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Plans qhs F)..-CSl — G G zkr,_ . S 1, 1 y 34QX CONFORMS TO DESIGN CONCEPT „1... ❑CONFORMS TO DESIGN CONCEPT WITH .. _ 1 REVESIONS NOTED rS(�1 C I 0 NON-CONFORMING-REVISE 8 RESUBMIT a (;fit L�J f�J ?K'C+r.1r0.1.4'At ne.REVIENc�.FOR.,2E-PH O'Y5C?1.1.< , '' .J \1 WDi DEW,. FY:_: :NY VD ^ICES MS MSS._ TE FAEGTAi:W.3CCF OFF_P51 V-iFT FEE CCP CJaYKE WIDEOOESi:1 ``�y^��pp�Fy R '.1%-,-,1CO 3CO /CNI >Mar2S.SNO S :ES wrcws CX*S.Alt CF%:Y.i FREE 014# I� +L V - i•--! David RBurnr dF a t�14 ` l` _ --- - BY DavidRBurnett DEE 10/27/14 .,..ra iv v MILBRANDT ARCHITECTS T SJ1 c3 C3 SJ1 jr SJ2 3:11 -- SJ2 4 r, ® / SJ3 F—, — -.- L R1l..il I_ ..v .,. ® Or;ForNs TO DESIGNccNcear • URfORHsTODESIGN CONCEPT 4'iTH Pr ---_.-- R_YIS;ONS g SHOWN ❑ NA-CONFORMING-fINtScAND RtSU3r4:` ��• /J/f TIE IFS 3=A:4.1103 LIEN AY1D FEE 1311X;SCENES KU Pf M31 mezn 111.1 55 6.'-:III REINS-If 13111AT3f5:taCA CF_3C41IDLI7 FCR 5W75045 All'IIE =4. �. -- _ — owl - m 5154 C;ClICE HE YF_IF::A1515 ALL C:55111 1511 Pa-14111 GFE:1Thl1 3 Wali. ."^'f:1 55 5NLL Y_Q1FT AU ChEr.1i1 Q:12 5F: kr11 R.EAtai 71'P C.to"FF 10 ECIA {►� CT EVGINEERING INC Q 6:12 , C2 (5) 24 i i --, IllaMin C3 _ "MINIMMIII•11111•MI • C4 iii u e,i 41111166, 41 \ s, T 4 w . :; • SJ2 _ � ► , 1 ; 7.23 14 , ,16, m SJ1 -- 6 12 A m cam_. - > :" -' - ,,,..,=, 1 6: 20 co SJ2 GARAGE SJ2.T • SJ1 __Mr, 6 12 , -_ SJ1 m 4- N eel co N = qP aaaaaaa 124• -I 15126 4 I 2T-6• I L 14'$1/2• _I 0 Copyright CompuTrus Inc.2006 BUILDER ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS - PLACEMENT ONLY.REFER TO POLYGON NW 10/23/14 TRUSS CALCULATIONS AND PROJECT TITLE REVISION-1: DENGI NGS FOD STRUCTURAL Paull 3413-B POLYGON NWIGNERNTON.BUILOING F\ umber DESIGNER/ENGINEERBOF RECORD PLAIy. RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY: REVISION-2: To TRuss CONNECTIONS.BUILDING 3413 / B CHECKED BY: DESIGNER/ENGINEER OF RECORD TO & T COMPANY REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"=1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 341 J 0 CONFORMS TO DESIGN CONCEPT -7CONFORMS TO DESIGN CONCEPT WITH "REVISIONS NOTED 0 NON-CONFORMING-REVISE&RESUBMIT End Enos CFAWCt.HV'eie%revtENVI FIR ESORA:CHOVCMJAC O HOTS :ERFi1 COMM Gtl GO COER VET REJECT VI FASRCATUWCI CR Cf PFS$CIE3ACY FOR,1.IOyM»a GOT OLIVER N M carom.it ERR'-ik CATEWS NN�ia'LE C:K:ER.R1 CF WK.(COVE Cw ' 3 3 ' ' "r"" CR By David R Burnett Date 10/27/14 Cf. MILBRANDT ARCHITECTS anMOM N ' lop ons�■ n ',�i', '':� - SJ1 9" SJ2°° SJ2 : 11r4Ii1 / , ' ,�•,�,;r ,■■ - ® CONK RMS'O DESIGN CONCEPT Py. All — -------- -- 0 CONK RNS'O DESIGN CONCEPT WITH RONKV1S ONS..S DESIG! plir AM - — ❑ NON-( :MING-REVISE AND RESUBMIT T.1E SF MU 14 KMBEE. RTCP CLF.A, t7TN Ti IE R-TC 1=PT CLAY MC Ckl RC PES:s'NE --- "'��'��- CE31,PAII,l:9 C.E:IFICi9:UTY L C WIN S.£:i:+.':E 2SRCN'rOVEt AK)PEVCSCCLITXLs,05050 PPJ''.f .?R THIS X::PACK. CCI:PACTCR 9A:1 YEMFT ALL LIONS:;w'". : R.Erten NU:9ct04lr to,NH EN CT ENG NEE RING INC A —. N C2 (5) 6:12 4 1014 A. AIM& 19 rr�w.: 11111. III 4 SJ2 ,� SI IM R SJ1 — ,-A di my SJ ' , _SJ Ihi cc. II IL CR — ' .' }��'' lel F-M ' ,�'MR .I ? 4) e41 C? -. ---- 1- A M a SJ2 — �' —';�� - SJ2 O GARAGE r SJ1 __ ,�_-- SJ1 A' ,\ 4.. 1- 151-2' i12'-4" I 2T$' 14'$112' @ Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: `I ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO POLYGON NW 10/23/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL 1! PROJECT TITLE: REVISION-I: DRAWINGS FOR ALL FURTHER 3413-B POLYGON NWDESIGNFR/ENGNEER OF BUILDING RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 3413 / B CHECKED BY: DESIGNER/ENGINEER OF RECORD TO v REVIEW AND APPROVE OF ALL C O M P A N I DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 8 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. Job Transmittal MiTek USA, Inc. Oft IIIIIIIII IIIIIIII III 250 Klug Circle, Corona, CA 92880 (951)245-9525 Fax(951)273-0040 Transaction ID: 410995 TO: PACIFIC LUMBER & TRUSS DATE: 10/23/2014 AU: 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:410995.zip 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 #1&BTR 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 <= 12'0C. 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 BRG 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 KDDF ( 625) NOTE: 2x4 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: Desion checked for net(-5 nsf) uplift at 24 "oc spacino.I 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,M20HS,M18HS,U16 = MiTek MT series MAX TL CREEP DEFL = -0.102' @ 6'- 0.0' Allowed = 0.950' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans 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 windforce-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 1320# 4320# (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 6.00177r 4 6.00 Truss designed for wind loads M-4xin the plane of the truss only. M Co a o ; rs ■ o o * 1 5 6 4** c M-3x5 M-3x4 M-1.5x3 M-3x5 1. 5-08-08 y 3-10-12 b 5-06-12 y 1, y 15-02 p PROFen JOB NAME : 3413-B POLYGON NW - Al �'<`' �yGIN s> Scale: 0,4209 \ JMM 0 WARNINGS: GENERAL NOTES,unless otherwise noted: �� !✓II 2v 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.OPE s end Warnings before construction commences. building component.Appncabifty of design parameters and proper Truss: A i Incorporation of component Is the responsibliy of the building designer. ' 2.2x4 compression web bredng must be instastablh ed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stadity during construction by �.,,• 4 DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing 0.0.and at 10'o.c.respectively unless braced throughout their length ng of continuous sheathing such as plywood sheething(TC)and/or drywall(BC). �--4 ir DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ OREGON 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. 7 >k `N S E Q. : 6095233 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� ��Y ON A. design loads be applied to any component and are fur"dry condition'of use. Q 1 4 2 t� TRANS I Q: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Pon bearing ate.supports shown.Shim or wedge If �`; fabrication,handling, necessary. 1 shipment and InsteUeUon of components. 7.Design assumes adequate drainage Is provided. RPM R`4 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces abyss,and placed so their center 1111 IIII/IIII I II 1111 I III/IIII IIII IIIITPIMIiCAIn BCSI,copies of which will be fumished upon request. git eIndicae with joint fplate ato nr lines. Di 9. Indicate size of platete in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10,lines For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 e 1111111111 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 KODF g16BTR LOAD DURATION INCREASE = 1.15 1.2=(•774) 153 1.4=(-47) 587 4.2=(0) 353 BC: 2x4 KDDF AIABTR SPACED 24.0' O.C. 2-3=(-774 WEBS: 2x4 KODF STAND ) 153 4.3=(-47) 587 LOADING TC 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 BC LATERAL SUPPORT <= 12.0C. MON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'• 0.0' -80/ 637V •66/ 66H 5.50' 1.02 KDDF ( 625) Connector plate prefix designators: 15'- 2.0' -80/ 637V 0/ OH 5.50' 1.02 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series •` For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [GOND, 2: Design checked for net(-5 psf) uplift at 24 'oc spacin0,l REQUIREMENTS OF IBC 2012 AND IRC 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 °EFL = 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" IIM-4x4 Q 6.00 Design conforms to main windforce•resisting system and components and cladding criteria. 2 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 oo m O 0 o _. © 'moo C .. 1 4 3.. M-3x4 M-1.5x3 M-3x4 ), y y 7-07 7-07 J, y 15-02 JOB NAME : 3413-B POLYGON NW - A2 Scale: 0.4584 ��tJGPN �FFssio WARNINGS: GENERAL NOTES,unless otherwise noted: 1" 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 Ct. ^92/s S P E r. Truss: A2 end Warnings before construction commences, building component.Applicability at design parameters end proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility(Attie erector.Additional2'o.c.and at 10'o .respectively unless braced throughout their length by `r r/ Po h permanent bracing of continuous sheathingsuch assheathing(TC)) rywati(SC). / r" DATE: 10/23/2014responsibilitybuilding designer. bradng plywood aurhin c andfr d the overall structure is the res nslWll of the 3.2x Impact bridging or lateral bredng required whore shown++ Q �1 4.No load should be applied to any component until after an bracing end 4.Installation of truss Is the responslb -3 llity of the respective contractor. �-OREGON �4(,/ S E Q L \ts design loads be applied to any component. end are for"dry condition"of use. '9 20 -- TRAN S I D: 410995 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes lull bearing at an supports shown.Shim or wedge If O 14 fabrication,handling, Designas. 41 'RR14�.� shipment and Installation of components. 7,necigs assumes 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 ch will be furnished upon lines coincie with joint center lines. I IIIIII VIII VIII VIII VIII IIID VIII IIII IIIIMTPIIWTCA in SCSI,copies of ITe USA,lnc.iCOrrtpuT US(Software 7.6.6(1 L)E request. 0.Forribasic trod nector platetdeIn s values see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 j1111h11111111 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 (H&BTA LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-1950) 394 1-5=(-379) 1667 5-2=1 -301) 1673 BC: 2x6 KODF #1&BTR SPACED 24.0' 0.C. 2.3=1 -115) 108 5.6=(-367) 1603 2.6=(-1853) 434 WEBS: 2x4 KDOF STAND 3-4=( -10) 5 6-3=1 -121) 119 LOADING TC LATERAL SUPPORT <= 12'0C. UON. LI( 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 BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.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 (Pg) 8'- 0:0' -308/ 1440V 0/ OH 5.50' 2.30 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series ADDL: BC CONC LL+DL= 1210.0 LBS 0 4'- 0.0' •• For hanger specs. - See approved plans ADDL: BC CONC LL+DL= 637.0 LBS 0 6'- 0,0' ICOND, 2: Desian checked for net1-5 psfl uplift at 24 'oc soacina.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 TL CREEP DEFL = -0.052' @ 4'- 0.0' Allowed = 0.472' BOTTOM CHORD CHECKED FOR 10PSF 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 T f notEexceedn19%s atetimeof s lure content does manufacture. 12 6.00(7 M 1.5X3 4 -,, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, he21.2ft, 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 0 041% a 4 4 .� 0 1 �5 6•• M-3x4 M-3x8 M-5x6 y 1210# ,1r637# y 4-00 4-00 .1 y 8-00 �R00 PR Ope JOB NAME: 3413-B POLYGON NW - A GIRD 5� GIN si Scale: 0.4665 \ 0�1_ WARNINGS: GENERAL.NOTES,unless otherwise noted: -�� ,�I�I/PTT 'v9' 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 1 ,920 4 P E { and Warnings before construction commences. building component.Applicability of design parameters and proper �/ Truss: A GIRDincorporation of component is the responsibility of the building designer. l 2.914 compression web brednp must be installed where shown+, 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.e.and at to'o.c.respectively unless braced throughout their length by `i®,,_ DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A' 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 4.No load should be applied to any component until after a8 bracing and 4.Installation of truss is the responsibility of the respective contractor.SEQ. : 6095235 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, `� '7 no ..1_ �4. design loads be applied to any component and are for"dry condition"of use. Q y 14 P TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6'and ar assumes full bearing at all supports shown.Shim or wedge If r !? fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. `lR R l k. 6.This design is furnished subject to the BMtations set forth by 6.Plates shall be located on both faces of truss,and placed so their center .. Dlinies ndde with joint center Ines. III 1101 VIII IIID I I I III'VIII 11111 TIPARCA in BCI,copies of whch win be furnished upo MITPe USA,Inc./CompuTrus(Software 7.6.6(1L)-En .6.6(1L)En request. 10. pits �ssisic coot size ectorof plate design vallate in ues see ESR-1311.ESR-199e(Wok) EXPIRES:12/31!2015 11 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 #168TR 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=(-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 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/ 47H 5.50' 0.47 KDDF ( 625) 1'. 10.9' .102/ 88V 0/ OH 1.50' 0.14 KDDF ( 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 'op spacing.] 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' T T 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, 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 0 v in the plane of the truss only. c or- Ca o MN 4 c. 21110- 11 ►�14 M-3x4 J- J- y 1-00 (PROVIDE FULL BEARING:Jts:2,3.41 6-00 JOB NAME : 3413-B POLYGON NW - AJ1 ��,Eo PROFF.. Scale: 0.6954 �5 ',G`1N `r/0 WARNINGS: GENERAL NOTES,unless otherwise noted: cc.�� v,�/"' �'$s 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 and proper 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component Is the rosponsidsty of the building designer. 3.Additional temporary bracing to insure stebiGty during construction 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.respectivelyly unless braced throughout their length by ,,/rte, - ela��' DATE: 10/23/2014responsibilitybuilding designer. 2u Impactps sheathingngr such l bplywgoequred where shown drywall C. A CC the overall structure Is the of the 3.2z bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Instalation of truss is the responsibility of the respective contractor. '� OREGON�Ix A.SEQ. : 6095236 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, L design loads be applied to any component, and are for"dry condition"of use. < xiy 2.0 -E.. TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supportse Is pshown.Shim or wedge if Q �y1 4 ?. necessary.fabrication, 6.This design is furrnishedlpment and subject to theeUmitalon of tl ns set components.rth by8.Plates shall be locatedn assumes gonabothi faces s ot(ss,and placed so their center �n R`��0 111111 VIII VIII 11111 VIII 11111 11111 IIII Illi MiTek USA,Inc./CompuTrus CA In SCSI,copies of (ch Software 7.6.6(1L)-E request. 10.Digits lFor ines coincide is ide with joint center Ines. connector design values see ESR-1711,ESR-1866(MiTeW EXPIRES:12/31/2015 IIIIIIIIIIII 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 618BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2-40(0) 0 BC: 2x4 KODF 618BTR SPACED 24.0' O.C. 2.3=(-65) 49 IC 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 BAG REQUIRED BAG 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 nett-5 osfl uplift at 24 'oc spacina.I 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 LL DEFL = 0.000' @ 0'- 0.0' Allowed= 0.078' 3-11-11 MAX TC PANEL LL DEFL = 0.012' @ 2'- 2.2' Allowed = 0.246' '( 1. 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 MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9' 6.00 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. jWind: 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 o in the plane of the truss only. N M O O O 1 �� 111.-=.1.1.14 M-3x4 J. > , 1-00 (PROVIDE FULL BEARING:Jts:2,3,4) 6-00 (� JOB NAME : 3413-B POLYGON NW - AJ2 eIN Ep PR pFFS si Scale: 0.6329 \�� G� WARNINGS: GENERAL NOTES,unless otherwise noted: �� v/O/�I 171.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 `t. 192.0PE. f Truss: AJ2 and Warnings before construction commences. building component.Applicability of design parameters end 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 Motility during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.e.and at 10'o.o.respectively unless braced throughout their length by `® � DES. BY: U la the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). ....6 sa"-- DATE: 10/23/2014 the overall sW cture Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 4.No load should be tippled to any component until after an bracing end 4.Installation of truss Is the responsibility of the respective contractor. - ."7 OREGON t* �" SEQ. : 6095237 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, L �� S° o...4�A. design loads be applied to any component and ere for"dry condition'of use. ,0 1 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 (�p� fabrication,handling, nesign as. /� 1 V shipment and Installation of components. 7.Design assumes adequate drainage Is provided. MFR RILL 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 111111111111111111111111 TPIM?CA In BCSI,copies of which will furnished upon request. lines coincidentwith joint centerInches.9.Digits Indicate size of plate In Inches. MITekUSA,Inc./CompuTrus Software7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITeh) 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/DDF/Cq=1.00 TC: 2x4 KDDF /(16BTA LOAD DURATION INCREASE = 1.15 1-2c( 0) 50 2-4=(0) 0 BC: 2x4 KDDF N1&BTA SPACED 24.0. O.C. 2.3=(-97) 68 IC 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 OVERHANGS: 12.0' 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -57/ 402V -22/ 108H 5.50' 0.64 KDDF ( 625) 5'- 9.2' 0/ 74V 0/ OH 5.50' 0.12 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 11.7' 68/ 160V 0/ OH 1.50' 0.26 KDDF ( 625) 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: Oesipn checked for net(-5 psfl uplift at 24 'ac spacing.] BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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' 6.0017' NOTE:Design assumes moisture content does -V 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=l.6, Truss designed for wind loads in the plane of the truss only. mr 0 co m 0 41: Ili 0 o �� 4111.- 111 -/ M-3x4 J• y y 1-00 'PROVIDE FULL BEARING:Jts;2,4,31 6-00 JOB NAME : 3413-B POLYGON NW - AJ3 Scale: 0.5817 17 �CJ��NGPN`fi�O��p��`S/Q WARNINGS: GENERAL NOTES,unless otherwise noted: �4� I nnrrI�y�IIIlt�l I 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual V P E r Truss: AJ3 and Warnings before construction commences. building component.App8cability of design parameters end proper 2.2x4 compression web bracing must be installed where shown•. Ineorporation of component Is the responsldGty of the building designee DES. BY: LJ 3.Additional temporary bracing to Insure stabilty during construction 2.Design assumes the top and bottom chards to be laterally braced at 4,4001P Is the responsibility of the erector.Additional permanent bracing of 2'ex,ntin end at 10'o.c.sucha respectively unless braced throughout their length by ../."'..411.. continuous sheathing such as plywoodcited sheathing(TC)and/or drywall BC. DATE: 10/23/2014 the overall Moisture is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown+.. ) 4.No load should be appled to any component until after all bracing and 4.Installation o1 truss is the responsibility of the respective contractor. 'y OREGON �(,r SEQ. : 6095238 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, /� ?�9� �O�O 4 design loads be applied to any component. end are for"dry condition"al use. / T 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 r 14 A ng,shipment and installation of components. necessary. MFR R J��' of fabrication,handling, 6.This design Is furnished subject to the irritations set forth 7.Design assumes adequate drainage Is provided. 1/11/111�IIII I1 111 VIII VII1111IIIby 8.Plates shall be located on both faces of truss,end placed so their center TPIANTCA In BCSi,copiesof which will be furnished upon request. lines coincide with Joint center Gnes. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E late In Inches. 10.For r basic plcate size of ate design values see ESR-1311,ESR-1988(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 UDE qt&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2-5=(0) 0 BC: 2x4 KDOF #1&BTA SPACED 24.0' O.C. 2.3=(-116) 93 3.4=( -70) 27 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT o= 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 BAG 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 KODF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'• 9.2' 0/ 66V 0/ OH 5.50' 0.11 HOOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'. 11.2' -142/ 352V 0/ OH 1.50' 0.45 KDOF ( 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 KDOF ( 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 osf) 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 = 0.041' @ 2'- 9.3' Allowed = 0.397' 12 MAX TC PANEL TL DEFL = -0.050' @ 2'- 11.9' Allowed = 0.596' 6.00 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. il Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, CV (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, T::-) Truss designed for wind loads st in the plane of the truss only. el o •I 5 11EMO -/ M-3x4 1, ), y y 1-00 6-00[PROVIDE FULL BEARING:Jts:2.5.3.41 1-05-15 ��\NED PROpe JOB NAME : 3413-B POLYGON NW - AJ4 Scale: 0.5676 �� n�� '0�9 WARNINGS: GENERAL NOTES,unless otherwise noted: 0 92 P:E r 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 Truss: AJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��r. 2'o.c.and at 10'o.c.respectively unless braced throughout their lengQth by `rpr..,. DES. BY: U Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC 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 shook!be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. .7L/ -2o�>X � SEQ. : 6095239 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, design loads be applied to any component. and are for"dry condition"of use. t,, TRANS I D: 410 995 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full beefing at at supports shown.Shim or wedge if O 1 4 (bf: fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. MFR R`i..`' e.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 MEI I I I III I 11111110111 IIIIIII ILII VIII 111 1111 TPI/WTCA in SCSI,copies of which wbe ill request. with joint center lines. MiTekUSA,Inc.ICompuT us Software 7.6.6(1L)E lines coincide uat � nal0Foconnectorsize piplate design see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 lII(lllllll This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF N1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2.10=(•1007) 5204 3.10=( -61) 465 2x6 KDDF k1&BTR T2 SPACED 24.0' D.C. BC: 2x6 KDDF k1&BTA 2- 3=(-5997) 1190 10.11=(•1314) 6874 10- 4=( -231) 1443 3. 4=(-8056) 1207 11.120(•1098) 5946 10- 5=(•1830) 393 WEBS: 2x4 KDDF STAND LOADING 4- 5=(•5410) 1106 12.13=(•1098) 5946 5-11=( -25) 347 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-6898) 1424 13- 9=( -712) 3848 11- 6=( -374) 1591 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3907) 761 12- 6=( 0) 130 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4412) 831 6.13=(-2514) 548 8- 9=(•4445) 845 7-13=( -259) 1540 LL = 25 PSF Ground Snow (Pg) 13- 8=( •55) 304 NOTE: 2x4 BRACING AT 24.00 UON. FOR ADDL: TO UNIF LL+DL= 160.0 PLF 8'• 0.0' TO 12'- 0.0' V 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 LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0' 0'- 0.0' -670/ 3376V -73/ 79H 5.50' 5.40 KODF ( 625) OVERHANGS: 12.0' 0.0' 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.] M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 2: Heel to plate corner = 0,75' 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' ** 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% 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, 7-11-11 11-06-10 7-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, '1 1' 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# 6.0017 M-5x12 M-4x10 12 A M-3x6 M-4x10 Q 6.00 M-1.5x3M-1.5x3 /. 0 T t7 aft $ �� M O O - 1•••*: d 10 11 „ 12 13 g*s O 0.25 O M-4x10 M-3x10 M-1.5x3 M-4x10 M-3x10 O M18HS-7x1418) i, 3, 41444 , i. y 7-04-12 5-01 2-08-04 4-11-04 7-04-12 y i' 1-00 27-06 y PR JOB NAME : 3413-B POLYGON NW - B1 Scale: 0,2355 �5,sc. �fi��s/O WARNINGS: GENERAL NOTES,unless otherwise noted: ��C Idol�I/PPq 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 ^- r- 923/ 0 P E f Truss: B 1 and Warnings before construction commences, building component.Applicability of design parameters and proper //r/ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 1.Additional temporary bracing to Insure stabitty during construction 2.2'Da c, assumes the top end bottom chords to be laterally t their at DES. BY: LJ 2'c.c.and at 10'o.c.respectively unless braced throughout their length by �/� Is the responsibilitystructuretheAdditional permanent is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ s1 CC 4.No load should be applied to any component until after aft bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 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, 20N A+ TRANS I D• 410995 design loads be applied to any component. and are for*thy condition'of use. 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 A. Q 14, fabrication,handling,shipment and Installation of components. necessary.sMFR R V�`^ 6.This design is furnished subject to the Imitations set forth8•Plates assumes adequate ne drainage Is provided., - I Milli VIII IIII VIII VIII VIII VIII IIII IIII byt 8.Plates shall be located on both laces of truss,and placed so their center TPIANICA In SCSI,copies of which will be furnished upon request, lines coincide with joint center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E ate in inches. 0.9.Forrits Indicate size basic connector plf ate design values see ESR-1311,ESR-1988(MiTek) 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 #16BTR 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 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG 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 24'0C 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' ICOND. 2: Design checked for nett-5 nsfl uplift at 24 'oc soacina.) 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' -'e- ( 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 HOAIZ. TL DEFL = 0.005' @ 7'- 10.3' nails staggered at: )0( 9' oc in 1 row(s) throughout 2x4 top chords, NOTE:Design assumes moisture content does 9' oc in 2 row(s) throughout 2x6 bottom chords, **HANGER BY OTHERS TO APPLY not exceed 19% at time of manufacture. 9' oc in 1 row(s) throughout 2x4 webs. CONC. LOAD(S) EQUALLY TO ALL MEMBERS. ** For hanger specs. • See approved plans Design conforms to main windforce-resisting 6-02-11 1-09-05 system and components and cladding criteria. 3-01-12 3-00-15 1-09-05 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, ,MWFRS(Dir), T T T ( load duration factor=l,6, 12 Truss designed for wind loads 6.00M-4X6 in the plane of the truss only. M-3x5 M-34ii N O C7 0 RP m ® ��I Ol=� 5 6 **7 M-3x4 M-3x4 M-7x8 M-3x8 y 1210# , ,637# , , 2330# y 3-00 2-09-12 2-02-04 1, y 8-00 ��Q` p PR QFfis1s JOB NAME : 3413-B POLYGON NW - B GIRD cp GIN p6,� � Scale: 0.4060 \ nn J /ryr WARNINGS: GENERAL NOTES,unless otherwise noted: -�C. /✓/Rf I f 211 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 ;.OPE f and Warnings before construction commences, building component Appncabilily of design parameters and proper Truss: B GIRD 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure steblity during construction 00( 2.Design assumes the top and bottom chorda to be laterally braced at ��►.. DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by app . po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). cr DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.aImpact bridging or lateral bradng required where shown++ pREGON ' 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. ki SEQ. : 6095242 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. Ooh design toads be applied to any component and are for"dry condition"of use. 14._.2 A+ 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 f fabrication,handling,shipment end installation of components. necessassumes ary. provided. t 6.This design is furnished subject to the Imitations set forth by 8.Platesshallbe locatedgone both faces of truss,and placed so their center � R R S 11' 11111111111111111111TPInrrtCA in SCSI,copies of which will furnished upon request, noes coincidenctwith joint aIn Ines. 9.On es ndsize of plate to Ines. 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 III I III 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 1 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 50 2-40(0) 0 1 BC: 2x4 KDDF 11168Tfl SPACED 24.0' O.C. 2-3=(-50) 15 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' -67/ 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: C,CN,C18,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,M20HS,M18HS,M16 = MiTek MT series 6.00[7- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 'COND. 2: Desiqn checked for nett-5 ashl uplift at 24 'oc spacinq.l BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 19% at time of manufacture. Design conforms to main windforce-resisting ' system and components and cladding criteria. 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, `,1 c Wind: (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4Truss designed for wind loads in the plane of the truss only. M./- 0 .4 rid0 or- -,, -1 M-3x4 1, y y 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4.31 JOB NAME : 3413-B POLYGON NW - BJ ��Scale: 0.9953 <SNG PROF 6'<9 WARNINGS: GENERAL NOTES,unless otherwise noted: til, /0/�J/!( * 17 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. 7 92 0 P E 1-- Truss: BJ end Warnings before construction commences. building component.Applicability of design parameters and proper Aille/// 2.2x4 compression web bracing must be Installed where shown*. incorporation of component is the responslbttty of the building designer. - DES. ESY: LJ 3.Additional temporary bracing to insure statilty during construction 2.Design assumes the top and bottom chords to be laterally braced et 2'o.c.and at 10'o.c.respectively unless braced throughout their length is the responsibility of the erector.Additional permanent bracing ofW rs, ��'' DATE: 10/23/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. p ty g g 4.Installation ct bridging or Isthteretpradagrequiredet whpe shown.* y OREGON �. 47 4.No load should be appied to any component until after a0 bracing and 4.InstalPetion o(tmss is the responsibility of the respective contractor. SEQ. : 6095243 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, I- v ,�b k, design loads be applied to any component. and are for*dry condition"of use. / ;7_3' 14 y ZO �_1 TRANS I D: 410995 5.CompuTrus hes 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 LA- fabrication,handling,shipment and installation of components, necessary. provided. MR R V 1.`^ 1lin6.This design Is furnished subject to the imitations set forth by 8.Platesnshalt be locateumes gd one both facces of truss,and placed so their center int (III I II II VIII IIID VIII IIID VIII I II(IIIMTe USA,Inc./CompuTrus I/W7CA In BCSI,copies of lSoft ch w(Ware 7.6.6(1L)-E l be furnished upon request. 10 For basic coonnectors coindde with joplate design values see ESR-1311,ESR-1988(MiTek) center Ines. 9.Digits indicate size of plate In inches. EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 34-00-00 DUTCH TC SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 IC: 2x4 KDDF #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 WOOF #1&BTR T2 2- 3=(-12832) 3056 15-16=(-2308) 9736 3-16=(-1936) 366 22.12=( -92) 388 BC: 2x4 WOOF #1&BTR LOADING 3- 4=( •8758) 2262 16.17=(-1954) 7814 16- 4=( •12) 594 WEBS: 2x4 WOOF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( •8064) 2206 17-19=(•2544) 9458 4.17=( -622) 82 2x4 DF 2400F A; TC 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 M1&BTR B TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 8'- 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'OC. 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 TO 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=1 -6854) 1846 8.21=(-1178) 270 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13-14°) 0) 50 21-22=(. 9 -160) 9744 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 BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.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). , 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, ICOND. 2: Desien checked for net(-5 osfl uplift at 24 'oc soacing.l C,CN,CI8,CN18 (or no prefix) = CompuTrus, inc \n/ 9' oc in 2 row(s) throughout 2x6 top chords, M,M20HS,M18HS,M16 = MiTek MT series !v Y 9' oc in 1 row(s) throughout 2x4 bottom chords, 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 = -0.321' @ 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' 9 35'- 0.0' Allowed= 0.133' f 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� T 4-05-08 NOTE:Design assumes moisture content does T T ��597.30 4597.30# 12 not exceed 19% at time of manufacture. 12 6.00 M-3x8 11 0(6.00 Design conforms to main windforce-resisting M 3X5 M-4X4+ system and components and cladding criteria. M-3x5+(s) M-3x5+B) M-3x4 Wind: 140 mph, h=22.4ft, TCOL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-4X10 Truss designed for wind loads M18HS-5X16 111%%\%., -5x6 � 1 in the plane of the truss only. M-3x4 0000ALlik% M-1.5X3 M-2.5x4 or equal at non-structural diagonal inlets. M-3x8 `` <o M-4x10 '� - m 0 o 015 16 17 r- 19 �= - =��4:Zi' ..4. : r'. M-3x4 M-3x8 c 18 z9 s21 2z c o M-1.5x3 M-3x10 0.25 M-3x8 M-3x8 0 M-7x10 M18HS-5x16(S) ..3.75 12 i' )• ) y y y y y 1, -05-082-09-12 2-11-08 5-02 , 4-11-08 3-07-10 3-09-06 8-02-12 y , 2-05-08 10-09-08 20-09 Y OQ 1-00 34-00 1-00 ��.{0a PR°Fess JOB NAME: 3413-B POLYGON NW - Cl Scale: 0.1516 ``' t�GIN 4tr WARNINGS: GENERAL NOTES,unless otherwise noted: 4� �nnlzl Cl1.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 CC' _ ,r E r Truss: C end Warnings before construction commences. building component.Applicability of design parameters and proper 2.244 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabil duringconstruction 2.Design assumes the top end bottom chords to be laterally braced at ��► . mpo b2'o,c.and at 10'o.c.respectively unless braced throughout their length by /r!ot- DES. BY: LJ Is the respenelbiaty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). �4...- DATE: DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ O REGON <(/ 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. 1,). SEQ. : 6095 246 fasteners are complete and at no lime should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, s �.4 design loads be applied to any component. and are for"dry condition"of use. Q 1 4 O� TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.assumes full bearing at as supports shown.Shim or wedge If V fabrication,handling,shipment and Installation of components. 7.Design umes adequate drainage Is provided. 'PRO- 6. RO-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 SCSI,copies of ch will be urnished ndde with joint center Ones. 11111111111011111111011110 IIIVIIIVIIIVIIIVIIIVIII 11111111 IIDIII(III MiTek SAnlnc./CompuTrus ISoflwaref+7,6.6(1E request. 190 lines For baDigits s Indicate ectorof platete in inches. desig values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31;2015 II I VIII 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 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2.10=(-376) 2138 3-10=(-253) 175 BC: 2x4 KODF //1&BTR SPACED 24.0' O.C. 2- 3=(-2510) 513 10-11=(-254) 1794 10- 4=( -15) 446 WEBS: 2x4 KODF STAND 3- 4=(-2275) 488 11.12=(-272) 1794 4-11=(-642) 235 LOADING 4- 5=(-1611) 437 12- 8=(-39B) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 437 11- 6=(-642) 235 BC LATERAL SUPPORT <= 12'OC. 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- 7u(-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 BRG REQUIRED BAG AREA M,M2OHS,M18HS,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 KODF ( 625) • 34'- 0.0' -235/ 1542V 0/ OH 5.50' 2.47 KDDF ( 625) ICOND, 2f Design checked for net(-5 esti 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 = -0.232' @ 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 f 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(7 Q 6.00 4.0" Wind: 140 mph, h=23,4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 .17' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) load duration factor=l.6, M-5x6(S) Truss designed for wind loads 3.1' in the plane of the truss only. 0.25" 0.25" lit' 44, M-1.5x3 iff \ /\)1110 M-1.5x3 t7 t7 0 0 0 _ ` 4 o �M-4x4 M-3x4 tb.25" M-3x4 =M-4x4 o M-5x8(S) J. J. J. y y J. y 8-09-04 8-02-12 8-02-12 8-09-04 y y 1-00 34-00 1-00 ��Q PROFfis JOB NAME : 3413-B POLYGON NW - C2 Scale: 0.1843 �5. NG)N `r/O ``/07/ WARNINGS: GENERAL NOTES,unless otherwise noted: kJ 17 C2 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 . 92.0P E 1' 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. Aille, 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: L J 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by e✓/O' Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as ( ,...."N1189/!.> - plywood sured where sown 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++ 418 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. 7 A_'OREGON (C/ SEQ. : 6095247 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, LJ �,9 Nt` A. design loads be applied to any component. and are for-dry condition"of use. O j' 14, rip A^� TRANS I D: 410 995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all suppis ports shown.Shim or wedge if !i`- fabrication,handling, tallation 6.This design is furnished pment subject ubject totheelimitationsf set forth byld 8.Plate. 7. s shall be locatedn assumes gon both faces of truss,and placed so their center rovided. � R R V�`^ v I IIIII 11111 OH 11111 11111 11111 11111 IIII(III which v4I1 be furnished upon request. lines coincide with joint center lines.9. MTe USA,lnc../CompuT s Software 7.6.6(1L)E 10.Digits Indicate rbasiconncorplte designinches.ues see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111111111 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 k16BTR LOAD DURATION INCREASE = 1.15 1- 2.) 0) 50 2-11=(-774) 4293 11- 3=( -202) 1398 7-16=( 0) 406 BC: 2x4 KDOF g16BTR 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'OC. 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 <0 12'0C. 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 SO,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) ICOND. 2: Design checked for nett-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 = •0.182' @ 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' 12 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 6.00 TIM-6x6 a 6.00 Design conforms to main windforce-resisting 6 system and components and cladding criteria. _4•44e% -5x6° ( )S Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-5x6(S) 0.M25Truss designed for wind loads in the plane of the truss only. 0.25" vV 0o M 1.5 x 3 M-3x6 c M-3x8 " _ �a_ ii 1111 -® n 131 _ 0 o o �+ M-3x4 , 14 15 16 c c M-5x8 c 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 3, 3' 3, 3, 3. g-05-08, 5-03 5-08-04 J. 3-07-04 8-02-12 8-09-04 y b -05-08 10-09-08 20-09 J. y2 1-0 1-00 34-00 1-00 ,R,t0 PP Open JOB NAME: 3413-B POLYGON NW - C2-C Scale: 0.1716 \I*.t . GIN se) . WARNINGS: GENERAL NOTES,unless otherwise noted: -�� t,��I � �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 -ct 7,920 P E 1-- Truss: and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: C2-CiIncorporation of component Is the responsiblity of the building designer. /� 2.2x4 compression web bredng must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stahilly during construction2'o.c.and at 10'o.e,respectively unless braced throughout their length by `rata - DE$. BY: LJ is the responsibility of the erector.Additional permanent braving of continuous sheathing such as plywood sheathing(TC)and/ordrywall(eC). . Q DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral braving required where shown++ OREGON 4.No load should be appled to any component until after all braving and 4.Installation of truss Is the responsibllty of the respective contractor. '� 1k 4 SEQ. : 6095 248 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, L* "� QN 4* design loads be applied to any component and are for"dry condition"of use. Q y 1 4, 2 tt�� TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibiity for the 6.Design assumes hill bearing at all supports shown.Shim or wedge If O cessary. fabrication,handling,shipment and Installation of components. Design ass ,C b VV nD, P P 7.Design assumes adequate drainage Is provided. 41 Fi R I L`' 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 III'I I II II II(IIII IIII III(III III IIII TPIIWTCA In SCSI,copies of which will be furnished upon request. lines cIndicae with jointaIn Ones. 9.Digits indicate size of plate to Inches. MITek USA,IDC./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 INIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cgol.00 IC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1- 2.) 0) 50 2-12=(-523) 2154 12- 3=( 0) 289 BC: 2x4 KDDF q1&BTR SPACED 24.0' O.C. WEBS: 2x4 KDOF STAND 2- 3=(•2528) 688 12-13=(-525) 2151 3.140)-570) 193 LOADING 3- 4=(•1944) 653 13-14=(-434) 1708 13- 0)-132) 542 4. 5=) 0) 0 14.15=(•554) 2151 13- 6=(-182) 137 TC LATERAL SUPPORT <- 12'0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1644) 622 15-10=(-552) 2154 6.140(•182) 137 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1644) 622 8.14=(-132) 542 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(•570) 193 NOTE: 2x4 BflACING AT 24'0C UON. FOR 8- 9=(-1944) 653 9-15=( 0) 289 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=(-2528) 688 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 HORZ BAG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'• 0,0' 293/ 1542V 152/ 1529 5.50' 2.47 KDOF ( 625) M,M20HS,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 = 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 I 2-00-10 15 -11-11 MAX HORIZ. TL DEFL = 0.087' @ 33'- 6.5' I NOTE:Design assumes moisture content does 7-03-04 6-05-04 2-03-03, 110 ••I' 6-05.04 7-03-04 not exceed 19% at time of manufacture. 1500-05 7C2-03-03 Design conforms to main windforce-resisting M-4x6 M-3x4 ,M-4x6 system and components and cladding criteria. 4 6 12 Wind: 140 mph, h=23.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 12 " ' 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 o =M-4x4 =M-4x4 0 c 1 :k 12 13 T or 15 ' , 1 1 p M-1.5x3 0.25'O 0.25" M-1.5x3 C M-5x8(S) M-5x8(S) i, y J, J. 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 JOB NAME : 3413-B POLYGON NW - C3 <<"9,0o PRopFs Scale: 0.1960 <j ..GIN �'/O WARNINGS: GENERAL NOTES,unless otherwise noted: �� vlvnl�Ill -rJ. 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 4' 0 92 Q P E r-- Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 0/'/ 2.2x4 compression web bracing must be installed whore shown+. 4011,011!-- Incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stabmty during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'a.c.and at 10,0.c.respectively unless braced throughout their length by `�, a/„� continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). / ,A1110.- DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ - cr 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. "� OREGON C(, SEQ. : 6095249 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, TRANS I D: 410995L �b design loads be applied to any component and are for'dry condition.'of use. 6. / 2� `L 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge If • 1 4, A[.C' O fabdeetlon,handling,shipment and installation of components. necessary. MSR R I L�- 6.This design Is furnished subject to the 6mitetlons set forth 7•Design assumes adequate drainage Istruss,provided. Villi 11111 Alli 11111 Alli 11111 III 1I1��II� 8.linenPlatecoincidehall e located a center toes. and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines with joint fines. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 190.FForrits basic connector plsize of ate design valate In ues see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 NMI 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 k16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2.10=(-387) 2154 10- 3=( 0) 289 BC: 2x4 KDDF /MSBTR 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=1 •98) 542 LOADING 4- 5=(•1644) 490 12.13=(-420) 2151 11- 5=(-174) 94 TC LATERAL SUPPORT <= 12'0C. 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 <= 12'0C. 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 BAG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 12.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -222/ 1542V -152/ 152H 5.50' 2.47 KDDF ( 625) 34'- 0.0' -222/ 1542V 0/ OH 5.50' 2.47 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Desian checked for nett-5 usfl uplift at 24 'oc spacing.I M,M2OHS,M18HS,M16 = MiTek MT series 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 = •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= 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's 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. f .1 f f 7-03-04 6-08-07 3-00-05 3-00-05 6-08-07 7-03-04 Wind: 140 mph, ha22.7ft, TCDL=4.2,8CDL=6,0, ASCE 7-10, T T T T .1 T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 6.00 17 M-4x6 M-3x4 M-4x6 Q12 Truss designed for wind loads 6.00 in the plane of the truss only. 5 ' M-3x4 M-3x4 0 o 0 8 h_ !lam 13 i d' °' 2 13 - o o M-4x4 M-1.5x3 1b.25° 0.25 M-1.5x3 =M-4x4 0 M-5x8(S) M-5x8(S) y y 7-01-08 y 6-05-04 y 6-10-08 y 6-05-04 y 7-01-08 y y 1-00 34-00 1-00 „,to PRQt. \ JOB NAME : 3413-B POLYGON NW - C4 -(` cAG'N s% Scale: 0,1843 WARNINGS: GENERAL NOTES,unless otherwise noted: w� I /�IIt Pr 2q 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 =9210PE r C4 and Warnings before construction commences. building component.Applicability of design parameters and proper f Truss: incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be Instated where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction2'c.c.and at 10'0.c.respectively unless braced throughout their lenggth by i�1r•- DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywall(eC). 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++ f OREGON40 SEQ. : 6095 250 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. >k fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, �4+ VA 20\ design loads be applied to any component. and are for"dry condition'of use. Q 14 . t. TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hill bearing at all supports shown.Shim or wedge It `' necessary. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. +1 R I V. 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 III VIII III I VIII VIII IIII(III TPIANTCA In BCSI,copies of which MI be furnished upon request. gigs indicate with joint center nOnes. ( 9.Digitsssiccon platesize ofaedteInches. EXPIRES:12/31/2015 MiTek USA,Inc./CompuTrus Software 7.6.6 1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) 111111 1111111 This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF H16BTR LOAD DURATION INCREASE = 1.15 1- 2.) 0) 50 2.12=(-611) 2140 3-12=(•174) 159 BC: 2x4 KDDF Nt6BTR SPACED 24.0' O.C. 2- 3=(-2509) 789 12.13=(-727) 2521 12- 4=(•100) 628 WEBS: 2x4 KDDF 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 TC LATERAL SUPPORT <= 12'0C. UON, LL( 25.0)+0L( 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=) -B8) 628 TOTAL LOAD = 42.0 PSF 7. 8=( 0) 0 14- 9=(-173) 153 8- 9=(•2272) 738 NOTE: 2x4 BRACING AT 24'0C 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 SQ.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 KDDF M,M2OHS,M18HS,M16 = MiTek MT series ( 625) ICOND. 2: Design checked for net1-5 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' T 11-11-11 T 9-02-10 1' 12-09-11 1' 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 7' T T T T T T 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, '( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 5 7 12 load duration factor=1,6, 6.00 M 4X6 Truss designed for wind loads M-3x8 M-4x6 Q 6,00 in the plane of the truss only. 4 6 M-1.5x3 M-1,5x3 3 -f. + m 03 0 0 C 1 7Z mm 51 , r" 1 C M-4x4 M-3x8 (.25" M-3x8 =M-4x4 o M-5x6(S) ; y 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 Scale: 0.1960 �� GP ;?%iP,; o WARNINGS: GENERAL NOTES,unless otherwise noted: �� /V/�/ 217 1.Builder end erection contractor should be advised den General Notes 1.This design Is based only upon the parameters shown and Is for en Individual CC. c 92 S S P E Truss: C5 and Warnings before construction commences, building component.Applicability of design parameters end proper 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component Is the responslbiity of the building designer. 400000;o0r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: LJ2'0.0.and at 10'o.c.respectively unless braced throughout their length by �_� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „,../41/1/P,,'- 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 an bracing end 4.Installation of truss is the responsibility of the respective contractor. 7 A-OREGON SEQ. : 6095251 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- 4! \ly design loads be applied to any component. and are for'dry condition'of use. . )' 2s -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 Q; 1 4, �v., nfabrication,handling,shipment and installation of components. Design asscessary. e is p " R R I L' 6.This design is furnished subject to the Potations set forth by 7.Plates shall be assumes aboth facces of truss,and placed so their center 1111111 VIII VIII VIII VIII Mit IIII IIII ch will be furnished upon MTPI/WTCA in BCSI,copies of iTe USA,IfIC./CompuT 91SONWare 7.6.6(1L)-E request. lines coincide with 10.For basic coonnectoroint center Ines. plate design values see ESR-1311,ESR-1988(MiTek) 9.Digits Indicate size of plate In inches. EXPIRES:12/31/2015 1111111111 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 A16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(•495) 2140 3.11=(-175) 189 BC: 2x4 KDOF I/18,8TR SPACED 24.0' O.C. 2- 3=(-2509) 644 11.12=(-534) 2521 11- 4=( -83) 628 WEBS: 2x4 KODF STAND 3- 4=(-2272) 562 12-13=(-534) 2521 11- 5=(-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=(-649) 208 BC LATERAL SUPPORT <= 12'OC. 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'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=) 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 BOG REQUIRED BRG AREA OVERHANGS: 12.0' 12.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF 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 psf) uplift at 24 'ox 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. 9-11-11 13 02-10 ,' 10-09-11 .' Wind: 140 mph, h=21.9ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 5-01-08 4-10-03 7-00-05 6-02-05 1-(1-03 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 T 12 M-4x6 6 M-4x6 12 6.0o I� M-5x8 d 6.00 M-1,5x3 M-1.5x3 + + • 1.1.1°111111-. m m o c, 4c>i '� iia '� ` 0 = .4. o �M-4x4 M-3x8 1u.25" M-3x8 =M-4x4G M-5x6(S) 1, /. 1, 1, /' b y 9-06-12 7-05-04 7-05-04 9-06-12 y y 1-00 34-00 1-00 JOB NAME : 3413-B POLYGON NW - C6 5��GPN �s�rs�i Scale: 0.184 3 �AVR !1 �2 WARNINGS: GENERAL NOTES,unless otherwise noted: �• 9 iy F E 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 Truss: C6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web brodng 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: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by �. po ty continuous sheathing such as plywood sheathing(TC)and/or drywalC). fi DATE: 1 0/23/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ OREGON �(/� 4.No load should be tippled to any component until after all bracing and 4.Installation of truss Is the responslbOly of the respective contractor. •Y` A_ . SEQ. : 6095252 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, '7 design loads be applied to any component. and are for'drycondition'of use. �'0 1 4 r 2. ti,„ 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 A`, fabrication,handling, Design ass fy R V shipment and installation of components. 7.Design assumes adequate drainage is provided. �+l n..��`' 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 IIIIII II II II IIIII VIII I Ill 111111 7PINVECA In BCSI,copies of which will be furnished upon request. Digit cdndat with joint centerInches.9.Digits Indicate size of plate in Inches. MiTek USA,Ina/CompuTrus Software 7.6.6(1 L)•E 10.For basis connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 EllI III This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1 00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2.14=(-1532) 7788 3.14=( -78) 440 BC: 2x6 KDOF N1&BTR SPACED 24.0' O.C. 2- 3=(-8988) 1824 14.15=(-1508) 7862 14- 4=( •670) 2884 WEBS: 2x4 KDDF STAND 3. 4=)-9058) 1848 15-16=(-1226) 6930 4-150(.1792) 472 LOADING 4- 5=(-7776) 1582 16-17=) -950) 5698 15- 5=) -350) 1906 TC LATERAL SUPPORT <= 12.0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-7212) 1474 17-180( -508) 3480 15- 6=( -540) 996 BC LATERAL SUPPORT <= 12'0C. VON. 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- 90) 0) 0 7-170)-2470) 506 NOTE: 2x4 BRACING AT 24.00 VON. FOR LL = 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 17.100) -68) 382 11.120)-4012) 688 10-180) •114) 42 ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0' 12-13=( 0) 50 18-11=) -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 BRG 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 SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0' -1006/ 4915V -87/ 87H 5.50' 7.86 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 34'- 0.0' -398/ 2258V 0/ OH 5.50' 3.61 KDDF ( 625) '� ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered at: ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.) ,X)( 9' oc in 1 row(s) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY row(s) g CONC. LOAD(S) EQUALLY TO ALL MEMBERS. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc in 2 rows throughout 2x6 bottom chords, MAX LL DEFL = 0.001' @ -1'- 0.0' Allowed = 0.100' 9' oc in 1 row(s) throughout 2x4 webs. 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 = 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. 3-06-10 2-11-101-05-07 5-11-02 6-02-05 5-01-02 1 01-P3 1,2-11-10 3-06-10 Wind: 140 mph, h=21,4ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, T T T T T 1' T 9 1 1' 4' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1-02-u4 load duration factor=l.6, y 598# T 8-00 TrT inuthess dplaneeoffthetruss or wind loads 12 M-5x8 8 M-4x6 12 6.00' M-3x5 M 6x4 M 3x4 r M-3x4 a 6.00 4 0.,/, M 1.5x3 M-1.5x3 + 1 • co CO 0 \sok/ 0 14 15 1& 17 18 0 M-3x10 M-6x8 M-3x8 U.25 M-3x8 M-3x5 0 J3191# M-7x8(S) M-3x4 b b 6-02-12 1-04 9-05-04 9-05-04 1-04 6-02-12 y y 1-00 34-00 1-00 \NOPR JOB NAME : 3413-B POLYGON NW - C7 Scale: 0.1843 C'\�.<<, N OF�rs6 WARNINGS: 4,' IDI I/ GENERAL NOTES,unless otherwise noted: "9 C7 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 CC' ^92 S I P E Truss: C7 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(more stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: LJ2'e.c.and at 10'hin respectively unless braced throughout their length by a}�/R1A''' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). fr'� DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 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. "zr OREGON SEQ. : 6095253fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �` 'r! \0` A. design loads be applied to any component. end aro for"dry condition'of use. }' rLQ -�.. 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 Q 14, le' fabrication,handling,shipment and Installation of components. Design ass '� 'R R I L v 6.This design Is furnished subject to the irritations set forth 8.Design assumes adequate drainage Is provided. I IIIIII VIII II It VIII III I III IIII IIII gj by 8.Plates shell be located on both faces of truss,and placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request. lines cdndde with joint center tines. 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 1111111 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 IC: 2x4 KDDF A18BIR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.6=(-31) 112 6.5=( 0) 18 BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. 2.3=(-183) 0 5.7=(-68) 219 5-3=( 0) 58 WEBS: 2x4 KDDF STAND 3.4=( -19) 35 3-7=(-221) 69 LOADING IC LATERAL SUPPORT <= 12.0C. UON, LL( 25.0)+0L( 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 S0.I6. (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 KDDF ( 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. ICOND. 2: Desitin checked for net(-5 pet) uplift at 24 'oc spacino.l 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' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.008' @ 2'- 4.7' Allowed = 0.170' 2-03-12 1-07-15 MAX TL CREEP DEFL = -0.019' @ 2'- 3.8' Allowed = 0.226' MAX LL DEFL = 0.000' @ 6'- 3.7' Allowed = 0.178' MAX BC PANEL TL DEFL = -0,017' @ 4'- 0.2' Allowed = 0.173' 12 MAX HORIZ, LL DEFL = -0.005' @ 6'- 3.7' 6,00" MAX HORIZ. TL DEFL = 0.010' @ 6'- 3.7' 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. M-4x6 0c Wind: 140 mph, h=20.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All esi Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=1.6, Truss designed for wind loads C in the plane of the truss only. 98m 0 7 ►au -, Q ME M-3x4 41 0 o 0 10-3x4 M-3x4 M-3x5 2-03-12 3-11-15 1-08-05 .It 1, 1, 1, 1-00 2-05-08 8-00 5-06-08 (PROVIDE FULL BEARING:Jts:2.4.71 ��n.0 PR OFe- J OB NAME : 3413-B POLYGON NW - CJ2 Scale: 0.5751 �5 ENGINtssO WARNINGS: GENERAL NOTES,unless otherwise noted: �� /47/r7 /� 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 CC' ^92 0 P E r end Warnings before construction commences. building component.AppicablOty of design parameters and proper Truss: CiJ 2 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 bracing to Insure stebily during construction 2'exc.and at 10'o.a respectively unless braced throughout their le ih by `Oar• - 4WD' DES. BY: U is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywel�C). / ' 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 atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 1)l 4, SEQ. : 6095254 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, I"' '7 ON A design loads be applied to any component. and are for"dry condition'of use. O 14, z "E- 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` fabdcation,handling, Design necessary. }}--�� ng,shipment and Installation of components. 7. ceassumes adequate drainage is provided. $'R n V�..`.. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of buss,and placed so their center BC I,copies of ch will be furnished upon Ones e with joint center Ines. IIII IIII III'IIII III I I III III I 11111111 MiTek USA,lnc./CompuTrus(Software 7.6.6(1 L)Z request. 10.9.Forrilate In inches. basic coon ectorof piate design values see ESR-1311,ESR-1988(MiTelq TPI/WTCA In EXPIRES:12/31/2015 III 111IIIII 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 IC: 2x4 KDDF IY1&BTA LOAD DURATION INCREASE = 1.15 1-2=) 0) 50 2-6=(-101) 239 6-5=( 0) 18 BC: 2x4 KDDF H1&BTR SPACED 24.0' O.C. WEBS: 2x4 KDDF STAND 3-7 (2.3=(-320) 55 5-7=(-211) 477 n 0) 64 3-4=( -50) 46 3-7=(-483) 213 LOADING TO LATERAL SUPPORT <= 12'OC. UON, 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 OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -57/ 411V -22/ 108H 5.50' 0.66 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 10.9' -111/ 118V 0/ OH 1,50' 0.19 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'• 0.0' 0/ 148V 0/ OH 5,50' 0.24 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'GOND, 2: Design checked for net(-5 psf) 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' 5-11-11 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' T f MAX 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 6.00 MAX HORIZ. LL DEFL = •0.014' @ 6'- 3.7' MAX HORIZ, TL DEFL = 0.022' @ 6'- 3.7' NOTE:Design assumes moisture content does 0not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. w 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, w Truss designed for wind loads in the plane of the truss only. 10....-11.11111111111111111111111111111.11....._ o) Addillit; emu7 t c IIo M-3x4 ►.l 3x4 C M-3x4 M-3x5 1- J. J. y 2-03-12 3-11-15 1-08-05 J. 1' y y 1-00 2-05-08 8-00 5-06-08 'PROVIDE FULL BEARING:Jts:2,4,7' JOB NAME : 3413-B POLYGON NW - CJ3 �� PROF�s Scale: 0.5251 SCJ C1 f[3�/�Y sO2 WARNINGS: GENERAL NOTES,unless otherwise noted: 4yP / /R/1 I /17 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 CC' ^✓2 4 O P E r" Truss: CJ 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 responslbi8ry of the building designer. DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.2 0.0. assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional 2'o.c.and at 10'sheathing such astively unless braced throughout their length by Po ty permanent bracing of continuous bridging such pp `r!.. - �P• DATE: 10/23/2014 the overall structure is the responsibilityof the bu Mtn designer. plywood shealhing(TC)and/or drywail(BC). / C g 9 3.Installation oors lateral pmdngrequired rwhere espective contractor. 'T7 OREGON 4/ 4.No load should be applied to any component until after all bracing and 4.InstelPation of truss is the responsibility of the respective SEQ. : 6095255 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, I* ?, ZONA�As TRANS I D: 410995 design loads be applied to any component. and are for'dry condition'of use. / q 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 14, �t1y febdcatlon,handling,shipment and Installation of components. necessary. p MFR R�.L 6.This design Is furnished subject to the irritations set forth by 7.Design nshallbe locats ed one both faceslof truss,and placed so their center I 11111 IIIII IMI III IIIII IIIII 11111 Ell MTB IANTCA SA rInc./CompuTrus BCSI,copies of ISoftwarech will be furnished 7.6.6(1 upon request. 1lines coincide with joint center lines. 0 For basic co assu mesoplate dIn esign values see ESR-131 1,ESR-1908(MITek) EXPIRES:12/31/2015 I111111111 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 TO: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.4=(0) 0 BC: 2x4 KDDF #1&BTA SPACED 24.0' 0.C. 2.3`(-127) 93 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' -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 net1•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 = 0.002' @ -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 = 0.275' @ 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' 6.0017 A 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, TCDL=4.2,BCDL=6.O, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Oir), load duration factor=l.6, 03 Truss designed for wind loads 41- in the plane of the truss only. 0 4 CO O,`" mr Of .10 q11EM. O M-3x4 y ), k 1-00 ]PROVIDE FULL BEARING; ts: 4.31 8-00 JOB NAME : 3413-B POLYGON NW - CJ7 Scale: 0.5501 \��(G�GPO�fi N �s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: kr [In]�/�� _v 4 im 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 . 'a2,O P E r and Warnings before construction commences. building component.Applicability of design parameters and properTruss: CJ 7incorporation of component Is 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 .aoa�► 3.Additional temporary bradng to Insure stabilty during construction 2'o.a and at 10'o.c,respectively unless braced throughout their lengqW by `rw.- 0v1 DES. BY: U Is the responsibility of the evader.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(eC). . Q DATE: 10/23/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON Cid SEQ. : 6095256non- corrosive No load should be appled to any component until after all bradng and 4.installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, �/' �i 2 design loads be applied to any component. end are for'dry condition'of use. 4. TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.DenesiiSSe assumes WO bearing at all supports shown.Shim or wedge If �� cp7 4 ��P fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. �`�r'1 R 1 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 .. I 11111 II II III I VIII II II VIII II 1111 IIII TPIrNlCA In SCSI,copies of which will be furnished upon request. 9.Digits indicate slzejoint of plcenter te In Inches. MITek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see E5R-1311.ESR-1988(MiTek) EXPIRES:12/31/2015 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C cl 00 TC: 2x4 KDDF NUMLOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2.8= -499)( ( 0 BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. 4013 6.3= 0) 83 WEBS: 2x4 KODF STAND; 2.3=(•492) 122 6.8=(-491) 803 6-3=( O) 83 2x4 KDDF MINA A 3-4=(•127) 105 3.8=(•805) 447 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. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REOUIRED BRG 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 KODF ( 625) Connector plate prefix designators: 8'• 0.0' -46/ 328V 0/ OH 5.50' 0.53 KOOF ( 625) Cnneco Cpa or of rdesx LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,MI8HS,M16 = MiTek MT serie= orssuTrus, Inc REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ICOND. 2: Desian checked for nett-5 psfl uplift at 24 'oc spacinp.� 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' T TT T MAX TL CREEP DEFL = -0.070' @ 2'- 4.7' Allowed = 0.472' I M-1.5x3 MAX HORIZ. LL DEFL = -0,029' @ 7'- 8.2' 12 • 5 -,r MAX HORIZ. TL DEFL = 0.036' @ 7'. 8.2' 6.00 1:7- NOTE:Design assumes moisture content does 1 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting .Aggigdll111111111 -- 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=l,6, o Truss designed for wind loads in the plane of the truss only, M-4x6 �D a ��B c 0 m o M-3x4 METE4 M7-3X4 0 M-3x4 M-3x5 > J. 3, ), 2-03-12 5-02-12 0-05-08 y y y y 1-00 2-05-08 8-00 5-06-08 R JOB NAME : 3413-B POLYGON NW - CJ8 Scale: 0.4876 �e,'��NGPN �}Q�_��/p WARNINGS: GENERAL NOTES,unless otherwise noted: ��/� �d//�I I ' �'•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 ^92 0 O P E r Truss: 0,16 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 responsibility of the building designee 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - DES. BY: LJis the responsibility of the erector.Additional permanent bradng of 2'o.c.and at 10'e.c.respectively unless braced throughout their length by Lr�, '� DATE: 10/23/2014 responsibilitybuilding g continuous sheathing such as plywood shoed where C)and/or drywalitec. the overall structure Is the of the designer. 3.2x impact bridging or lateral bradng required whershown*+ 0 Q. 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. OREGON SEQ. : 6095257 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, s°\� TRANS I D: 410995 design loads be applied to any component. 6.Design asre sumes ondition"of bearing at supports shown.Shim or wedge If �L/ � 14 5.CompuTrus has no control over and assumes no responsibility for the necessary. rip !� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �`�'1 R ��' v 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 ch lines it I VIII IIII III IIII VIII III)ill l be furnished upon MITe USA,IncIANTCA In JCompuTrus I,copies of iSoftIWare 7 6 6(1 L)-Z request. 10.For basicconnecoroplate design values see ESR-1311,ESR-1988(MITek) de with jint center Ones. 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 I'lllllllllll 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/DOF/Cq=1.00 TC: 2x4 KODF #18,8TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=) 0) 50 2- 7=(-365) 1690 7- 3=( 0) 275 BC: 2x6 WOOF #15BTR 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 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)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 TO UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 8'- 8.5' TO 14'- 8.5' V BC UNIF LL( 0.0)+DL( 40.01= 40.0 PLF 0'- 0.0' TO 14'- 8.5' V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA NOTE: 2x4 BRACING AT 24'OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE 50.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 !COND. 2: Design checked for net(-5 psf) uplift at 24 'oc soacina.I 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. '1' 1,320# , 320# '' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 M-4x6 :1A-6x6 a 6.00 Wind: 140 mph, hal5ft, TCDL=4,2,BCDL=6.0, ASCE 7.10, 4 (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. M 0 O 1,1111101.111111111 a -,O O 7 B 0 M-3x5 M-3x4 M-1.5x3 M-3x5 y ) y y 5-08-08 3-05-04 5-06-12 ; y y ), 1-00 14-08-08 1-00 0 PROF JOB NAME : 3413-B POLYGON NW - D1 scale: 0.4115 \5��aGIN �0s WARNINGS: GENERAL NOTES,unless otherwise noted: -�� /�/�� 2-s? 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual t . OPE f and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: D 1Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+, 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability dudng construction 2'o.e.end at 10'o.c.respectively unless braced throughout their len th by ,.l� 4 DES. BY: LJIs the responsibitty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). J ..• (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++ OREGON 4.No load should be appted to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. A_ SEQ. : 6095259 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L� -,74 bN A TRANS I D: 410995 design loads be applied to any component. and are for"dry condition"of use. _ Y 1 4 Z 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes fullbearing at al supports shown.Shim or wedge if Q gP. fabdcation,handling, necessary. shipment and installation of components. 7,n eeigs assumes adequate drainage Is provided. MSR R I `' 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 I/WICA in SCSI,copies of ch will be urnished upon nes ncide with joint center Ines. l Il Il II Il III 101 VIII VIII II Ill MTe USA,Inc./CompuTrus ISoftwaref 7.6.6(1L)-E request. 10.FFarribalsic connectorof platetdes values see ESR-1311,ESR-1888(Wei() EXPIRES:12/31/2015 III 11IIII 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 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 50 2-6=(-30) 6-35(0) 342 BC: 2x4 KDDF #18.11711 SPACED 24.0' 0.C. 2.3=( )745 139 6.4=(-30)-30 563 563 6-3= 0 WEBS: 2x4 KDDF STAND 3.4=(•745) 139 LOADING 4.5=( 0) 50 TC LATERAL SUPPORT co 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA OVERHANGS: 12.0' 12,0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -92/ 732V -66/ 66H 5.50' 1.17 KDDF ( 625) Connector plate prefix designators: 14'- 8.5' -92/ 732V 0/ OH 5.50' 1.17 625)'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. 'COND. 2: Desitin checked for net(-5 nsf) 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' 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 HORIZ. TL DEFL = 0.010' @ 14'- 3.0' f T '( NOTE:Design assumes moisture content does • 12 IIM 4X4 12 not exceed 19% at time of manufacture. 6.00 D Q 6.00 Design conforms to main windforce-resisting 3 4.0" system and components and cladding criteria. 1 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 1,1 in the plane of the truss only. co O C 0 c 6 M-3x4 M-1.5x3 M-3x4 * * * 7-04-04 7-04-04 * * * y 1-00 14-08-08 1-00 e. JOB NAME : 3413-B POLYGON NW - D2 Scale: 0.3990 fie,' '�....13,G e07,...OF9 'g WARNINGS: GENERAL NOTES,unless otherwise noted: �� ,�nl�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 Individual 4t' O P E Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown v. Incorporation of component is the responsibtaty of the building designer. /' 3.Additlonel temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to bo laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.e.and at 10'o.c.respectively unless braced throughout their length byf! - �® DATE: 10/23/2014 responsibilitybuilding designer. continuous sheathing such as ptywood sheathing(TC)and/or drywall(9C. the overall structure Is the res onsibili of the 3.2x Impact bridging or lateral bracing required where shown«+ Q' 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. 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, �G L�� design loads be applied to any component. and are for'dry condition'of use. /Q �� 1 4 2.0 S• 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. Is F MFR R I�-� v B.This design Is furnished subject to the[Irritations set forth by 8.PlatDesesnshall be locatedmes gone both faces of truss,and placed so their center IIIIII 11111 11111 111111111111111 VIII IIII(IIIM(TeIc USA,uInc./CompuTrus BCSI,copies of which Softwarefurnished 7.6.6(1L)-E request. 10.For basic coonnectoroplate design values see ESR-1311,ESR-19a8(MITeW lines coincide with jint center lines. 9.Digits Indicate size of plate In Inches. EXPIRES:12/31/2015 11 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF t/1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -15) 7 5.3=(-113) 168 5.2=(-207) 191 BC: 2x4 KDDF q1&BTR SPACED 24.0' O.C. 2.3=(-139) 113 WEBS: 2x4 KODF 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 <= 12'0C. 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) 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 NODE ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 NCI uplift at 24 'ox spacing.! 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 TC PANEL TL DEFL = 0.133' @ 3'- 3.6' Allowed = 0.596' - 1' 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. Desi1 efcomponentsand n conforms to ln lcladdingr criteria. system and 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, a Truss designed for wind loads a 0 in the plane of the truss only. 0 m m o y 4 10 5►- o M-1.5x3 M-3x4 1, J, y 0-05-12 6-00-04 * y b 6-06 1-00 Q,E0 PR QFp JOB NAME : 3413-B POLYGON NW - D3 5�� G)" s% Scale: 0,5390 4� /0/4I/ 1 WARNINGS: GENERAL NOTES,unless otherwise noted: SP E 9t 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 Truss: D3 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. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1a�. DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ys ®a°1' Po ty continuous sheathing such as plywood sheathing(TC)and/ordrywelLaC). �;(_ DATE: 10/23/2014 the overall structure Is the responsibinty of 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 alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. T SEQ. : 6095261 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, L.. 'if l- 1 4 n().. ..1... �� design loads be applied to any component and are for*dry condition'of use. 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 6�. fabrication,handling,shipment and Installation of components. necegsary. p np r� 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be locatassumes ed on both faate ces s of truss,and placed so their centerI �`n'AIR ` � 11111 II I III II II I II VIII VIII 111111 TPIMTCA In most,copies of which will be furnished upon request. Digit coincide with joint aIn inches 9.Digits Indicate size of plate to Inches. MITekUSA,Inc./CompuTrusSottware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(dlTek) EXPIRES:12/3112015 • 1111111 11 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 R18BTR LOAD DURATION INCREASE = 1.15 50 BC: 2x4 HOOF #16BTA SPACED 24.0' O.C. 2.3=(-42) 40 2-4=(0) 0 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12.00. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -53/ 297V -6/ 43H 5.50' 0.47 KDDF ( 625) Connector plate prefix designators: 1'- 10.9' -93/ 86V 0/ OH 1.50' 0.14 KOOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50' 0.08 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IBC 2012 NOT BEING MET, ICOND, 2: DesiOn checked for net(-5 oaf) uplift at 24 'oc spacino.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=I/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' T f 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 MAX HORIZ. LL DEFL = -0.000' @ 1'. 10.9' MAX HORIZ. Tl DEFL = 0.000' @ 1'- 10.9' NOTE:Design assumes moisture content does I 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, MWFAS(Dir), load duration factor=l.6, Truss designed for wind loads 0 T in the plane of the truss only. 0 m 0,- 4 ffil 0 0 2iEMON ►14 M-3x4 y 1-00 y [PROVIDE FULL BEARING:Jts:2.3,41 6-00 JOB NAME : 3413-B POLYGON NW - DJ1 ��, � PR°F�s Scale: 0.6954 G 4,p sv0* WARNINGS: GENERAL NOTES,unless otherwise noted: 4 (n]rfG�tI7, -j1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is loran Individual ;92,O P E Truss: DJ 1 and Warnings before construction commences. building component.Applicability of design parameters end proper // 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component is the responsibifty of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Desitin assumes the top end bottom choMs to be latarelly braced et DES. B Y: LJ is the responsibility of the erector.Additional2'o.c.and at 10'o.c.respectively unless braced throughout their length by �_� po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or d �wr�` the overall structure Is the responsibility of the buildingdesigner. rywall(BC). DATE: 10/23/2014 p ty e 3.2x Impact bridging or lateral bracing required where shown++ Q 4.No load should be sealed to any component until alter an bracing and 4.Installation of truss is the responsibility of the respective contractor. -7G, ,��OREGON��CC/ SEQ. : 6095262 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: 410995 design loads be applied to any component. and are for"dry condition'of use. Q 1 4 p P 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. /� �R'��.vie 6.This design Is furnished subject to the Irritations set forth e.Design assumes adequate drainage Is provided. III VIII VIII VIII VIII VIII VIII IIII IIII 9 Jby 6.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request, lines coincide with Joint center tines. 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 sea ESR-1311.ESR-1989(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 H18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF N18BTA SPACED 24.0' O.C. 2-3=(-65) 48 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 BAG REQUIRED BAG 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 KOOF ( 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 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 osfl uplift at 24 'oc soacina.I 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 LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.078' 3-11-11 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 MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9' 6.00 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=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 o in the plane of the truss only. N cm O{- 4 IN of 1OMEN ►�4 M-3x4 * * 1, 1-00 'PROVIDE FULL BEARING:Jts:2.3,41 6-00 �� 0 P R OFess JOB NAME : 3413-B POLYGON NW - DJ2 5 GIN Scale: 0,6329 \ �, /�M,pr WARNINGS: GENERAL.NOTES,unless otherwise noted: � /O/�� /f 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 CC. ^92$$P E r Truss: DJ 2 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 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 .4:40131P DES. BY: LU Is the res neibtG of the erector.Additionalpermanent bred of 2'o.c.and at 10'o.e.respectively unless braced throughout their lenggth by �ln Po H ng continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4 CC 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. 7L _ Nb` �41 SEQ. : 6095263 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, ,f y 14 0 design loads be applied to any component. and are for"dryfullbecondition"of use. Z A. 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, necessary. MFR R I1r`' shipment and Installation of components. 7.Design assumes adequate drainage Is provided. e.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 II IIII1 II ill I II III VIII II 11111 TPIIWTCA In SCSI,copies of which will be furnished upon request. lines colndawith Joan Ines. 9.Digits Indicate size off pplatete to Inches.inches. MITek USA,Inc./Comp-1m Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) EXPIRES:12/31/2015 • Dill 111111 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 KDDF @16BTR SPACED 24.0' O.C. 2.3=(-97) 47 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 BAG 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' -46/ 402V .20/ 99H 5.50' 0.64 KDDF ( 625) 5'- 9.2' 0/ 74V 0/ OH 5.50' 0.12 KDDF ( 625) Connector plate prefix designators: LL a 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,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 oft 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' 5-11-11f MAX IC 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' 6.00E2". NOTE:Design assumes moisture content does 3 -, not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 0 system and components and cladding criteria, I 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 ea m 0 4 BR0 0 E4 4► M-3x4 J, y y 1-00 !PROVIDE FULL BEARING:Jts:2,4,31 6-00 JOB NAME : 3413-B POLYGON NW - DJ3 <0'.0 PROFess Scale: 0.5817 �\� �n/�I�l i /O� WARNINGS: GENERAL NOTES,unless otherwise noted: �, ��iii p I" 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 ^92 S O t-E Truss: DJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper //J 2.2x4 compression web bradng 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. B Y: LJ2'o.c,and at 10'o.c.respectively unless braced throughout their length by ` �� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). , r 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++ ill rt 4.No load should be espied to any component until after all bracing 'j>'and 4.Installation of truss is the responsidilty of the respective contractor. OREGON�� 44/ SEQ. : 6095264fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, 4- � TRANS I D: 410995 design loads be applied to any component. and are for"dry condition"of use. 6. f 20 -� 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if Q 14 Q` nfabrication,handling,shipment and installation of components. Designecessary. /�n v. 7. latesassumes adequate o ne both drainage is provided.ssa. CC R R �.. 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 ch s coincide with I IIIIII VIII VIII 11111 111 IIID VIII lIII lIII MTITek USA,Inc./CompuTrus ISoftw a 7.6.6(1 L)E request. e basic connector rplate design values see ESR-1311,ESR-1988(MITeW e.Digits indicate size of plate in Inches. 10.FoEXPIRES:12/31/2015 IIIIIIIIIIIIII 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 qt&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' D.C. 2-3=(-111) 93 3.4=( -77) 29 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0' 0,0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.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 KDDF ( 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 ICON. 2: Design checked for net(-5 of) uplift at 24 'oc spacin0.1 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 .-,i MAX TC PANEL LL DEFL = 0.038' @ 2'- 9.3' Allowed = 0.397' 6.0017' 0 MAX TC PANEL TL DEFL = -0.049' @ 2'- 11.9' Allowed = 0.596' MAX HORIZ. LL DEFL = -0.001' @ 5'- 11.2' 3 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. cst 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, o; Truss designed for wind loads in the plane of the truss only. w o 41 Alla 0 M-3x4 .1 y y y 1-00 6-00 1-03-03 (PROVIDE FULL BEARING:Jts:2.5.3,41 �0,- P R OFFsrS JOB NAME: 3413-B POLYGON NW - DJ4 Scale: 0.5883 \5 GI" /oA- WARNINGS: GENERAL NOTES,unless otherwise noted: 4, I��nnnn�ff�� -v9' 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 CC' -^ ,P E r Truss: DJ 4 and Warnings before construction commences. building component. P plicab lity of design pa meters and proper 2.2x4 compression web bredng must be Installed where shown+, Incoration of corn component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Desitin assumes the tap end bottom chords to be laterally braced at '�.. , DES. BY: LJ is the res nstbm of the erector.Additionalpermanent brad of 2'o.c.and at 10'o.c.respecsuch Uvey unless braced throughout their lengQth by Po y ng continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). (r DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ 4.No load should be applied to any component until after allbracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ]k �� SEQ. : 6095265 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, -.7" y '� design loads be applied to any component and are for'dry condition'of use. Q 1.4 ?...o t>.. TRANS I D: 410995 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes hull bearing at all supports shown.Shim or wedge If necessary. �y R f V fabrication,handA ng,shipment and Installation of components. 7.Design assumes adequate drainage Is rovided. r'1 R 1- 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 - - VIII I III VIII II II I I I VIII III(III(III TPIMrICA in SCSI,copies of which will famished upon request. indicate with joint ate In Ines. 9.Digitscoincide size of plate to Inches. MiTekUSA,Inc.ICompuTrusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(diTek) EXPIRES:12/31/2015 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 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 50 2.4= BC: 2x4 KDDF q1&BTR SPACED 24.0' O.C. 2-30)0) 61( 0) 0 TC LATERAL SUPPORT <a 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12.0C. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG 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' -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 KDDF ( 625) C,CN,CIB,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. (GOND. 2: Desitin checked for net(-5 gsf) 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 = 0.002' @ 1'- 0.0' Allowed= 0.097' MAX TC PANEL TL DEFL = -0.005' @ 1'. 1.5' Allowed = 0.145' MAX BC PANEL LL DEFL = 0.011' @ 3'. 6.6' Allowed = 0.350' MAX BC PANEL TL DEFL a -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' NOTE:Design assumes moisture content does not exceed 19% 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,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 3 in the plane of the truss only. <I- c) co r 0 4 - rp o ,..=" -J ><4 -, M-3x4 1- * * 1-00 (PROVIDE FULL BEARING:Jts:2.3.41 8-00 JOB NAME : 3413-B POLYGON NW - J1 Scale: 0.6001 �e,��NGIN OFFs`p/p WARNINGS: GENERAL NOTES,unless otherwise noted: �� 92 s 2'9c -. 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 CC' S P E Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by `� ®' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood shoed TC)and/or drywall(BC). / r e 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 rippled to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON. SEQ. : 6095267 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, /... Ix design loads be applied to any component. and are for"dry condition'of use. / �q y 2O�` -L�� TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hill bearing at all supports shown.Shim or wedge if O 14 e, fabrication,handling,shipment and installation of components. Dnesign assumes sscessary. p /� R R V 1. 6.This design is furnished subject to the Irritations set forth by B.Design nshalt be locateduon both faces of truss,end placed so their center IIIIII VIII VIII(III)VIII VIII VIII(III(IIITPIANTCA In BCSI,copies of which will be furnished upon requestlines coincide with joint center lines. Di 9.Digits indicate size of platete Inches. nches. MITek USA,Inc./CompuTrus Software 7.6.6(IL)•E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 IilililIIIIIl1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 50 2-4=(0) 0 BC: 2x4 KODF Al&BTR SPACED 24.0' O.C. 2.3=(•59) 61 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' -43/ 357V -14/ 77H 5.50' 0.57 HOOF ( 625) 3'- 10.9' -149/ 139V 0/ OH 1.50' 0.22 HOOF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'• 0.0' 0/ 70V 0/ OH 5.50' 0.11 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacino.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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), ,iii load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 N f+) O' V' cr W �a -, 0 �� M-3x4 3. b y 1-00 'PROVIDE FULL BEARING:Jts:2.3.4I 8-00 -<< O PR OFess JOB NAME : 3413-B POLYGON NW - J2 5 �Aal � Scale: 0.6001 ! 0 WARNINGS: GENERAL NOTES,unless otherwise noted: kJ v I1 / -vim 1.Bulkier 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 >92 1 0P.E ti' end Warnings before construction commences. building component.Applicability of design parameters end proper Truss: J 2Incorporation of component Is the responsibibty 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 construction2'o.c.end el 10'o.a.respectively unless braced throughout(heir length by pr!.,- DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ord ywall(BC). [C DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I,, 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 W SEQ. : 6095268 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, LA 4n' 7 4, 20\�� design loads be applied to any component end aro for"dry condition"of use. {� TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at e8 supports shown.Shim or wedge if f fabrication,handling,shipment and installation of components. necessary.g 9 P� P 7.Design assumes adequate drainage Is provided. : FR R I L�- 6.This design is furnished subject to the inflations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPIMfI CA In SCSI,copies of which will be furnished upon request. Digs cInddde with joint centerinches 9.toes 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) EXPI RES:12/31/2015 1E1 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 IC: 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' 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) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) B'- 0,0' 0/ 82V 0/ OH 5.50' 0.13 KDDF ( 625) 5'- 10.9' •125/ 170V 0/ OH 1.50' 0.27 KDOF ( 625) CnncoCp8 (or no prefix) = ormpuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL AEQUTAEMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONO. 2: Design checked for net(-5 psi) 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 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' MAX BC PANEL TL DEFL = -0.149' @ 4'- 1.4' Allowed = 0.467' 12 MAX HORIZ. LL DEFL = -0.000' @ 5'- 10.9' 6.0017 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, ✓ Truss designed for wind loads O in the plane of the truss only. m co o,... v rill o/- 0 .1 �4 M-3x4 y y 1-00 (PROVIDE FULL BEARING:Jts:2.3.4( 8-00 JOB NAME : 3413-B POLYGON NW - J3 „��'�° PROFS Scale: 0.5751 \ !NG'I/eN'/Cy/�ry,,pj `rip WARNINGS: GENERAL NOTES,unless otherwise noted: �Lr v tl��r/f'"lll! 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• ;92.0 P E �r 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 responslbiCty of the building designer. 3.Additional temporary bracing to insure atebiGty during construction 2.Design assumes the top and bottom chords to be laterally braced at / DES. BY: LJ Is the responsibility of the erector.Additional2•o.0.end at 10•o.c.respectively unless braced throughout their length by �� po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywaliiC). „,....444,7: 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 SEQ. : 60952694.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: fasteners are complete and at no Mme should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, L. 2J Z \ t�r�� design loads be applied to any component. and are for'dry condition'of use. . 9'y Q r 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 O 14, fabdcatton,handling,shipment eed Installation of components. necessary' provided. /y R R`��. 6.This design Is furnished subject to the Irritations set forth by 8.Plates shaall be locaumes adequate egd on both fecesi of , d placed so their center +1 IIIIIIIIIIIVI1IIIIIV11IIIIIVIIIIIIIIIII TPIIWTCA In BCSI,copies of which will be furnished upon request. tines coincide with joint center Cries. 9.Digits indicate size of plate In Inches. MiTek USA, nciCompuTrus Software 7.6.6(1 L)-E 10.For bosic connector plate design values see ESR-131 1,ESR-1 see v4ITek) EXPIRES:12/31/2015 IIIIIIIIII'II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF @18BTA LOAD DURATION INCREASE = 1.15 1.2=) 0) 50 2.4=(0) 0 BC: 2x4 KDDF //IOTA SPACED 24.0' O.C. 2-3=(-127) 92 IC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX 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,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 osf) uplift at 24 'oc spacina.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 IC 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' 1' MAX HORIZ. LL DEFL = -0.001' @ 7'- 10.9' -, MAX HORIZ. TL DEFL = -0.001' @ 7'- 10.9' 12 6,00q 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, 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 d. in the plane of the truss only. 0 4 co O' 4 O 4�� O M-3x4 y J, 3, 1-00 (PROVIDE FULL BEARING:Uts:2.4.3( 8-00 ��c,0 PROFes JOB NAME: 3413-B POLYGON NW - J4 Scale: 0.5376 \`'a NG(Ngq an GENERAL NOTES,unless otherwise noted: �� (/(]]�rr/��j 9 WARNINGS: -� ;92.i P E f 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 - Truss: J 4 and Warnings before construction commences. building component.Applicabitty of design parameters and proper 2.2u4 compression web bredng must be instated where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure sladity during construction 2.Design assumes the top and bottom chords to be laterally braced at ! ._ DES. BY: LJ is the responsibility oilhe erector.Additionalpermanent bracingof 2'o.o.and at 10'o.c.respectively unless braced throughout their lenggth by `fes po ily continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). d DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ -9L OREGON A.SEQ. : 6095270 4.Na load should be applied 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 trusses are to be used Ina non-corrosive environment, y 2 design loads be applied to any component, end are for"dry condition"of use. TRANS I D: 410 995 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 144 2.0 ...v. fabrication,handing,shipment and Installation of components. 7.Design necessary.assumes adequate drainage is provided. `R H y 5.`' 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,copies of IIIIII 11111 11111(III II I III 111111111111 MTe USA,lnCIANTCA in S/CO PuTrus which Softtware 7.6.6(1 L)E request. 0lines colndde with joint center lines. .For bits aste cot ector plate design valate In ues see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 11 111 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 916BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2.5=(0) 0 BC: 2x4 KDDF 91&BTR SPACED 24.0' O.C. 2-3=(-150) 126 3-41 -99) 37 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG 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 ODE ( 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 osf) 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 6.0017 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 1' system and components and cladding criteria. 0 Wind: 140 mph, h=21.7ft, 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. to 0 o OMI o5 r► -/ 0 I- M-3x4 1' i. y y 1-00 8-00 IPROVIDE FULL BEARING:Jts:2.5,3,41 1-11-11 JOB NAME : 3413-B POLYGON NW - J5 ��,Ea PROEMS Scale: 0,4665 ��j lNralN s�Q WARNINGS: GENERAL NOTES,unless otherwise noted: 45) v/0/"I �'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 4. -19 j0 P E 1-- Truss: J5 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 la 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.c.and at 10'e.c.respectively unless braced throughout their length by ` 4�� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / r t: DATE: 10/23/2014 the overall structure is the responsibility 011ie building designer. 3.2x Impact bridging or lateral bracing required whore shown++ ail rt �1 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. 'V A"OREGON 4/ S E Q trusses are to be used in a non-corrosive environment, G- -! f\ A. design loads be applied to any component. end are for"dry condition'of use. /O '9/' 7 4, 2° A-k- TRAN S 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 end installation of components. Design assumesessary. provided. �nnR R I\.. 7.Plates cated e othi fac a isus,u ` ". IIIIII IIIA VIII(IIII VIII VIII(IIII IIII IIII 6.This design Is furnished es gi to the limitations sot forth upo by e.Plates shall located on both!sees o truss,end placed so their center TPINVTCA In SCSI,capias of which will be furnished upon request. lines coincide with joint center Fnes. 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 IIIIIIIIIIIIII 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 618BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF A18BTR SPACED 24.0' O.C. 2-3=(-191) 128 3-4=( .90) 38 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 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,M20HS,M18HS,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 10PSF LIVE LOAD. TOP !COND. 2: Design checked for net(.5 psf) uplift at 24 'oc spacing,) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, 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 = 0.147' @ 4'• 5.8' Allowed = 0.546' MAX TO PANEL TL DEFL = -0.202' @ 3'- 10,9' Allowed = 0.820' -1 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(712 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), 0 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v 0 Co C., o lig 5- M-3x4 y y ). 1, 1-00 8-00 !PROVIDE FULL BEARING:Jts:2,5.3.4I 3-11-11 �� 03 PR QFeS. JOB NAME : 3413-B POLYGON NW - J6 Scale: 0.4161 �� lNGIN WARNINGS: GENERAL NOTES,unless otherwise noted: � 47 � v I�I�I "71.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 ti` and Warnings before construction commences. building component.Applicability of design parameters end proper `Truss: J 6Incorporation of component is the responsibility of the building designer. / �� 2.2n4 compression web bredng 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'o.c.and at 10'0.0.respectively unless braced throughout their lengqth by �.1 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(_C). „.....411/44!- IS CC DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bradng required where shown++ OREGON b 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. �• SEQ. : 6095272 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G. y 20\ A. design loads be applied to any component and are for'dry condition'of use. O 14 4 TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at as supports shown.Shim or wedge if necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. MF �� R R 1I.\- 6.This design Is furnished subject to the imitations set forth by 6.Plates shall be located on both faces of truss,end placed so their center I I I II IIII I(III)VIII III(('III(III Ill TPInnrtCA in SCSI,copies of which will be furnished upon request. 9.(Digits indicate size plate inrinches. MiTek USA. Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 EXPIRES:12/31/2015 IIIIII IIIIIII , 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 , IC: 2x4 KDDF AISBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-50) 15 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' -68/ 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 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 1OPSF 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' 1' T 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 I7 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 Nr c 0 co o,F- 0 0 Iii o� 21110,-- 1.1.14►�1 - M-3x4 y y y 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3) JOB NAME : 3413-B POLYGON NW - SJ1 �('R °v- 04- JOB Scale: 0.7112 �� (G�/�I �A 15�02 WARNINGS: GENERAL NOTES,unless othendsenoted: ��]]] �7� 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' ^9 G,11P E r Truss• SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper `/ ' 2.2z4 compression web bracing must be intoned 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 pandec bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by //� �� Po h' continuous sheathing such as plywood sheathing(TC)dwhen and/or drywall(BC). DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2z 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 responsibility of the respective contractor. -f7 A_OREGON Q/ SEQ. : 6095273 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, L. 'tit O'��` ^. design Toads be applied to any component. and are for"dry condition'of use. 4/ }' 1.4, 2 `k- TRAN S I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full booting et all supports shown.Shim or wedge if Q fabrication,handling,shipment end installation of components. necessary.Design MF V- 7. latesassumes adequate odrainage s o provided., Crl R{ 6.This design Is furnished subject to the irritations set forth by 6.Plates shall be located on both faces otruss,and placed so their center IIIIIII IIID IIID VIII VIII VIII VIII IIII IIII TPIMfTCA In BCSI,copies of which will be furnished upon request lines coincide with Joint center lines. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.9.Digits dsize of plate In inches. For basic connector plate design values see ESR-1311,ESR-1988(Web) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 TO: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 1.2=(-28) 22 1.3=(0) 0 BC: 2x4 KDDF H18BTR SPACED 24.0' O.C. TC LATERAL SUPPORT <= 12'0C. UON, LOADING BEARING MAX VERT MAX HORZ BRG 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,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 osfl uplift at 24 'oc soacino.1 1-11-11 ,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 10PSF LIVE LOAD. TOP MAX TO PANEL IL DEFL = -0.001" @ 1'- 2.2' Allowed = 0.145' 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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=19.7ft, TCDLe4,2,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. '' Cr 2'- Ili0 0o -/ o` l►Z1 3►� M-3x4 ; y 2-00 'PROVIDE FULL BEAAING:Jts:1,3.21 ' o. `�Q`cp P R QFe JOB NAME : 3413-6 POLYGON NW - SJ 1 X Scale: 0.7693 <5 ��GIN o WARNINGS: GENERAL NOTES,unless otherwise noted: .. -7 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 ^(926 92.1 P E 1! Truss: SJ 1 X and Warnings before construction commences. build component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Inco ration of component Is the res onsibii of the buildingdesigner. 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at ®�.. DES. BY: LJ Is the responsibility of the erector.Additional permanent breci o1 2'o,e.and at 10'o.e.respectively unless braced throughout their length by /p,,- po ly P n9 continuous sheathing such as plywood sheatNng(TC)and/or drywali(BC). �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++ - �L QREGON� w/ C n 4.No load should be appied to any component until ater all bracing and 4.Installation of truss Is the responsibility of the respective contractor. S E Q. : 6095274 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, / ,/y 20 A'E" design loads be applied to any component. and are for"dry condition"of use. �}_. i.4 A TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes tui bearing at ail supports shown.Shim or wedge If d` necessary. r n 11 V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. R`L�. 6.This design Is furnished subject to the imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIIII II II Ii II II 11101(III III 1111 101 TPIANTCA In BCSI,copies of which will be furnished upon request. 9 'Digitcoincide s indicate size joint of plate inrInches. 10. M(Tek USA,Inc./CompuTrus Software 7.6.8(1L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 'III I IIIIIII 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 N16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2.4=(0) 0 BC: 2x4 ODE N18,BTR SPACED 24.0' 0.C. 2-3=(-69) 30 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 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' •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 KODF ( 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 psfl uplift at 24 'oc spacing,' 6.00 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 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' 0 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, o (All Heights), Enclosed, Cat.2, Exp.B, UWFRS(Dir), cm load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. ro,- o v c, 111 C/- 211E:34 410.02§4 M-3x4 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4.3I JOB NAME : 3413-B POLYGON NW - SJ2 Scale: 0.8279 ,<e." ss OFFss/O WARNINGS: GENERAL NOTES,unless otherwise noted: "�n/�� 9 SJ2 rf 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 C' ,P E 1.-- Truss: � Truss: SJ 2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.284 compression web bracing must be Installed where shown+. Incorporation of component Is the responslbmty of the building designer. 3.Additional temporary bracing to Insure stebitty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2's.c.and al 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/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 ��"" 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 4c/ SEQ. : 6095275 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, G� �i,91, �N� design loads be applied to any component and are for"dry condition'of use. Q. 14, Q 'k- TRANS I D: 410995 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge 11 �R` fabrication,handling, necessary. p shipment and Installation of components. 7.Design assumes adequate drainage is provided. rl R 10- 6.This design Is furnished subject to the 8mnations set forth by 8.Plates shall be located on both laces of truss,and placed so their center 111111111111111111 TPIMlTCA In SCSI,copies of which will be furnished upon request. Ones coincide with joint center Ones. 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 1111111111111 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-64) 30 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. TC LATERAL SUPPORT <= 12'OC. VON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -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 6.00 3'- 11.7' -46/ 96V 0/ OH 1.50' 0.15 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Desisn checked for net(-5 psf) uplift at 24 'oc spacino.I 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 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=l.6, Truss designed for wind loads v in the plane of the truss only. 0 N Lha O Cr 0 O 111 ofiililigl_ 3111- 1111 -1 M-3x4 y y y 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:1,3,21 F,t O PR Q/ , JOB NAME: 3413-B POLYGON NW - SJ 2X Scale: 0.9160 �5 tNGI" /0 WARNINGS: GENERAL NOTES,unless otherwise noted: �� YO/R/ 2 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 ^A 210IP E ��' c+ X and Warnings before construction commences. building component.Applicability of design parameters and proper 4101,, .../ </ Truss: SJ 2X incorporation of component is the responsibllty 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 stabllty during construction 2'o.c.and at 15'cc.respectively unless breeed throughout their le th by `mar!. de DES. BY: J Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywallC). '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+s OREGON �(/ 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. -7` ,tJ: .. �� SEQ. : 6095276 fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used In a noncorrosive environment, '.0 ,9, 14 2O 4 design loads be applied to any component and arefor'dry condition'of use. A TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Dnesignassumes full bearing at all supports shown.Shim or wedge If �` fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 'SR R V1.A= 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 II I IIID 11111 I I I IIID VIII III)IIIITPUWTCA In SCSI,copies of which will be furnished upon request. Digs edicae with joint centernche. 9.Digits Indicate size of plateteIInches. MiTek USA,Inc./CompuTfus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 VIII I (III 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 #18BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 50 2-4= BC: 2x4 KDOF #1&BTR SPACED 24.0' O.C. 2-3=(•10247 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 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) Connector late prefix designators: 1'- 9.2' •46/ 152V 0/ OH 5.50' 0.24 KDDF ( 625) Connecto Cpa (or no prefix) LL = 25 PSF Ground Snow (Pg) 5'- 11.7' -68/ 144V 0/ OH 1.50' 0.23 KDOF ( 625) = CompuTrus, Inc M,M20HS,U18HS,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 net(-5 psfi uplift at 24 'on 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' 12 6.00 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 = 0.003' @ 1'- 0.1' Allowed = 0.050' MAX BC PANEL TL DEFL = -0.004' @ 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, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp,B, )WFRS(Dir), CO load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M Of O Iti o/- 2iErall 41*72:4 'i M-3x4 ). y y y 1-00 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:2,4.31 �,g,,0 PR pFFs JOB NAME : 3413-B POLYGON NW - SJ3 �,- Gityfifi s' Scale: 0.6611 ��%��ll'l Q� WARNINGS: GENERAL NOTES,unless otherwise noted: //7' 17 1.Builder and erection contractor should bo advised of all General Notes 1.This design Is basad only upon the parameters shown end Is for an Individual CC. ;92.OP E Truss: SJ 3 and Warnings before construction commences. building component.Applicability or design parameters end proper 2.2x4 compression web bradng must bo installed where shown+. Incorporation of component Is the responsiblity of the building designer. /� 3.Additional temporary bracing to Insure stebiity 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 `�r d/�a Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rMO! DATE: 10/23/201 4 the overall structure Is the responsibility of the building designer. 3.2x Impact bddging or lateral bracing required where shown++ Q 4.No load should be appaed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '7 OREGON. Ix 4(/ SEQ. : 6095277 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 As design loads be applied to any component. and are for"dry condition'of use. / y 20� �. TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If Q 14, tZ fabrication,handling,shipment and installation of components. necessary. MFR R I I. 6.This design Is furnished subject to the imitations set forth a,Design assumes adequateatedodrainage Is f provided., 111111111111111110.g 1 by 9.Plates shall be located on both laces of truss,and placed so their center TPINJTCA In SCSI,copies of which win be furnished upon request. Anes coincide with joint center Ines. • �� - 9.Digits Indicate size of plate In Inches, M)Tek USA,Inc./CompuTrus Software 7.6.6(1 L)•E For basic connector plate design values see ESR-1311.ESR-1998(MITek) EXPIRES:12/31/2015