL DEFL = -0.001' @ 7'- 10.9' -, MAX HORIZ. TL DEFL = -0.001' @ 7'- 10.9' 12 6.002" NOTE:Design assumes moisture content does 0A not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, 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 v in the plane of the truss only. 0 4 m oma. o� 4► Jai 0 M-3x4 y )• .1- 1-00 1-00 (PROVIDE FULL BEARING:Jts:2.4.31 8-00 PR Opp JOB NAME : 3413-B POLYGON NW - J4 ��••o IN7((9 Scale: 0.5376 4� !G 0%N'/7' ��2 WARNINGS: GENERAL NOTES,unless otherwise noted: (,�n!-'- q' 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 Individual >92.0P.E Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper �/►® Incorporation of component la the responsibility of the building designer. 2.2x4 compression web bradng must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stablity during construction 2'o.e.and at 1p'o.e,respectively unless braced throughout their lengg�th by `r 4I'�. DES. BY: U Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / `- DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.lit Impact bridging or lateral bracing required where shown++ OREGON '�• 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. '� AA__ `V SEQ. : 6095270 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. 'V 0\b` L� design loads be applied to any component, and are for"dry condition"of use. Q y 14..2 'E" TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if �Q necessary. Mcp n I fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. '`.RPM_ (L'. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 IIIIIIIII I IIII IVIIIIIIIIII TPIIWTCAInSCSI,copies ofwhich will be furnished upon request. DigiteIndcat withizjoint atpateIniInes. e 9.linos Indicate size of plate tIno inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 III 11111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.5=(0) 0 BC: 2x4 KDDF 8188TR SPACED 24.0' O.C. 2.3=(-150) 126 3.4=( -99) 37 TO LATERAL SUPPORT <= 12'OC. 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. (SPECIES) 0'- 0.0' -29/ 442V -37/ 170H 5.50' 0.71 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 9.2' 0/ 90V 0/ OH 5.50' 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 7'- 11.2' .202/ 491V 0/ OH 1.50' 0.63 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7' -93/ 28V 0/ OH 1.50' 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 nsf) 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' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.200' @ 3'- 10.8' Allowed = 0.546' MAX TC PANEL TL DEFL = -0.194' @ 3'- 10.9' Allowed = 0.820' -, MAX HORIZ. LL DEFL = -0.002' @ 7'- 11.2' MAX HORIZ. TL DEFL = -0.002' @ 7'- 11.2' i 12 �( NOTE:Design assumes moisture content does 6.00 L not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 1( system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=5.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads d' in the plane of the truss only. 0 L;) m) o�o 5`� 0 WiMil M-3x4 1, J. J, 3, 1-00 8-00 1PROVIDE FULL BEARING:Jts:2.5,3.41 1-11-11 JOB NAME : 3413-B POLYGON NW - J5 �Q,ED PROF�s Scale: 0.4665 � NG,IN `r/0 WARNINGS: GENERAL NOTES,unless otherwise noted: �� l til 4I/rfY 1q 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 CC' �O P E Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component Is the responsibinty of the building designer. 3.Additional temporary bracing to Insure slabiity during construction 2.Design assumes the top and bosom chords to be laterelty braced at `DES. B Y: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / r�< the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood u eathIn ere and/or drywall(BC. A ry., DATE: 10/23/2014 P ty g 3.2x Impact bridging or lateral bracing required whore shown+. �+. 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -7 A_OREGON A.�(/ SEQ. : 6095271 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G �l9 to design loads be applied to any component. and are for"dry condition"of use. Q ,� 1 4 2 QI '�'- TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If �P fabrication,handling, necessary. L:[f 1 shipment and Installation of components. 7.Design assumes adequate drainage Is provided. `/l R'1,- 6.This design Is furnished subject to the imitations set forth by B.Plates shall be located on both feces of truss,and placed so their center IIIIII VIII IIID VIII VIII VIII VIII IIII IIII TPINJfCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Di 9.Digits indicate size of platetein inches. MiTek USA,InC./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1500(MITek) EXPIRES:12/31/2015 IIIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N158TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.5=(0) 0 BC: 2x4 KODF 1115BTR SPACED 24.0' O.C, 2-3=(-191) 128 3-4=( -90) 38 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <o 12'OC. UON. LL( 25.0)+OL( 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 SO.IN. (SPECIES) 0'- 0.0' -29/ 444V -45/ 202H 5.50' 0.71 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 9.2' 0/ 90V 0/ OH 5.50' 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 7'- 11.2' -204/ 468V 0/ OH 1.50' 0.60 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 11.7' -34/ 60V 0/ OH 1.50' 0.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacina.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TO PANEL LL DEFL = 0.147' @ 4'. 5.8' Allowed = 0.546' MAX TO PANEL TL DEFL = -0.202' @ 3'- 10.9' Allowed = 0.820' -, MAX HORIZ. LL DEFL = -0.002' @ 11'- 10.9' MAX HORIZ. TL DEFL = -0.002' @ 11'- 10.9' 0 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 6.00 12 Design conforms to main windforce-resisting system and components and cladding criteria. 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=l.6, 0 Truss designed for wind loads in the plane of the truss only. cr0 e; CI0 O 5... M-3x4 J• y J, 1-00 8-00 •:r 1 , • • 3 . 3-11-11 �,Ep PR cite. JOB NAME : 3413-6 POLYGON NW - J6 Scale: 0.4161 \co GIN ss 4� lvlzl/ WARNINGS: GENERAL NOTES,unless otherwise noted: .�, 'Qr,�,: 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 Individual =923OPE Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.254 compression web bracing must be Instated where shown+. Incorporation of component Is the responsib rty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bosom chords to be laterally braced at DES. BY' LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their len by ' Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as length _x.- plywood sheathing(TC)and/or drywall(BC), DATE• 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 4.No load should be applied to any component unlit after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'jz A_OREGON. b, C'. .S EQ. : 6095272 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4- "� +� A. design loads be applied to any component and are for"dry condition-of use. /Q '11' 1 4, 2.° -1< TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge I( fabrication,handling,shipment and Installation of components. necessary. /�' 6.This design Is furnished subject to the irritations set forth 7.Plates assumes adequatedon both drainage is oprovis,a. R1,111.\-, . IIII I II II II VIII IIID I III(IIII IIII IIII B 1 by 6.Plates shall be located faces of truss,and placed so their center TPINVTCA In SCSI,copies of which will be furnished upon request. lines eolndde with joint center toes. 9.Digits Indicate size of plate In Inches. M(TekUSA,lnC./CompuTrus Software 7.6,6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IilIIIIIIIIl I , This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 , TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.4=(0) 0 BC: 2x4 KDDF A16BTR SPACED 24.0' 0.C. 2-3=(-50) 15 TO LATERAL SUPPORT <= 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 SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -681 301V -6/ 43H 5.50' 0.48 KDDF ( 625) 1'- 9.2' -29/ 24V 0/ OH 5.50' 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7' -18/ 42V 0/ OH 1.50' 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND. 2: Design checked for net(-5 psi) uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF 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' @ -1'- 0.0' Allowed = 0.133' MAX BC PANEL LL DEFL = 0.001' @ 1'- 0.1' Allowed = 0.050' MAX BC PANEL TL DEFL = -0.001' @ 1'- 0.1' Allowed = 0.067' 12 MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9' 6.00 MAX HORIZ, TL DEFL = -0.000' @ 1'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -/ load duration factor=l,6, Truss designed for wind loads in the plane of the truss only. .1- t=, co 41 0 111 O c 21110- 11 4111.1 M-3x4 y .1 ./ 1-00 2-00 !PROVIDE FULL BEARING:Jts:2,4,3) ��Q,0D PR OFFss JOB NAME : 3413-B POLYGON NW - SJ1 Scale: 0.7112 �� N�)N'(p7+(}pTq' /� WARNINGS: GENERAL NOTES,unless otherwise noted: ��� !92�� �7 E ��� 1.Builder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown end is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: SJ 1incorporation of component Is the responsibiity of the building designer. 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at ��� 3.Additional temporary bracing to insure stability during construction 2'e.c,and at 10'0.0.respectively unless braced throughout their length by `te DES. BY: U is the responsibi8ty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). ' tr DATE: 10/23/2014 the overall structure Is the responsibility o1 the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �+c/ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6095273 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ,Z A� design loads be applied to any component and are for"dry condition-of use. �L/ci y 1 4, °� `- TRAN S I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the S. Design assumes full bearing at all supports shown.Shim or wedge If pp Qj fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage Is provided. M�'.rl R`l-\' 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center be furnished ines coincide with joint center Ones. I IIIIII 11111 11111 11111 11111 11111 11111 111111 MITeUSA,IANTCA nInc.lCompuT Inc./CompuTrus which 7.6 6(1 L))-E request. 1Q!For basiccon ecterof plalate in inches. te design values see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 1E1'VIII' This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-28) 22 1-3=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0. O.C. TC LATERAL SUPPORT <= 12'OC. UON. LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -13/ 98V -6/ 24H 5.50' 0.16 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1' 9.2' 0/ 23V 0/ OH 5.50' 0.04 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 1'- 11.7' -24/ 46V 0/ OH 1.50' 0.07 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for net(.5 soft uplift at 24 'oc spacia0.I 1-t1-11 ,REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1 MAX TC PANEL LL DEFL = 0.001' @ 1'- 2.9' Allowed = 0.097' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.001' @ 1'- 2.2' Allowed = 0.145' 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6.00 MAX HOAIZ. LL DEFL = .0.000' @ 1'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce.resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, 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 -/ in the plane of the truss only. 0 o m/- 0 v o 111 o'` 1 31110.--- � d M-3x4 1, 3, 2-00 'PROVIDE FULL BEARING:Jts:1.3.2f JOB NAME: 3413-B POLYGON NW - SJ 1 X ���Ea PRo'`�rs Scale: 0.7693 ��GIN �1/�nn-- WARNINGS: GENERAL NOTES,unless otherwise noted: ��/ ' -vr, o v 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 Individual Ct. ;9200 P E Truss: SJ 1 X and Warnings before construction commences. building component.Applicability of design parameters and proper ry 2.2s4 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 end bottom chords to be laterally braced at :- DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by f�" Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlordrywal�BC). / - '�'" DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ A Q 4SEQ. : 6095274 .No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. `7 OREGON non-corrosivefasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used In a t-environment, -. ALJ design loads be applied to any component and are for'dry condition'of use. 6. � � TRANS 1 d: 410995 5.CompuTrus has no control over and assumes no responsibility for the Design assumes hill bearing /ng at all supports shown.Shim or wedge if Dy 14 20 •.� fabrication,handling,shipment and Installation of components. necessary. _ Jynn IR`�-�. 7.Design assumes adequate ne otfaces drainage Is of provided.a C+l t'7 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center1111 II VIII III I VIII I II III I VIII'III'IIITPIM?CA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,InC./COmpuTrusSoftware 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,EOR-1988(MiTek) EXPIRES:12/31/2015 IIII 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF 81SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0' O.C. 2.3=(-69) 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 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' -62/ 322V -13/ 71H 5.50' 0.52 KDDF ( 625) 1'- 9.2' -3/ 60V 0/ OH 5.50' 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'. 11.7" -44/ 94V 0/ OH 1.50' 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,) 6.00 I7 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF 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' MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.050' MAX BC PANEL TL DEFL = -0.002' @ 1'- 0.1' Allowed = 0.067' MAX HORIZ. LL DEFL = •0.000' @ 3'• 10.9" MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9' NOTE:Design assumes moisture content does 1 not exceed 19% at time of manufacture. 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, c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cm load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co O/- 4 El or- 21..-. 4 41T1._ -/ M-3x4 y y 1-00 y 2-00 y 1-11-11 (PROVIDE FULL BEARING:Jts:2.4,31 eiktO PR Open JOB NAME : 3413-B POLYGON NW - SJ 2 � Scale: 0.8279 \ ��e( " s/o GENERAL NOTES,unless otherwise noted: 0 92 S S P E f WARNINGS: kJ In/�' ,l 2-7 1.Builder end erection contractor should be advised of en General Notes 1.This design Is based only upon the parameters shown and is for an Individual /// Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compressionon web bracing must be installed where shown+. Incorporation of component Is the responslbilty of the building designer. 3.Additional temporary bracing to Insure stebmty during construction 2.Design assumes the top and bottom chords to be laterally braced at 4�ra'.. DES. BY: LJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.end at 10'o.c.respectively unless braced throughout their length by `i�ml�. po H continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,'" DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required whore shown 4.* S7` OREGON w� SEQ. : 6095275 4.No load should be appaed to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. >k fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used Ina non-corrosive environment, A. design loads be applied to any component. and are for"dry condition"of use. Q TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Dnesign ssumes full bearing at ail supports shown.Shim or wedge if 1 4' �F cess fabrication,handling,shipment and InstaUaUon of components. 7.Design sumes adequate drainage Is provided. ��R R I LV. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both laces of truss,end placed so their center ll be furnished upon lines 111111till 1IIII1IIII(IIII1IIII(IIII IIII IIII MITIe USA,Inc.I,copies/CompuTrus s(ch Software 7.6.6(1L)-E request. 10.FForlba coincide size ectorof plate desiglate In n values see ESR-1311,ESR-1888(MITek) EXPIRES:12/31/2015 ILII Ill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=(•64) 30 1-30(0) 0 BC: 2x4 KDDF H18BTR SPACED 24.0' O.C, TC LATERAL SUPPORT <= 12'OC. UON. LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -28/ 131V -13/ 54H 5.50' 0.21 KDDF ( 625) Connector plate prefix designators: 12 TOTAL LOAD = 42.0 PSF 1'- 9.2' -15/ 68V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series 6.00 3'- 11.7' -46/ 96V 0/ OH 1.50' 0.15 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Desion checked for net(-5 PO) uplift at 24 'ox spacin0.( REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.002' @ 1'. 0.1' Allowed = 0.050' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0.002' @ 1'- 0.1' Allowed = 0.067' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 3'• 10.9' NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting ' system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l,6, Truss designed for wind loads v in the plane of the truss only. 0 eu 0 4 Wil0 O/- 1► 31�/ -, M-3x4 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:1,3,2) JOB NAME: 3413-B POLYGON NW - SJ2X <(� a PROF�s Scale: 0.9160 erf1G'(JN�J SAO WARNINGS: GENERAL NOTES,unless otherwise noted: I d/'"I` 2f- SJ2X 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 IndividualCC. S P E Truss: SJ 2X and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 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: LJ2'o.e.and at 10'o.c.respectively unless braced throughout their length by oil Is the responsibility of the erector.Additional permanent bracingofr0. DATE: 10/23/2014responsibility designer. 2x Impac s sheathing such l bradng plywoodqured where s and/or drywal c). e Cr the overall structure is the res onslMli of the building 3.2x Impact bridgingor lateral required where shown+ 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. 'y 4,OREGON�p, fit(/' SEQ. : 6095276 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design loads be appied to any component. end are for"dry condition'of use. Y 2� �. TRANS I D: 410995 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge It O 14 �yQ fabrication,handing,shipment and Installation of components. 7.Dnesign assumes provided. drainage s - 4//e. 'RCM. `'" v 6.This design Is furnished subject to the imitations set forth by 8.Platesshallbe located on both faces ioft ss, d placed so their center I IIIIII VIII IMO III I III IIIII IHI IIIITPMWiCA in BCSI,copies of which will be furnished upon request. Ines coincidedicatwithjointf center Inas. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./ComptlTrun Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E11411 This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-40(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2.3=(-102) 47 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 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' -50/ 311V -22/ 108H 5.50' 0.50 KDDF ( 625) 1'- 9.2' -46/ 152V O/ OH 5.50' 0.24 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7' -681 144V 0/ OH 1.50' 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 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/180 12 BOTTOM CHORD CHECKED FOR 10PSF 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' 6.00 MAX BC PANEL LL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.050' - MAX BC PANEL TL DEFL = -0.004' 0 1'- 0.1' Allowed = 0.067' MAX HORIZ. LL DEFL = -0.001' @ 5'- 10.9' 0 MAX HORIZ. TL DEFL = -0.001' @ 5'- 10.9' '� NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCOL=4.2,BCOL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, C° Truss designed for wind loads in the plane of the truss only. CO O/- 4 Otri ,_ •-i O ►�� 41111. M-3x4 ; y y y 1-00 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:2,4.31 fi D oFz. JOB NAME : 3413-B POLYGON NW - SJ3 Scale: 0.6611 WARNINGS: GENERAL NOTES,unless otherwise noted: (�'�, 7 1.Builder and erection contractor should be advised of all General Notes 1.This design is basod only upon the parameters shown and Is for an Individual 1•.. Truss: SJ 3 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 bracingto Insure stabary during construction 2.Design assumes the top and bottom chords to be laterally braced at Po ry 0 2'o.c,and at 10'o.e,respectively unless braced throughout their Lenggth by fON 'r�� DES. BY: (a) Is the responsibility el the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). 4 Q DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON � SEQ. : 6095277 4.Na load should be applied to any component until after all bracing and 4.Inslellation o1 truss Is the responsibility of the respective contractor. ,:4:',121/7/ 0:9/:: fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �! qY Z� „L. design loads be applied to any component. and are lor'dry condition"of use. Q 14, AT TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Decesse assumes full bearing at all supports shown.Shim or wedge 11 qP fabrication,handling,shipment and instaltation of components. 7.Design sumes adequate drainage Is provided. �FiR`0- 6.This design is furnished subject to the Irritations set lorth by 8.Plates shall be located on both faces of truss,and placed so their center • ll be furnished upon III 111 1111 11111 it'll11111111111111ill INVTCA in MTe USA,lnaSCompuT slSoI,copies of vch ftware 7.6.6(1 L)-E request. lines coincide with joint center Ines. 10.B.ForDaste connectoroplete design values see ESR-131 1,ESR-1888(diTek) EXPIRES:12/31/2015