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Plans (28) X CONFORMS TO DESIGN CONCEPT „ At sr-x)14 - oos For / 3 y(L sv S4.7 4e � 0 REWSONS NOf D�GN ODfICEPr WNH ® CONFORMS TO DESIGN CONCEPT 0 NON-CONFORMING—REVISE 8RESUBMIT FEB- 0 CONFORMS TO DESIGN CONCEPT WITH Ti.i.= .,:34W14WPrn,�iw4414W.. � ® 0 2U IU 40'-0' REVISIONS AS S OWN 'Alio ef5.11 1:0CU'i 4#Y Ria ^A(5 .Ui r:GEL i.e `.. E OFiP.F eaa^.Fxw SEE-Of G NON-CONFORMI G-REVISE AND RESUBMIT ,C$P:.,V', uMS.(AVM v_r .c:s.:- a•v x:rt _.. .. _.. '�p �„ .I, R,. r, By Alexis Fukul Dae 9/22/14 _. 'i A i'...-6- 6i...,'? L Y TIES SHOP OF.AiII I LASS BEE! REVISED FOR GEIFtROL OW-CRIME M I L B R AN DT ARCHITECTS L !li�-iu . 4 q r51'/I I R WITH THE DESIGN CONCEPT ' Y AfyGF$NOT RELIEVE THE FABRICATOR.)''VEN:OR OF RESPGISIB. R.COHFC?Ni.4'.E KITH THE CR1 t'� DESIGN DQA1RS � SPECIFICATIONS ALL OF MICH PAVE PRIORITY '—Ci1 OVER TH?'�'.1P,'e INC, CONTRACTOR SHALL VEIFf ALL DR.I:NSIONS. (0341-4) By: T. '• Date:Septeeber 19.2014 E CT EN ER IG .TN(') ___r__,_ 1 �� CJ2 // CJ3 CJ4 I. NIN / air 1.4 CJ5 CJ6C I . 6:12 8 !+ ,4____/ an wl AP” CJ8 CJS - • CJ .l -, N. _ X110 CJ ' NIX, AII g. § G 11, CJ cJL. r Cy% s. -- = We a Mr Q L. s \--lk 0 12 CJ8 11' I _ ' 12 6 \ — C,I - _ , 10:1, _ 1 15 (3) CJ ,I �. o1611826•2 : • CJ16 Al ) 5ijirrA. IN .l■ � -.-.-1 ,;r-,-"n• - _ 2 IV 4 ' ,. N v N I 1p M or 2 a d a1A GARAGE11'-8' 11=T 112' - 40'-0' 'ij Ci Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 O� ONDPLACEMENT CALCULATIONS AN PROJECT TITLE REVISION-1: DRRAAWINGS ORALLUCTURAL FURTHER / INFORMATION.BUILDING 5-DDESINFRA N RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5 / D-D CHECKED BY: DE RECORDRGIEWENAPPROFTO T` US S REVIEW_ANDINEERO F OF ,Bli COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ,t 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. ®CONFORMS TODESIGN CONCEPT ® CONFORMS TO DESIGN CONCEPT o OUTOOR:TO DESIGN CONCEPT WITH ❑NON-CONFORAING-REVISE ItRESUBMIT El CONFORMS TO DESIGN CONCEPT WITH P..e,,,,CV;, .Sa,".r.,. 9 OAS,.ISSieM,. X1-0" REVISIONS AS SHOWN 'WIN FES01 tKE O. A WES HOT MS. T. E°.".'' "'"ISMS°" "'""""""-" NON-CONFORMING-REVISE AND RESUBMIT „liFxP,:...:,,: Ty Med.FAR' Dae 9/22/14 THIS SHOP CHASING HAS KEN REVIEWED FOP.GENERAL CONFORLMACE M I I B R A N U T ARCHITECTS WITH THE DESIGN CONCEPT ONLY AHD DOES NOT RELIEVE THE .— T—-- N FABRICATOR/VE*OR OF RDOPONSIBILIiY FOR CONFORMANCE WIN THE DESTGKIAWIl S MT SPECIFI ONS ALL OF WHICH HAVE PRIORITY f:, CO CC/) OVER 71S3 SHOP-IRA%IItr. rjT1CFACTOR SHALL VERIFY ALL DILENSIOIIS. �j V 0 i co dd' aton \ Date:Septeaber 19,2014 T : EER/ G INC � � � I cJ1 1I • 1 C.11 CJ2 1� fir/ /�.�.0._---c.l2c CJ3 , �/ 'I_II _ _CJ3C CJ4 _ _ N I _Ar' -- —Ca tc CJs —� _ s 12 v ( /. •rir —CJ6C gr CJ7 U / i / ,( _II / .- —CJ7C CJ8 __ — _ C.18 = CJ9 __ I �. _ CJ9 v —. CJ10 CJ10 __ —. M CJ11AM. CJ11 9 `� MEM- _ ° CJ10 szr _- CJ10 4 ►r N co v CJ9 . _x x ._ v v — CJ9 v C.18 _ of - o _ 10:1/ • ' chi CJ7 C.16 10 12 6.12 C.15 .---, 1 , , , . C,112 J5C,112 (5) . _ CJ 13 CJ15 ( 1 10:1' ' , ' CJ14 01116 HGU526 4 Elii1 HGU326.2 CJ17 in 10:12 NAL" A.. . II�iYfii�i\ .- I e !PO�''`�. �� , ._— . — ..��. -II,Pt 0 12 _ ASJ1 ¢ r ��1 e— wHI-141 -11(1/2. . \ PI- E m m m �7 GARAGE LEFT I 191-8 1/2" 11'-71/2° i 111-8° BERING WALL 401-0" ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFEiR TO POLYGON NW 03/31/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT,5 REVISION-1: DRAWINGS INFORMATION. RABU BUILDING FURTHER Pacd INFORMATION.BUILDING PLAN 5-D COFFER RESPONSIBLE EN FOR Nr ALL RECORD PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO 5 , D-D CHECKED BY: REVIEW AND APPROVE OF ALL & TR US COMPANY 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. MiTek USA, Inc. ! CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design,values see ESR-1311,ESR-1988(MiTek). 4 .. 10 41 '111 r',, CSR`r.,i1 e ► r s'' 't c? ,� ' i043 'dye. Y'26,i DC.) �� D IST ';r /0A,1 J C,AAS • „/��x t3 f°1111/, EXPIRES 61301155 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-07.08 HIP SETBACK 2-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR 11-07-08 GIRDER SUPPORTING 43-09-00 FROM 7.00.00 TO 11-04-08 1- 2=( 0) 72 2- 9=( •598) 2906 9- 3=( -572) 2674 13- 7a(-974) 4430 BC: 2x6 KDDF #1GBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4068) 864 9.10=(-1382) 6446 9- 4=(•4418) 994 WEBS: 2x4 KDDF STAND 3- 4=(-2906) 618 10-11=(-2326) 10538 4.10=( -552) 2538 LOADING 4- 5=(-6996) 1538 11.12=(•2326) 10538 10- 5=(-4306) 998 TC LATERAL SUPPORT <= 12'OC. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=(-9246) 2080 12-13=(•1910) 8634 11. 5=( -718) 3206 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 2'- 0.0' V 6- 7=(-4800) 1090 13- 8=(-1054) 4800 5.12=(-2114) 342 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 2'- 0.0' TO 9'- 7.5' V 7. 8=(-6686) 1490 12- 6=( •612) 2824 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 7.5' TO 11'- 7.5' V 6•13=(-4768) 1062 NOTE: 2x4 BRACING AT 24'OC UON. FOR BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0' TO 11'- 7.5' V ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 7'- 0.0' TO 11'- 4.5' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 2'• 0.0' 0'- 0.0' -682/ 3075V -34/ 41H 5.50' 4.92 KDDF ( 625) OVERHANGS: 12.0' 0.0' TC CONC LL( 16,7)+DL( 4.7)e 21.3 LBS @ 9'• 7.5' 11'- 7.5' -1228/ 5488V 0/ OH 5.50' 8.78 KDDF ( 625) ADDL: BC CONC LL+DL= 3584.0 LBS @ 6'• 0.0' Connector plate prefix designators: ICOND. 2: Desian checked for net(-5 psfl uplift at 24 'oc spacing.) 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ -1'. 0.0' Allowed = 0.100' -',- ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.001' @ -1'- 0.0' Allowed = 0.133' Join together 2 ply with 3'x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.060' @ 5'- 9.8' Allowed = 0.535' nails staggered at: MAX TL CREEP DEFL = •0.178' @ 5'- 9.8' Allowed 0.714' XX9' oc in 1 row(s) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY 5' oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.015' @ 11'- 2.0' 9' oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.033' @ 11'- 2.0' 1-11-11 7-08-02 1-11-11 NOTE:Design assumes moisture content does T 1' not exceed 19% at time of manufacture. 1-11-11 r 1-07-08 2-02-09 2-02-09 1-07-08 1-11-11 Design conforms to main windforce•resisting 121.30# 21.30# 12 system and components and cladding criteria. 12 10.00 7 N7,1 10.00 Wind: 140 mph, h=20ft, 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 M-4x6 M-5x8 in the plane of the truss only. M-3x8 M-4x10 M-3x8 # - - -5 4,,,,,,,,,:k - 6 - M•5x10 •cr - 711 I I Cr-f,_ I I rt) I I 1111‘4°, 1 i 0j,_ x c 9 10 11 12 13 - 8 c M-5x10 M-3x8 M-3x8 M-3x8 M-5x6 M-7x8 b * * ),4 3584# , J, 1, 1-09-14 2-00-13 1-11-01 1-11-01 2-00-13 1-09-14 * )' * 1-00 11-07-08 ,.1‹,1',,_ ..0 PROpt JOB NAME: POLYGON PLAN 5-D NH - AH1 Scale: 0.423, .� y�(" f /O WARNINGS: GENERAL NOTES,unless otherwise noted: 4� fn]r��/! 1; 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en individual C' =92OP E r and Warnings before construction commences. building component Applicability of design parameters and proper ..: Truss: AH 1 Incorporation of component Is the responsibity of the building designer. /'� 2.2x4 compression web bracing must be Installed where shown ti 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2 o.c.and at 10'o.c.respectively unless braced throughout their length by `i. '4�®• DES. BY: L J Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfordrywall(BC). DATE: 9/5/2014 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 rippled to any component until after ail bracing bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON t* `V SEQ. : 6051299 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. � \ �N/, design loads be applied to any component and are for-dry condition'of use. Q 14, • TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fullbearing al all supports shown.Shim or wedge If d f' fabrication,handling,shipment and Installation of components. necessary. MFR R) V g P Po 7.Design assumes adequate drainage Is provided. 6.This design Is famished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIID VIII VIII VIII VIII VIII III)IIIITPIANTCA In BCSI,copies of which will be furnished upon request 9.Digits Indicate sizejoint of plate InrincheIness. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTeld EXPI RES:12/31/2018 c 11(( 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 TC: 2x4 KDDF #I&BTR LOAD DURATION INCREASE = 1.15 1-2= 2-4.(0) 0 BC: 2x4 KDOF 918BTR SPACED 24.0. O.C. 2.3=(-64 38 0) TC LATERAL SUPPORT (= 12'OC. UON. LOADING BC LATERAL SUPPORT cc 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD o 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD a 42.0 PSF 0'- 0.0' -68/ 301V -23/ 81H 5.50' 0.48 KDDF ( 625) Connector P late P ref ix designators: 1'. 9.2' -32/ 28V 0/ OH 5.50' 0.04 KDDF ( 625) p 9 = CompuTrus, Inc LL c 25 PSF Ground Snow (Pg) 1'• 11.7' -24/ 42V 0/ OH 1.50' 0.07 KDDF ( 625) ( prefix) p C,CN,C18,CN18 or no , 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: Design checked for net(-5 oaf) uplift at 24 'ox spacing.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL a 0.003' @ -1'- 0.0• Allowed a 0.100' 1 1 1-1 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0• Allowed = 0.133' 1' MAX BC PANEL LL DEFL c 0.001' @ 1'- 0.1' Allowed a 0.054' MAX TC PANEL TL DEFL o -0.002' @ 1'- 2.9' Allowed a '0.196' 12 MAX HOAIZ. LL DEFL = 0.000' @ 1'- 10.9' 10.00 MAX HORIZ. TL DEFL -0.000' @ 1'• 10.9' 7 NOTE:Design assumes moisture content does not exceed 19°s at time of manufacture. Design conforms to main windforce•resisting -1 system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, cmTruss designed for wind loads o in the plane of the truss only. 0 0 N M./- 0 o� ►1 4►' f M-3x4 y 3, 3, 1-00 2-00 (PROVIDE FULL BEARING:Jts:2.4.3) JOB NAME : POLYGON PLAN 5-D NH - AJ1 Scale: 0.6772 ��.`�`�G pN E��,q'��jQ�1_ WARNINGS: GENERAL NOTES,unless otherwise noted: w� r +a"/'�` -v"31 1.Builder and erection contractor should be advised of en General Notes 1.This design is based only upon the parameters shown and Is for an individual 4t. ^92/0 P E r Truss: AJ1 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 responsiblity 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.Additional permanent bracing of 2 o.c.and at 10'o.c,respectively unless braced throughout their length by `y e� the overall structure Is the responsibility of the buildingdesigner. continuous t sheathing such as cured where and/or drywall BC). / �� Q DATE: 9/5/2014 Po ty 9 3.2x impact bridging or lateral bracing required where shown++ � I� 4.Naload should be appled to any component until after an bracing and 4.Installation of truss is the responsibinty of the respective contractor. 7OREGON S E Qloads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L. 4/OREGON TRANS I D• 407540 design loads be applied to any component and are for"dry condition"of use. / q y ZO 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 4 14 fabrication,handling,shipment and Installation of components, 7.necessary, is p MFR R I L'- 6.This design Is furnished subject to the Irritations set forth by 8.Plates shaall be locateedumes don both ate faces of truss,and placed so their center II VIII VIII 11111 11(III VIII(III(III MTITPeI ANTCA SA,Irinc./CompuT s BCSI,copies of (Soch ft Iwrere 7.6.6l be (1 L)En request. 1e with joint center Ines. 0.For basic coOnes onnectoroplatetdessign values see ESR-1311,ESR-1888(MITek) EXPIRES:12/31/2015 • IIIIIIIIIIIIII 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 HOOF 81&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KODF 61&BTR SPACED 24.0' 0.C. 2-3=(-96) 73 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD a 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/ 322V -44/ 132H 5.50' 0.52 KDDF ( 625) 1'- 9.2' -10/ 63V 0/ OH 5.50' 0.10 KDOF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -68/ 100V 0/ OH 1.50' 0.16 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 0011 uplift at 24 'oc spacing.) 1 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 a 0.133' 12 MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.054' 10.00 MAX BC PANEL TL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.072' MAX HORIZ, LL DEFL = -0.001' @ 3'- 10.9' 7 MAX HOAIZ, TL DEFL = -0.001' @ 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. o Wind: 140 mph, h=20,9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, c%) Truss designed for wind loads in the plane of the truss only. 41- c) o� 111111 4►� M-3x4 y y ), 1-00 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:2,4,31 F.Q`t,0 PR OFFS JOB NAME: POLYGON PLAN 5-D NH - AJ2 Scale: 8.637, .�.<<, pc s��2-9 WARNINGS: GENERAL NOTES,unless upon se noted: �. ,,,92o. r 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 - end Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AJ 2 Incorporation of component Is the responslbiaty 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 during construction 2'c.c.and at 10'o.c.respectively unless braced throughout their length by `' . 41 DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywali(BC). �('r DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L QREGON� A.4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ' SEQ. : 6 0513 01 fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used Ina non-corrosive environment, ,� O design loads be applied to any component. and are for"dry condition'of use. Q. 1 4 Z t�� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge If ,�111I O fabrication,banana,shipment and installation of components. Design assumesry. - ✓l'R n`.�- V g P Po 7.Design adequate drainage Is provided. !l 6.This design Is furnished subject to the limitations sat forth by B.Plates shall be located on both faces of truss,end placed so their center .. - 1111111111111114111111 TPIANTCA In SCSI,copies of which will be furnished upon request. linesDigits coincide with joint ate In n nches P 9.For Indicate inches.size corpatetdmEXPIRES:12/31/2015 MiTek USA,Inc./CompuTrus uTrus Software 7.6.6(1L)-E 10.For basic connector plate merlin values see ESR-1311,ESR-1988(MiTek) !MIMI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ` TC: 2x4 KDDF 1118BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KODF N16BTR SPACED 24.0. O.C. 2-3=(-138) 101 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -27/ 313V -63/ 178H 5.50' 0.50 KDDF ( 625) 1'- 9.2' -55/ 142V 0/ OH 5.50' 0.23 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 8.7" -99/ 146V 0/ OH 1.50' 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf1 uplift at 24 'on 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 BC PANEL LL DEFL = 0.005' @ 1'- 0.1' Allowed = 0.054' MAX BC PANEL TL DEFL = -0.004' @ 1'- 0.1' Allowed = 0.072' MAX HORIZ. LL DEFL = -0.001' @ 5'- 7.9' 12 V MAX HORIZ. TL DEFL = -0.001' @ 5'- 7,9' 10.00 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. Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o load duration factor=1 ., Cat.2, Exp.B, MWFRS(Dir), N Truss designed for wind loads o in the plane of the truss only. Lc" Co rf riA__j11111111111111 c. o� q 0.--='!" M-3x4 1, y b y 1-00 2-00 3-08-11 (PROVIDE_FULL BEARING:Jts:2.4,3) ��Ep PROicer, JOB NAME : POLYGON PLAN 5-D NH - AJ3 INS[�,� si Scale: 0.5270 (G �/( / ° WARNINGS: GENERAL NOTES,unless othenvlse noted: �� 7' '9r,.: 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/,P E Truss: AJ3 end Warnings before construction commences. building component.Applicability of design parameters and proper //s 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 stablity during construction 2.Design assumes the lop anti bosom chords to be lateraly braced et DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4��►. Is the responsibility of the erector.Additional permanent bracing ofsngasanil!,- DATE: 9/5/2014responsibilitybuilding 9 continuous drywall�C). /'_e It the overall structure Is the of the designer. 3.2x Impact bdd In or lateral bracingrequired where shown+. 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 OREGON Ix 4./" SEQ. : 6 0513 02 fasteners are complete and et no time should any loads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, G. X1,9 O\ As design loads be applied to any component and are for"dry condition"of use. O }' 1 4 2. ^t. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at a9 supports shown.Shim or wedge If 1O,, nfabrication,handling,shipment and Installation of components. Decessary. /LjFR R I` \" p 7.Design assumes adequatead both drainage is oprovisa C fl 1.. 6.This design Is famished subject to the imitations set forth by 8.Plates shall be located on both feces of truss,end placed so their center ch l be furnished lines ncide with joint center Ines. I VIII VIII VIII VIII VIII VIII VIII IIII IIIIMTe USA,fnc./CDmpuT s Software 7.6.8(1 L)En request. 1U FForrib of design values inches. see ESR-1311,ESR-1998(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0' O.C. 2-3=(-64) 38 TO LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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 -23/ 81H 5.50' 0.48 KDDF ( 625) 1'- 9.2' -32/ 28V 0/ OH 5.50' 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7' -24/ 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for nett-5 osfl 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 = 0.003' @ -1'- 0.0' Allowed = 0.100' 1 11MAXBC PANEL AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX CREEP LL DEFL = 0.001' @ 1'- 0.1' Allowed = 0.054' T 1' MAX TO PANEL TL DEFL = -0.002' @ 1'- 2.9' Allowed = 0.196' 12 MAX HORIZ. LL DEFL = 0.000' @ 1'• 10.9' 10.00 7 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 -1 system and components and cladding criteria. Wind: 140 mph, h=20ft, 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 c in the plane of the truss only. 0 0 N Ch/- 0 0� 4�� - M-3x4 ; y y 1-00 2-00 !PROVIDE FULL BEARING:Jts:2,4,3( JOB NAME : POLYGON PLAN 5-D NH - ASJ1 .. E -s IN Scale: 0.6772 \ � o� WARNINGS: GENERAL NOTES,unless otherwise noted: d�� ! in / s�-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 =�$P E Truss: ASJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.9(4 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 ao�. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `<`i•^'� DES. BY: LJ Is the responsibility of the erector.Additional permanent bredng of (BQ / 'a!- continuous sheathing such esb a plywood cured where sown.drywall(BC). 41 DATE' 9/5/2014 the overall structure Ie the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 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 tV SEQ. : 60513 04 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. 4.../‘ �,�y O\° design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for'dry condition'of use. 6.Design assumes full beading at as supports shown.Shim or wedge if _ Q j 4 2 �'�- TRANS I D: 407540ti fabrication,handling,shipment and Installation of components. necessary.Design assumes ' �,V 6.This design is furnished subject to the limitations set forth 7. lates located o adequate drainageh is of r truss,sC r7 R y 1 by 6.Plates shall located on both faces of and placed so their center IIIIII I I II II II!III IIID II II I I 111 III TPIIVJfCA In SCSI,copies of which will be furnished upon request, lines coincide lictwith Joint ate In Ince. 9.Digits Indicate size of plate In Inches. MITekUSA,Inc./CoRIpuTN3Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 , IIIIIIIIIIIII This design prepared from computer input by .. PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 19-11-08 HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ' IC: 2x4 KDDF #1&BTR 19-11-08 GIRDER SUPPORTING 43-09-00 FROM 0-00-00 TO 14.11.08 1- 2=(-4208) 990 1-12=( -700) 3012 12- 2=( -652) 2762 17- 8=(-2250) 562 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3012) 732 12.13=)-1126) 4566 12- 3=(.1854) 526 18- 8=(-1012) 4520 WEBS: 2x4 KDDF STAND; 3- 4=(-4726) 1198 13.14=( -674) 2628 3-13=( -126) 758 8-19=(-3356) 864 2x6 KDDF #2 A LOADING 4- 5=( -996) 4070 14-150( -698) 2738 13. 4=( -562) 2454 19- 9=( -714) 3114 LL = 25 PSF Ground Snow (Pg) 5- 6=(-1000) 4076 15.16=( -580) 2416 14- 4=( -368) 1860 IC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 4'- 0.0' V 6- 7=(•5838) 1502 16-17=( -528) 2170 4-15=(•7398) 1894 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0' TO 15'- 11.5' V 7- 8=(.4484) 1176 17.18=(-1390) 5802 15- 5=( -740) 282 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 15'- 11.5' TO 19'- 11.5' V 8- 9=(-3932) 1020 18.19=(-1390) 5802 15- 6=(-8356) 2104 BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'• 0.0' TO 19'• 11.5' V 9-10=(•5328) 1322 19.10=( -908) 3932 16. 6=( -128) 754 NOTE: 2x4 BRACING AT 24'0C UON. FOR BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 0'- 0.0' TO 14'• 11.5' V 10.11=( 0) 72 6-17=( -678) 2882 ALL FLAT TOP CHORD AREAS NOT SHEATHED 17- 7=( -714) 3176 TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'• 0.0" IC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 15'• 11.5' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0' 12.0' ADDL: BC CONC LL+DL= 3584.0 LBS @ 13'• 11.5' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'• 0.0' -912/ 3929V -83/ 74H 5.50' 6.29 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 7.3' -2972/ 11613V 0/ OH 3.50' 7.82 KDDF (1485) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 11.5' -934/ 3796V 0/ OH 5.50' 6.07 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: lesion checked for net(-5 nsfl uplift at 24 'oc spacing,) Join together 2 ply with 3'x.131 DIA GUNVERTICAL DEFLECTION LIMITS: LL=L/240 TL=L/180 r nails staggered at: 9' oc in 1 row(s) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY MAX LL DEFL = -0.032' @ 4'• 1.6' Allowed = 0.400' 5' oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.062' @ 4'• 1.6' Allowed = 0.533' �/ MAX LL DEFL = 0.036' @ 14'- 1.5' Allowed = 0.537' M 9' oc in 1 row(s) throughout 2x4 webs, MAX TL CREEP DEFL = -0.100' @ 14'• 1.5' Allowed = 0.717' 9' oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = -0.001' @ 20'- 11.5' Allowed = 0.100' MAX TL CREEP DEFL = -0.001' @ 20'- 11.5' Allowed = 0.133' T 1-11-11 T 7-10-05 T 2-05-03 7' 3-08-10 T 3-11-11 T MAX HORIZ. LL DEFL = -0.009' @ 19'- 6.0' 1-11-11 1-10-07 2-05-07 2-03-11 0-11-04 2-06-14 2-00-02 2-00-02 3-09-14 MAX HORIZ, TL DEFL = 0.020' @ 19'- 6,0' f 12 T ' 128# ' ' ' 12 ' ' 1028# ' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10,00 7 10,00 7 N 10,00 Design conforms to main windforce-resisting M-4x6 M-4x6 system and components and cladding criteria. M-4x8 Wind: 140 mph, h=20.gft, TCOL=4,2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x6 M-5x16 Truss designed for wind loads M-5x11 M-3x4 M-5x12 M-1.5x3 in the plane of the truss only. 3 4 5 MN O 40 r Ar m a G - Ii O V ='� § V•� i d'� M� - ,- 0 to - _ jn� I_I I- O 1 a 12 13 14 15 16 w 17 I I 19 "8'-� O M-5x8 M-4x6 M-3x6 M-7x8 M-4x8 M-3x6 M-5x10 1 M-1.5x3 1, /, /, , M-8x14- ,, /, 1,3584# 1, , /, 1-09-14 2-03-11 2-01-15 2-03-11 1-01 2-03-06 2-01-14 2-00-02 3-09-14 b y 8-04-08 0-05-08 11-01-08 �1-00 .1 /' ). (PROVIDE FULL BEARINQ;,Jts:1.15.10( 19-11-08 1-00 JOB NAME: POLYGON PLAN 5-D NH - BH1 - P a PN Op- JOB Scale: 0.2765 is '4 I5�lT 02 WARNINGS: GENERAL NOTES,unless otherwise noted: �/ 7 "f7 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.s P E I-- Truss: ' f Truss: BH1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, Ineorporatlon 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: LJ Is the responsibility of the erector.Additional ng 2'0.0.end at 10.0.0.respectively unless braced throughout their length by �® po ty permanent bred of continuous sheathin such as r�r• - DATE: 9/5/2014 responsibility g g g g e plywood regheatbin where shown and/or drywall c>. Q the overall structure Is the res nsibia of the building designer. 3.2x Impact brid in or lateral bracingrequired shown++ 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. '� "�OREGON. a �4/' SEQ. : 6051305 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, /...• i design loads be applied to any component and are for-dry condition"of use. /O }' 14 ON n-C• TRANS I D: 407540 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 0 fabrication,handling,shipment and Installation of components. Dnesessary. p MSR R I�..k- 6.This design Is furnished subject to the imitations set forth by 7.Plates shaall be locatemes d uon both faccese iof Wss,and placed so their center I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIIWTCA In BCSI,copies of which wig be furnished upon request. lines coincide with joint center Ones. 9,Digits Indicate size plate In Inches. MiTek USA,Inc./CompuTrus Software 7.8.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR•1955(MITek) EXPIRES:12/31/2015 I. IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 6168TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KODF 61&BTR SPACED 24.0' O.C. 2-3=(-67) 43 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' -52/ 294V -23/ 81H 5.50' 0.47 KDDF ( 625) 1'- 10.9' -73/ 68V 0/ OH 1.50' 0.11 KOOF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (PR) 4'- 0.0' 0/ 33V 0/ OH 5.50' 0.05 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 ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' 1-11-11 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' MAX TC PANEL LL DEFL = 0.003' @ 1'- 3.7' Allowed = 0.131' MAX BC PANEL TL DEFL = 0.003' @ 1'- 7.7' Allowed = 0.206' 12 MAX BC PANEL TL DEFL = -0.005' @ 1'- 12.0' Allowed a 0.206' 10,00 MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 1'. 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=2oft, TCDL=4.2,BCOL=6.0, ASCE 7-10, on (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, c Truss designed for wind loads c in the plane of the truss only. cw o e . r� M-3x4 1-00 4-00 [PROVIDE FULL BEARING:Jts:2.3.4[ ,,to PROPe JOB NAME: POLYGON PLAN 5-D NH - BJ1 Scale: 0,6882 \''�, ("E `r'0 WARNINGS: GENERAL NOTES,unless othendse noted: �� /� -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 = *P E r and Warnings before construction commences. building component Applicability of design parameters and proper Truss: BJ 1Incorporation of component Is the responsibility of the building designer. l 2.2x4 compression web brednp must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stablity during construction 2'o.c.and at 1 p'o.n,respectively unless braced throughout their le ih by . 'f�w DES. BY: LJ Is the reapoelWlity of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywalllC). '-i Q DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -� OREGON 4.Na bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. / S E Q. : 6051 306 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/ if y NCO, A design loads be applied to any component and are for"dry condition'of use. Q 14 .2 A� TRANS I D: 407540 5.CompuTrus hes no control over and assumes no responsibility for the B.Design assumes o n bearing at all supports shown.Shim or wedge If (x fabrication,handling,shipment and Installation of components. necessary. Is p 6.This design Is furnished subject to the imitations set forth by 7.Design nshall assumes eelocateed on both faces of truss,and placed so their center /11RR`� UWTCA in BCSI,copies of wh wit be furnished upon th lines coindde with Joint center lines. IIII I II VIII VIII VIII III I VIII II VIIIMITTpe USA,Inc./CO puTrus ISoftwar 7.6.6)1L)-E request. 10.9.FForrits indite size basic coon ectorofplate te 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 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 UDE 41&BTR LOAD DURATION INCREASE a 1.15 BC: 2x4 KDDF 41&BTR SPACED 24.0' O.C. 2.3- (95)77 2. 4=(0) 0 TC LATERAL SUPPORT <= 12.0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ 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' -35/ 332V -44/ 132H 5.50' 0.53 KDDF ( 625) 3'- 9.2' 0/ 49V 0/ OH 5.50' 0.08 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -68/ 106V 0/ OH 1.50' 0.17 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 nett-5 monuplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LLeL/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'. 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'. 0.0' Allowed = 0.133' 3-11-11 MAX IC PANEL LL DEFL = 0.042' 0 2'- 5.3' Allowed = 0.305' MAX TC PANEL TL DEFL = 0.039' @ 2'- 5.3' Allowed = 0.458' MAX HORIZ. LL DEFL = -0,001' @ 3'- 10.9' 12 -, MAX HORIZ, TL DEFL = -0.001' @ 3'- 10.9" 10.00 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=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a) load duration factor=l.6, o Truss designed for wind loads 0o in the plane of the truss only. 0 M c,) C0111.111111111111..111.11.11111 0 o ►� 4mem. -, M-3x4 1 /' /' 1-00 4-00 P gVIDE FULL BEARING:Jts:2,4.31 JOB NAME: POLYGON PLAN 5-D NH - BJ 2scale: 0.5824 \Co' t. $ PN FOS'2 WARNINGS: GENERAL NOTES,unless otherwise noted: 4V t./�I/ �-q 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual CC. ^g210 P E r Truss: BJ 2 and Warnings before construction commences. bulging component.Applicability of design parameters and proper ///// 2.2x4 compression web braving 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.Additional permanent bracing of 2'o.c.and at 10'o,c.respectively unless braced throughout their length by r r/� the overall structure la the responsibility of the buildingdesigner. continuous sheathing such as living sng(TC)and/or drywall(BC). � ' " DATE: 9/5/2014 pa ty 9 3.2x Impact bridging or lateral bracing required where shown++ jr. SEQ. : 60513074.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. -3" OREGON 4./fasteners are complete and at no the should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, /. 'I, r 2p i-�� design bads be applied to any component. and are for"dry condition"of use. / q TRANS I D: 407540 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 /4 e. fabrication,handling, necessary. MFR R f l..`' shipment and installation of components. 7,n ecess assumes adequate drainage Is provided. v 6.This design Is furnished subject to the limitations set forth by B.Plates shell be located on both faces of truss,and placed so their center ch ll be furnished upon lines coincide with int center lines. IIIIII VIII IIID VIII VIII VIII VIII IIII IIIIMITe SA.Inc./CompuTrus IANTCA In BCSI,copies of (Software 7.6.6(1 L)E request. 10.For basic connectoroplate design values see ESR-1311,ESR-1988(MITeld 9.Digits Indicate size of plate In inches. EXPIRES:12/31/2015 L IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.9' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KOOF A16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(0) 0 BC: 2x4 KODF p16BTR SPACED 24.0' O.C. 2.3=(-205) 171 3-4=( .58) 25 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 SQ.IN. (SPECIES) 0'. 0.0' -16/ 314V -64/ 179H 5.50' 0.50 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'• 8.2' -139/ 216V 0/ OH 1,50' 0.28 KODF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'• 9.2' 0/ 42V 0/ OH 5.50' 0.07 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.9' -30/ 48V 0/ OH 1.50' 0.08 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 2: Desien checked for nett-5 psf) uplift at 24 'oc spacina.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' MAX TC PANEL LL DEFL = 0.009' @ 1'- 10.0' Allowed = 0.286' 0 MAX TO PANEL TL DEFL = -0.008' @ 1'- 11.4' Allowed = 0.428' 12 10,00 7 MAX HORIZ. TL EFL = •0.002' @ 5'- 8.2' 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. �j o Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, as Truss designed for wind loads in the plane of the truss only. co o o 1,1114/ �� 5► M-3x4 ), y y ), 1-00 4-00 1-08-15 (PROVIDE FULL BEARING:Jts:2.5,3.41 ' IgD PROFS. JOB NAME : POLYGON PLAN 5-D NH - BJ3 Scale: 0.527Q �,� 5� so 'o�� WARNINGS: GENERAL NOTES,unless otherwise noted: '.� � SPE . 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 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: BJ 3Incorporation 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 ss� 3.Additional temporary bracing to Insure stability during constructionT o.c.end at to'o.c.respectively unless breeed throughout their le tit by �. ®4 DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywai0C). Q DATE: 9/5/2014 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. SEQ. : 60513 08 fasteners are complete and at no lime should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, �d�^�,�y 1 4' ZON �� design loads be applied to any component. end are for"dry condition.'of use. V TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge It ,i fabrication,henden,shipment and Installation of components. Design as. .. `�/- h to`,L- 0 P rnPo 7.Design assumes adequate drainage is provided. +l 1"1, 6.This design Is famished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center A in I,copies of 11111011111111111111 MITek USA,Inc./CompuTrus s which Software 7.6.6(1L)_E request. 1Ones coincide with joint center Ones. 0 Digits siciconneda of plate design values see ESR-1311,ESR-1088(MiTek) EXPIRES:12/31/2015 IIIIII 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1.2=(-48) 41 1.3=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0' O.C. TC LATERAL SUPPORT <= 12'0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -13/ 98V -18/ 42H 5.50' 0.16 KDDF ( 625) Connec 8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD 42.0 PSF 1'- 9.2' 0/ 25V 0/ OH 5.50' 0.04 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) 1'- 11.7' 39/ 51V 0/ OH 1.50' 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONO, 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.( REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.003' @ 1'- 2.9' Allowed = 0.131' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX IC PANEL TL DEFL = 0.002' @ 1'• 2.9' Allowed = 0.196' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ, LL DEFL = -0.000' @ 1'• 10.9' MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9' 1-11-11 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=20ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 10.00 7 illIIIIlIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIø inuss thedesiplaneed offor thewind trussoads only. o 0 0 0 N r„,_ O O,- 1�� 3►� ._,. M-3x4 1- y 2-00 (PROVIDE FULL BEARING;Jts:1,3,2( PRO JOB NAME : POLYGON PLAN 5-D NH - BSJ1 Scale: 0.7703 \�� t,D IN'fi /o ss WARNINGS: GENERAL NOTES,unless otherwise noted: 4451 f.!5/I.( 2-7 1.Builder and erection contractor should be advised dell General Notes 1.This design Is based only upon the parameters shown and is for an Individual tt >92/O P E r Truss: BSJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper �/J 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibiity of the building designee // DES. BY: LJ 3.Additional temporary bracing to Insure stebmty during construction 2.Daaipn assumes the tap and bottom chords to be laterally braced et Is the responsibility of the erector.Additional permanent bracing of 2' end at 10'o.c.respectively unless braced throughout their length by `r ��' continuous sheathing such as plywood sheathing(TC)and/or drywall BC. / `,�/ Q DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ) 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "-� _OREGON 1(/ SEQ. : 6051310 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, ‘-:"/ ��1' 6\ ..C• design loads be applied to any component. and are for'dry condition'of use. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if Q 14, 2 _IPJ fabrication,handling,shipment and Installation of components. ecessary. MFR R`0- 6.This design Is furnished subject to the irritations set forth 7.Designlatesassumes adequate onne bothtdrainage Is provided.and ,�'/ 1111111 IIIA VIII VIII VIII VIII VIII IIII ill by 8.Plates shall be located faces of truss, placed so their center • TPINYTCA In SCSI,copies of which win be furnished upon request. lines coincide with Joint center Ines. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.Forrits basic connector cate size plate desin Inches. n ve ues 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 44'- 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) 79 2.10=( -983) 3050 3.10=(-298) 299 BC: 2x4 KDDF R1&BTR SPACED 24.0. O.C. 2- 3=(-3345) 1280 10-11=( -749) 2567 10- 4=(-182) 615 WEBS: 2x4 KDDF STAND 3. 4=(-3184) 1317 11.12=( -413) 1876 4-11=(•746) 536 LOADING 4. 5=(-2473) 1183 12-13=( -791) 2399 11- 5=(-406) 1050 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2474) 1183 13- 8=(•1026) 2857 5-12=(-406) 1051 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(•3187) 1318 12- 6=(•747) 536 TOTAL LOAD = 42.0 PSF 7. 8=(-3348) 1281 6-13=(.183) 618 OVERHANGS: 18.8' 18.8' 8. 9=( 0) 79 13- 7=(-300) 300 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 BAG REQUIRED BRG 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' -341/ 2026V -262/ 262H 5.50' 3.24 KDDF ( 625) 44'- 0.0' •341/ 2026V 0/ OH 5.50' 3.24 KDDF ( 625) (COND. 2: Design checked for net(-5 est) uplift at 24 "oc soacina,l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 MAX LL DEFL = 0.017' @ -1'- 6.8' Allowed = 0.156' MAX TL CREEP DEFL = •0.016' @ -1'. 6.8' Allowed = 0.208' MAX LL DEFL = 0.206' @ 25'- 11.9' Allowed = 2.154' MAX TL CREEP DEFL = -0.397' @ 18'- 0.0' Allowed = 2.872' MAX LL DEFL = 0.017' @ 45'- 6.8' Allowed = 0.156' MAX TL CREEP DEFL = -0.016' @ 45'- 6.8' Allowed = 0.208' MAX HORIZ. LL DEFL = 0.085' @ 43'- 6.5' 21-11-15 22-00-01 MAX HORIZ. TL DEFL = 0.139' @ 43'- 6.5' ,1' 1' T NOTE:Design assumes moisture content does 7-04 7-01 7-06-15 7-06-15 7-01 7-04-02 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 12 M-4x6 Q 6.00 system and components and cladding criteria. 6.00 5 4�r Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), „lso., load duration factor=l.6, M-5x8(S) ,-'4%,%,,,,,..%%%%.4. M-5x8(S) Truss designed for wind loads in the plane of the truss only. 0,25` 0.25" M-1.5x3 M AAX3 _ .��\ o 13 o M-3x8 M-3x4 1x.25" 0.25 2 M 3x4 M-3x8 c M-5x8(S) M-5x8(S) y y 1. /. 1 1 y y 9-00-11 8-11-05 7-11-14 8-11-05 9-00-13 y y 1-06-12 44-00 1-06-12 JOB NAME : POLYGON PLAN 5-D NH - ClScale: 0.1506 \ v �ll! O �C WARNINGS: GENERAL NOTES,unless otherwise noted: /�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 ;g 2 0 OP E S' and Warnings before construction commences. building component.Applicability of design parameters and roper Truss: C 1Incorporation of component Is the responsidity 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 atadity during construction 2'c.c.and et 10'o.e,respectively unless braced throughout their lenpth by as• `®� DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andrordrywall(BC). to DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON •y 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 SEQ. : 6051311 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L-v�y 14 20N �� design loads be applied to any component. and are for"dry condition'of use. A TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes on bearing at all supports shown.Shim or wedge If �` fabrication,handA shipment and Installation of components. necessary. n9. P Po 7.Design assumes adequate drainage Is provided. FR R�yy, 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 II II 1111 VIII VIII 11111 VIII III ill TPlnnrteA In BCSI,copies of which win be furnished upon request. Digit coincide with joint pate in inches.nche. ( g.Foraomc ewithjplat ntertes. EXPIRES:12/31!2015 MITek USA,Inc./CompuTrus Software 7.6.6 1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) IIIIIII MII This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1,00 TC: 2x4 KDDF @16BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2- 9=(•1042) 3021 3- 9=(-298) 299 BC: 2x4 KDDF @166TR SPACED 24.0. O.C. 2- 3=(-3324) 1271 9.10=( -809) 2538 9- 4=(-182) 616 WEBS: 2x4 KDDF STAND; 3- 4=(•3164) 1308 10.11=( •431) 1847 4.10=(-746) 536 2x4 OF STAND A LOADING 4- 5=(•2452) 1174 11-12=( •780) 2358 10- 5=(-406) 1050 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2444) 1195 12- 8=(-1049) 2770 5-11=(-396) 1027 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3108) 1368 11- 6=(•721) 526 BC LATERAL SUPPORT <= 12'OC. MON. TOTAL LOAD = 42.0 PSF 7• B=(-3267) 1326 6-12=(•226) 561 OVERHANGS: 18.8' 0.0' LL = 25 PSF Ground Snow (Pg) 12- 7=(•247) 336 BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA •" For hanger specs. • See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'• 0.0' -342/ 2021V -247/ 257H 5.50' 3.23 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'• 9.0' -274/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series JT 8: Heel to plate corner = 2.50' ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing,) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017' @ •1'- 6.8' Allowed = 0.156' MAX TL CREEP DEFL = -0.016' @ -1'- 6.8' Allowed = 0.208' MAX LL DEFL = 0.205' @ 18'- 0.0' Allowed = 2.142' MAX TL CREEP DEFL = •0.386' @ 18'- 0.0' Allowed = 2.856' MAX HORIZ. LL DEFL = 0.083' @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.135' @ 43'- 3.5' NOTE:Design assumes moisture content does 21-11-15 21-09-01 not exceed 19% at time of manufacture. T T I Design conforms to main windforce-resisting 7-04 7-01 7-06-15 7-06-15 7-01 7-01-02 system and components and cladding criteria. 1' " ' ' ' 1' f Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 12 12 load duraHeigtion factor=1 .6 'Cat.2, Exp.6, MWFRS(Dir), 6.00 E7 M-4x6 Q 6.00 4.0" Truss designed for wind loads 5 .hf in the plane of the truss only. ') M-5x8(S) •�' 0.25" 0M-5x8(5)25. " J ry °°\,1 °°.°°°. M-1.5x3 M-1,5x3 \41'.%%%4.1%. 'll thliViNNIIIINI•i ..M-3x8 a c ' 9 1 4' A 0 Go M-3x8 M-3x4 0.25" 0.251 M-3x4 ..B o M-5x8(S) M-5x8(S) y y 9-00-11 8-11-05 7-11-14 8-11-05 8-09-13 y 1-06-12 43-09 JOB NAME : POLYGON PLAN 5-D NH - C3 '<(' � PRQ,�ss Scale: 0.1508 (� '9 �o WARNINGS: GENERAL NOTES,unless otherwise noted: �� ` 7 "'Qr 1.Bulkier end erection contractor should h uld be advised of all General Notes 1.Thisbuilding c design Is nen.only uponay the steter and Is for an Individual =92,OP E Truss: C3 end Warnings before bracing commences. Incorporation componentpon eat Is the designreparameters and proper Ale, 2.2x4 compression web bracing must be Installed where shown+. Design assumes of component Is m chords to of the building designer. 3.Additional temporary bracing to Insure stabiety during construction 2.Design the top end bottom chords to be laterally braced at DES. BY: LJ2'0.0.and at 10'o.c.such a ply unless braced throughout their length by Qre�' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryweli C). `f'10 DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng 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. 7 OREGON SEQ. : 6051312 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, l.- 4! Nt. LA, design loads be applied to any component. and are fur'dry condition'of use. /Q 'Y k 14 2� -C.• TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it (�Q. fabrication,handling,shipment and installation of components. necessary. e M 'R R V 1.-\- v 6.This design is furnished subject to the Imitations set forth by 9.PlaDetes shall belocatedlos cated on both faces of truss,and placed so their center I VIII IIII III VIII VIII III IIII TPIANfCA In BCSI,copies of which will be furnished upon request Ings endicat with joint aIn nche. 9.Digits indicate size of plate In inches. MITekUSA,InC./CompuTruoSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1e99(MITek) EXPIRES:12/31/2015 111111I1111I1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-0 SETBACK 8.00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2.13=(•1956) 5870 3.13=( •154) 354 2x6 KODF #1SBTR T2, T3 2- 3=(-6766) 2286 13-14=(•3060) 8274 13- 4=( -486) 1888 BC: 2x6 KDDF #1&BTR LOADING 3. 4=(-6742) 2336 14.15=(-3340) 8912 13- 6=(-2804) 1328 WEBS: 2x4 (ODE STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 15.16=(-3048) 8220 6.14=( -92) 754 TC UNIF LL( 50,0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 10'- 0.0' V 4- 6=(-5996) 2126 16-12=(•1910) 5602 14- 7=( -486) 380 TC LATERAL SUPPORT <= 12'OC. UON. IC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'. 0.0' TO 34'- 0.0' V 6- 7=(-8588) 3228 7-15.1 •534) 394 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+OL( 14.0)= 64.0 PLF 34'- 0.0' TO 43'- 9.0' V 7- 8=(-8552) 3220 15- 8- -100) 794 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'• 0.0' TO 43'- 9.0' V 8-10=(-5882) 2106 8-16=(-2866) 1340 9-100( 0) 0 10.16=( -482) 1834 NOTE: 2x4 BRACING AT 24'0C UON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'• 0.0' 10.11=(•6614) 2318 16.11=( -190) 392 ALL FLAT TOP CHORD AREAS NOT SHEATHED IC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'- 0.0' 11.12=(•6548) 2250 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0' 0.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0' -1150/ 3765V -104/ 113H 5.50' 6.02 KODF ( 625) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 43'- 9.0' -1095/ 3584V 0/ OH 5.50' 5.73 KDOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required. M,M2OHS,M18HS,M16 = MiTek MT series Join together 2 ply with 3'x.131 DIA GUN :COND. 2: Desian checked for net(-5 osfl uplift at 24 'oc spacing.: nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.005' @ •1'• 8.0' Allowed = 0.167' 9' oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.005' @ •1'• 8.0' Allowed = 0.222' 9' oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.269' @ 22'- 0.0' Allowed = 2.142' 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.532' @ 22'- 0.0' Allowed = 2.856' MAX HORIZ. LL DEFL = 0.078' @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.127' @ 43'- 3.5' 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=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 9-11-11 24-00-10 9-08-11 Truss designed for wind loads f f T . in the plane of the truss only. 5-01-03 4-04 0-06-08 5-08-15 6-03-06 6-03-06 5-08-15 0-06-08 4-04 4-10-03 T T f533.30# T T 1' 633.30# T 1' 12 12 6.00 M-7x8(S) 4 6.00 M-5x6 M-3x5 y.25" M-8 x5 M-5x6 r T7 „„ T9„„M-1.5x3 M-1.5x3 + + 1 M M-3x8 m _ \/\/ o 13 14 �5 16 *12 8, o M-3x8 M-3x8 0.25" 0.25 M-3x8 0 M-7x8(S) M-7x8(S) l y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 y 1-08 43-09 t,0 PR Op JOB NAME : POLYGON PLAN 5-D NH - CH1 Scale: 0.1499 �• INE---, WARNINGS: GENERALNOTES,unlessothendsenoted: `�� 1.Builder and erection contractor should be advised deli General Notes 1.This design is based only upon the parameters shown and Is for an Individual CC ^92.1,P E 1...' Truss: CH1 end 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 responsiblty of the building designer. 3.Additional temporary braving to Insure stabiity doting construction 2.Design assumes the top and bottom chords to be laterally braced at .:: DES. BY: LJ Is the responsibility of the erector.Additional ng 2'o.c.and at 10'0.0.respectively unless braced throughout their length by 116.111 po ly permanent brad of continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). / ' " DATE: 9/5/2014 the overall structure la the responsibility of the building designer. 3.2x Impact budging or lateral bracing required where shown++ Q 4.No load should be appled to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. '� A-OREGON: Ix t` SEQ. : 6 051313 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: '1, N 4. design loads be applied to any component. and are for"dry condition"of use. /O ^1 y 1 4, rL0 �} TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsldGty for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling, necessary. �'` b�j W. shipment and installation of components. 7.Design assumes adequate drainage is provided. �`:R rl`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 1ch win be fuished upon lines coinde with jint center Ines. 111111 III II 111311 III 1111111111 MTek USA nInC./CORipUT S ISoflware 7m6.6(1 L)-E request. 10.For basic coonnectoroplate design values see ESR-1311.ESR-1989(MITeW 9.Digits indicate size of plate in Inches. EXPIRE5:12/3172015 Ilk IIIIII This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF I/188TR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.13=(•1346) 2900 3.13=( -97) 178 2x6 KDOF A18BTR T2, T3 SPACED 24.0. O.C. 2- 3= 3372 ( ) ( -331) BC: 2x6 KDDF #1&BTR ( ) 1652 13.14= •1691 3901 13- 4= 1025 WEBS: 2x4 KDDF STAND LOADING 3. 4=(-3183) 1579 115=(-1739) 4230 13- 6=(-1371) 647 4- 5c( 0) 0 15-160)-1701) 3873 6-14=( -18) 401 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(•2791) 1452 16.12=(-1313) 2765 14- 7=( -257) 154 TC LATERAL SUPPORT <= 12.0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7=(-4061) 1945 7-15=( -276) 155 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4043) 1898 15- 8=( •18) 418 LL = 25 PSF Ground Snow (Pg) 8.10=(•2734) 1407 8-16=(-1397) 647 NOTE: 2x4 BRACING AT 24.00 UON, FOR 9.10=( 0) 0 10-16°) -367) 997 10.11=(-3118) 1527 16.11=) -31) 219 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3258) 1576 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 20.0' 0.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0' -404/ 2034V "104/ 114H 5.50' 3.25 KDDF ( 625) vertical members (urn). 43'. 9.0' -337/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: ICOND, 2: Design checked for nett-5 gsfl uplift at 24 'oc spacing.I C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.022' @ -1'- 8.0' Allowed = 0.167' MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = 0.293' @ 22'- 0.0' Allowed = 2.142' MAX TL CREEP DEFL = -0.510' @ 22'- 0.0' Allowed = 2.856' MAX HORIZ. LL DEFL = -0.082' @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.122' @ 43'. 3.5' 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, he22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Oir), load duration factor=l,6, 13-03-11 17-04-10 13-00-11 Truss designed for wind loads T f in the plane of the truss only. 5-01-03 4-04 3-05-092-09-14� 6-03-06 6-03-06 2-09-14 3-05-09 4-04 4-10-03 12 5 9 6.0017" M-7x8(S) 12 M-5x6 M-3x5 0,25" M-3x5 M-4x6 a 6.00 )2 6 -- y e 1' M-1.5x3 11,11-1.5x3+ + 1 \/\./. . w M-3x8 In 13 d4 '/ i5 16 *12 o o /M-3x8 M-3x8 0.25" 0.25' M-3x8 o y y M-7x8(S) (S) M-7x8(S) (S) y y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 y k )' • 1-08 43-09 JOB NAME: POLYGON PLAN 5-D NH - CH2 ��` ° PROF�ss Scale: 0.1499 .\ c�.IIN 1yL., /� WARNINGS: GENERAL NOTES,unless otherwise noted; t4: f:r��]]s'll / 9, /�u rf 1.Builder and erection contractor should be advised old General Notes 1.This design Is based only upon the parameters shown and Is for an Individual CC =9 G 10 P E f Truss: CH2 and Warnings before construction commences. building component.Applicability of design parameters and proper //{ 2.2x4 compression web bracing must be Instated where shown+, incorporation of component Is the responsibitlty of the building designer. , 3.Additional to 2.Design assumes the topend bottom chords to be laterallybraced at temporary bracing to Insure stability during construction DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2' and at 10'o.o suchrespectivelya unless braced throughout their length by �r! a��continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Q DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A 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. -y7 OREGON 4- SEQ. : 6051314 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, G ?. 2 Nbi design loads be applied to any component. and are for"dry condition'of use. / TRANS I D: 407540 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 d 14 �A. fabrication,handling,shipment and Installation of components. Dnesign .MR n`L� P- 6.This design Is furnished subject to the Irritations set forth7.Passumes adequateadobothdraface Isprovided.truss,e 'V, rl I IIIIII VIII VIII IIID VIII VIII VIII IIII IIII by 9.linesPlates shall a with Join on ter(nese of truss,end placed so their center TPInKTCA In SCSI,copies of which will be furnished upon request. lines coincide w(th Joint center encs. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For ibasic ts iconnesictor ple of ate dateesign valn ues see ESR-1311.ESR-1988(MITek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF 1/1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 84 2-13=(-1067) 2889 3.13=(-152) 199 BC: 2x4 KDDF 11&BTR SPACED 24.0' O.C. 2- 3=(-3317) 1286 13-14=) •914) 2657 13- 4=( •33) 359 WEBS: 2x4 KDDF STAND; 3. 4=(•3114) 1250 14-15=( -700) 2439 4-14=(•524) 357 2x4 DF STAND A LOADING 4- 5=(•2567) 1138 15-16=) •700) 2439 14- 5=(-276) 797 LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 16-17=( •882) 2558 14- 7=(-435) 182 IC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5. 7o(-2228) 1099 17-12=(-1021) 2712 15- 7=( 0) 274 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-2213) 1074 7-16=(457) 180 8- 9=( 0) 0 9.16=(-285) 791 LL = 25 PSF Ground Snow (Pg) 9.10=(-2551) 1111 16.10=(-489) 344 NOTE: 2x4 BRACING AT 24'OC UON. FOR 10-11=(-3039) 1229 10.17=( •77) 318 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(•3218) 1283 17.11=( -79) 251 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0' 0.0' BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) ** For hanger specs. - See approved plans 0'• 0.0' •321/ 2034V -182/ 191H 5.50' 3.25 KDDF ( 625) 43'- 9.0' •251/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = Mel( MT series 'COND. 2: Design checked for net(-5 oaf) uplift at 24 'oc spacing.] JT 12: Heel to plate corner = 2.25' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ •1'- 8.0' Allowed = 0.167' MAX TL CREEP ()EFL = -0.021' @ -1'• 8.0' Allowed = 0.222' MAX LL OEFL = 0.201' @ 22'- 0.0' Allowed = 2.142' MAX TL CREEP DEFL = -0.389' @ 22'- 0.0' Allowed = 2.856' MAX HORIZ. LL DEFL = 0.085' @ 43'• 3.5' MAX HORIZ. TL DEFL = 0.142' @ 43'- 3.5' NOTE:Design assumes moisture content does not exceed 19k at time of manufacture. 16-07-11 10-08-10 16-04-11 Design conforms to main windforce•resisting '1 T 1' 1' system and components and cladding criteria. 5-02-03 0-04-08 5-04-05 5-05-11 5-04-06 ,( T pr ' ff ' '( 'f Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.O, ASCE 7.10, 5-07-06 5-05-11 5-04-05 0-04-08 5-02-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 1' T TT 1' '('( ,( '( load duration factor=l.6, 1212 Truss designed for wind loads 4 6.00 6.00 M-4x6 M-3x8 M-4x6 in the plane of the truss only. M-5x6(S) 7 M-5x6(5) 0.25" 0.25" 0 M-1.5x3 + + M-1.5x3 iiie\th / M-3x10 0 it `''a t 11,6 17 •'12 `.6.), o /M-3x8 M-3x4 10.25" M-1.5x3 0.25 M-3x4 0 M-5x8(S) M-5x8(S) ), )' y ), i, ), 1, y y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-01-03 y 1-08 43-09 WEDGE REQUIRED AT HEEL(S). D PFF JOB NAME: POLYGON PLAN 5-D NH - CH3 Scale: 0.14e3 e�� N� or, WARNINGS: GENERAL NOTES,unless otherwise noted: . rrr��/! / -9' 1.Builder and erection contractor should be advised dell General Notes 1.This design Is based only upon the parameters shown and Is for an Individual (t' =9G,0 P E r L.� and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: (iI i3 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 stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their ie Ut by e - �® is. BY: LJ the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). �-0 ''CC • DATE: 9/5/2014 the overall structure is the responsibility of the bulking designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON `V' 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 SEQ. : 6051315 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, q� ONt" A, design loads be applied to any component. and are for"dry condition.'of use. O y 14, 2 P^E" TRANS I D: 407540 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 (xq fabrication,handling, Design ass ✓% p ice P' shipment end installation of components. 7, necessary. assumes adequate drainage is provided. ±l R11.-\'' 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 IIII 11111111111111111 IIII VIII VIII VIII VIII VIII II (III TPIANTCA In BCSI,copies of which will be furnished upon request. 9.linesDigitsindicaat ssize)of plate InrInches. 10. MITek USA,Ir C./COrt1pUTrua Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1989(MITek) EXPIRES:12/31/2015 11 IIIIIII This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1262) 2926 3-14=(•151) 184 BC: 2x4 KDDF A18BTR SPACED 24.0' 0.C. 2- 3=(-3337) 1610 14.15=(-1142) 2696 14- 4=( -22) 359 WEBS: 2x4 KDDF STAND 3. 4=(-3135) 1578 15-16=(-1120) 2476 4.15=(•523) 297 LOADING 4- 5=(-2589) 1493 16-17=(-1120) 2476 15- 5=(-357) 819 IC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=( 0) 0 17.18=(-1208) 2619 15- 7=(-463) 298 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2248) 1390 18.12=(-1346) 2848 16- 7=( 0) 274 TOTAL LOAD = 42.0 PSF 7- 9=(-2248) 1390 7-17=(•463) 298 8- 9=( 0) 0 9-17=(-357) 819 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (P9) 9-10=(•2589) 1493 17.10=(-523) 297 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(•3135) 1578 10.18=) -21) 359 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(•3337) 1610 18.11=(•151) 184 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=) 0) 84 OVERHANGS: 20.0' 20.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HOAZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'• 0.0' -444/ 2038V -198/ 198H 5.50' 3.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 44'- 0.0' -444/ 2038V 0/ OH 5.50' 3.26 KDDF ( 625) M,M20HS,M18HS,016 = MiTek MT series !COND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ -1'• 8.0' Allowed = 0.167' MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = 0.254' @ 27'- 5.3' Allowed = 2.154' MAX TL CREEP DEFL = -0.403' @ 22'- 0.0' Allowed = 2.872' MAX LL DEFL = 0.022' @ 45'- 8.0' Allowed = 0.167' MAX TL CREEP DEFL = -0.021' @ 45'- 8.0' Allowed = 0.222' MAX HORIZ. LL DEFL = -0.101' @ 43'- 6.5' 19-11-11 4-00-10 19-11-11 MAX HORIZ. TL DEFL = 0.145' @ 43'- 6.5' NOTE:Design assumes moisture content does 5-07-06 5-02-03 5-05-11 3-03-09 2 05-042-05-04 T 3-03-09 5-05-11 5-02-03 5-07-06 not exceed 19% at time of manufacture. T T T T ,, T 1' T T T T 12 6 8 12 Design conforms to main windforce-resisting 6.00 17 M-4x611% M-4X6 (6.00 system and components and cladding criteria. M-3x8 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, :N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) M 5X6 S load duration factor=l,6, 0.25" ( ) Truss designed for wind loads 0.25" in the plane of the truss only. /* M-1.5x3 + + M-1.5x3 le\ 1 rr /_ 15 1 Fa M-3x8 16 0,257 3\c 3x4 25° M-15x3 M 3x4 M-3x8 o M-5x8(S) M-5x8(S) 3, 3, y y 3. 3, 3' y y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-04-03 ), ), 1-08 44-00 1-08 JOB NAME: POLYGON PLAN 5-D NH - CH4 Scale: 0.1623 5'C 'I' ypp,Q-6.:.9 WARNINGS: GENERAL NOTES,unless otherwise noted: 4L1 rrr/rrr ffffff+l r I -9 CH1.Builder and erection contractor should be advised of aft General Notes 1.This design Is based only upon the parameters shown and is for an individual C' P E r Truss: C H 4 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 designer. 3.Addltlonat temporary bradng to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at -. DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `r�. 04100.'continuous sheathing such as plywood sheathing(TC)end/or drywatl(BC). / e DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 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. ' OREGON‘a} TRANS I D: 407540J4,- SEQ. : 6051316 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, G. •ryr design loads be applied to any component. and are for'dry condition"of use. / ".4 , Q 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 O 14 0A fabrication,handling,shipment and InstalieUon of components. necessary. MFR o`_�. 6.This design is furnished subject to the imitations set fort 7.Designlatesassumescaeduoneoth drainageIso provided. rin 111111111111111111111 Vgby 6.Plates shall be located on both faces of truss,and placed so their center TPINVTCA In SCSI,copies of which will be furnished upon request lines coincide with joint center noes. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(IL)•E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1116BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2-3=(-71) 97 TC LATERAL SUPPORT <= 12'0C. MON. LOADING BC LATERAL SUPPORT <= 12'OC. MON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -116/ 306V -15/ 61H 5.50' 0.49 KDDF ( 625) 1'- 1.3' -58/ 129V 0/ OH 1.50' 0.21 KDDF ( 625) Connector late prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50' 0.08 KDDF ( 625) P C,CN,CI8,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 psi) uplift at 24 'oc soacin0.( REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -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 = 0.001' @ 0'- 8.7' Allowed = 0.059' 1-02 MAX TC PANEL TL DEFL = -0.001' @ 0'- 8.7' Allowed = 0.089' f T MAX BC PANEL LL DEFL = 0.006' @ 2'- 8.6' Allowed = 0.254' MAX BC PANEL TL DEFL = -0.019' @ 3'- 3.8' Allowed = 0.339' MAX HORIZ. LL DEFL = -0.000' @ 1'- 1.3' MAX HORIZ. TL DEFL = 0.000' @ 1'- 1.3' 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=4.2,8001=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 12 load duration factor=l,6, 10,00 7 1 co Truss designed for wind loads t O v in the plane of the truss only. O M d I: -7' �� 14 M-3x4 b y y 1-00 [PROVIDE FULL BEARING:Jts:2.3.4( 6-00 ��Q,E.. P R OFFss JOB NAME: POLYGON PLAN 5-D NH - CJ1 Scale: 0,6954 sP �'y`(y}�(�J(N� /o WARNINGS: GENERAL NOTES,unless otherwise noted: �� .7 /r�5/I�1 9' 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and Is for an Individual cc' =9G 0 0 P E f Truss: CJ 1 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 la the responsibility of the building designer. 3.Additional temporary bracing to Insure stabitty during construction 2.Design assumes the top and bottom chords to be laterally braced at 'ami► 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 a,r �/s Po ty continuous sheathing such as plywood sheathing(TC)and/or drywai�C). Q DATE: 9/5/2014 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 appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'y lid SEQ. : 6 051317 fasteners ere complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4.. '"J,�r O\b' A design loads be applied to any component and are for"dry conditionof use. Q 1 4 2 "\-*TRANS I D: 407540 5.CompuTnn has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If P fabrication,handling, necessary. nb shipment end installation of components. 7•Design assumes adequate drainage Is provided. r�R�.�� 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center SCSI,copies of ch will be furnished upon nes coincide with 1111111111111111111 MiTek USA!'nine/CompuTrus IScltware 7.6.6(1 L)E request. 10.For basic connector plate design values see ESR-1311•ESR-1988(MiTek)o int center Ines. 9.Digits Indicate size of plate In Inches. EXPIRES:12/31/2015 IIIIIIIIIIIHII 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 NIRBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 418BTR SPACED 24.0' 0.C. 2.30)-60) 58 72 2-4=(0) 0 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED 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/ 303V -27/ 91H 5.50' 0.49 KDOF ( 625) 2'- 3.6' -124/ 112V 0/ OH 1.50' 0.18 KDDF( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 50V 0/ OH 5.50' 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,U2OHS,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 nsf) uplift at 24 'oc 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' 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' i' fMAX TO PANEL LL DEFL = -0.004' @ 1'- 5.5' Allowed = 0.165' MAX IC PANEL TL DEFL = -0.007' @ 1'- 3.6' Allowed = 0.247' 12 MAX BC PANEL LL DEFL = 0.008' @ 2'- 8.6' Allowed = 0.254' 10.00 MAX BC PANEL TL DEFL = -0.023' @ 3'- 3.8' Allowed = 0.339' MAX HORIZ. LL DEFL = 0.000' @ 2'. 3.6' MAX HORIZ. TL DEFL = 0.000' @ 2'- 3.6' -s 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, he20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads N in the plane of the truss only. r v 0 o ► 4 -f M-3x4 1-00 'PROVIDE FULL BEARING;Jts;2.3,4) 6-00 JOB NAME : POLYGON PLAN 5-D NH - CJ2 Scale: 0.6704 �GJ��\GPNE�Fp�ss/p WARNINGS: GENERAL NOTES,unless otherwise noted: �<C/� f./�l! I 2 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 en Individual c S P E �r Truss: CJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.254 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bosom 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. as plywood unless braced throughout their length by .- ill 4�' DATE: 9/5/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as shoed TC)and/or drywall(9C. ...„.041110!,., g 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be appeed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. " OREGON �' SEQ. : 6051318 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to bee.used in a non-corrosive environment, 4- 2f ZO\D �A, design loads be applied to any component. and are for"dry condition'of use. / TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 P fabrication,handling,shipment end Installation of components. necessary. A' P R`L� 6.This design Is furnished subject to the Irritations set forth 7.Designlates shall be assumeslocated on adequate both drainagecis sa ,t'/ I 111111111111111111111111 III IIIII IIII IIII TPI,�CAInSCSI,copies of which will be furnished upon quest, 8 anew coincide with joint center boos of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E late in Inches. 10.9.Forrlb sits cconnecocate size rplf ate design values see ESR-1311,ESR-1988(MITeig 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 IC: 2x4 KDDF qt&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(-49) 63 3-5=( 0) 76 BC: 2x4 KDDF 1/1&BTR SPACED 24.0. O.C. 2.3=(-118) 14 5-6=(-30) 95 3-6=09) 31 3.4=( -17) 31 WEBS: 2x4 KDDF STAND; LOADING 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12.00. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) 0'- 0.0' -44/ 292V -27/ 91H 5.50' 0.47 KDDF ( 625) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 2'- 3.6' -125/ 77V 0/ OH 1.50' 0.12 KDDF ( 625) 6'- 0.0' 0/ 69V 0/ OH 5.50' 0.11 KDOF ( 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: Desian checked for net(-5 psf) uplift at 24 'oc spacing.' M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ? 2-04-06 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 = -0.001' @ 2'- 5.5' Allowed = 0.159' MAX IC PANEL LL DEFL = 0.003' @ 0'- 11.5' Allowed = 0.081' 12 MAX BC PANEL TL DEFL = -0.003' @ 1'- 9.5' Allowed = 0.116' 10.00 7 MAX BC PANEL TL DEFL = -0.006' @ 3'- 9.0' Allowed = 0.140' MAX HORIZ. LL DEFL = 0.001' @ 5'- 3.3' MAX HORIZ. TL DEFL = 0.001' @ 5'- 3.3' M-3x4 NOTE:Design assumes moisture content does not exceed 199t at time of manufacture. )� ,- Design conforms to main windforce-resisting �e c system and components and cladding criteria. • Wind: 140 mph, h=20.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, M 3x54111111hNik*!%11111111111Mlli.IIIIoee.- r (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. r ��5 6 B. � o _�� M-1.5x3 o M-5x6 ee2X WEDGE W/(2) M-2.5X4 TYP. - 2.75 12 y 2-05-08 y y 2-09-13 0-08-11 J. 3. J. 3. 1-00 2-05-08 6-00 3-06-08 PROVIDE FULL BEARING:Jts:2,4.61 0 PROFess JOB NAME: POLYGON PLAN 5-D NH - CJ2C Sala: 0,5669 �� '"E 1511 .E WARNINGS: GENERAL NOTES,unless otherwise noted: =92$OPE 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 - and Warnings before construction commences. building component.Applicability of design parameters end proper Truss: CJ2C Incorporation 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 - �I" 3.Additional temporary bredng to Insure stabiity during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by �,.�O►!.- DES. BY: LJ Is the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)and/or drywallC). 0 lc/DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown v u OREGON ��(/ 4.No load should be appaed to any component until after a8 bredng and 4.Installation of truss is the responsibility of the respective contractor. 7L �b SEQ. : 6051319 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a non corrosive environment r rL t• design loads be applied to any component. and are for*dry condition"of use. TRANS I D: 407 540 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/}�j 1 4' 0�P fabrication,hands necessary.ig ° RR{1-k- ;. ng,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the 6Mtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - upon ch urnished ndde with joint center Ines. IIIIII 11111 11111 11111 VIII 11111 11111 III IIII TPUWTCA In SCSI,copies of will be M Te USA,lnc./CompuTrus whISoftwaref 7.6.6(1 L)-Z request Ones aIndicate of atOFor Digits ctorpltedesign values see ESR-1311,ESR-1988(MITep 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 #1&BTR LOAD DURATION INCREASE = 1.15 1.2e( 0) 72 2.4=(0) 0 BC: 2x4 KDDF M1SBTR SPACED 24.0. O.C. 2.3=(-82) 76 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -29/ 335V -40/ 122H 5.50' 0.54 KDDF ( 625) 3'- 6.1' -127/ 128V 0/ OH 1.50' 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 55V 0/ OH 5.50' 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Desian checked for net(-5 sof) uplift at 24 'oc spacing.I 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' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.099' 3-06-13 MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.132' T '( MAX TC PANEL LL DEFL = 0.017' @ 1'- 11,8' Allowed = 0.270' MAX BC PANEL TL DEFL = -0.032' @ 3'- 1.4' Allowed = 0.339' 12 MAX HORIZ. LL DEFL = -0.000' @ 3'- 6.1' 10.00 7 -,/ MAX HORIZ. TL DEFL = 0.000' @ 3'- 6.1' 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, TCGL=4.2,BCDL=6,0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, 4Truss designed for wind loads o in the plane of the truss only. w rf- 0 o'er ►� ►-44 M-3x4 J, ), y 1-00 (PROVIDE FULL BEARING:Jts:2.3,4) 6-00 JOB NAME: POLYGON PLAN 5-D NH - CJ3 <��o fiFsso Scale: 0.5917 51 '7/5//r 2 WARNINGS: GENERAL NOTES,unless otherwise noted: -y1.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: CJ 3 and Warnempress an construction commences. building component.component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of Is the responsibility of the building designer. // 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced et DES. BY: LJ is the responsibility of the erector.Additional permanent bradng of 2'o.c.and at 10'a.c.respectively unless braced throughout their length by ,......4400/4, �'� DATE: 9/5/2014 responsibilitybuilding designer. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywalllBC. the overall structure is the of the 3.2x Impact bridging or lateral bracing where shown++ Q 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6051320 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, 9/- 4, QS.` ki and are for"dry condition" design loads be applied to any component condition"of use. ' elk q ,)4' 2Q ��-, TRANS I D: 407540 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 M fabrication,handling,shipment and Installation of components. necessary. provided. �R Il 1..n`.` �. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be locatedn assumes edrainage on both faces otruss,and placed so their center III VIII VIII 131 111 1111 VIII IIIb III) ch will be furnished upon MTB USA,Inc./CompuTrusI/WTCA In SCSI,copies of ISO Software 7.6.6(1 L)E request. lin10 For basic connectors coincide with joint plate design values see ESR-1311,ESR-1998(MiTek)icenter Ones. ts Indicate size of plate In Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(-52) 89 6-5=( 0) 18 BC: 2x4 KDDF 818BTR SPACED 24.0' O.C. 2-3=(-171) 21 5.7=(-69) 114 5-3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=( -24) 34 3.7=(-127) 76 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0' -41/ 343V •40/ 122H 5.50' 0.55 KDDF 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.1' -100/ 69V 0/ OH 1.50' 0.11 KDDF 625) Connector plate prefix designators: 6'- 0.0' 0/ 92V 0/ OH 5.50' 0.15 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. 'COND. 2: Design checked for nett-5 Osfl uplift at 24 'oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0,100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TL CREEP DEFL = •0.005' @ 2'- 3.8' Allowed = 0.199' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.099' MAX TO PANEL LL DEFL = 0.005' @ 1'- 1.1' Allowed = 0.159' MAX BC PANEL IL DEFL = •0.009' @ 3'- 7.4' Allowed = 0.186' 3-06-13 MAX HORIZ. LL DEFL = -0.004' @ 5'- 7.5' T . MAX HORIZ. TL DEFL = 0.005' @ 5'- 7.5' 12 NOTnotEexceedn190 ates timeof iure content does manufacture. 10.00 Design conforms to main windforce•resisting system end components and cladding criteria. M-4x6 )4 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 �` � in for N cm AO1llillIllhilhl- v I :3-=-1 �o o M-1.5x3 7 0 -� 6 0 M-3x4 M-3x4 M-3x4 y b y 2-03-12 3-08-04 ; y y y 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2.4,71 ' BEd PR U- JOB NAME: POLYGON PLAN 5-D NH - CJ3C Scale: 0.4986 �� `�l5�I cS/O WARNINGS: GENERAL NOTES,unless otherwise noted: •/,Q2 'P E f 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is far an individual''�'� and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CJ3C Incorporation of component Is the responsidaty of the bulkang dealgner. ; I 2.204 compressionnaltemporary web bredng must be Installed where shown ti 2.Design assumes the top and bottom choles to be laterally braced et _ 3.Additional temporary bradng to Insure stedaty during construction2 o,a and at 10'o.c.respectivelyunless braced throughout their ie th by '- DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywai C). '�-11 DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y OREGON �� 4.No load should be applied to any component until after at bracing end 4.Installation of truss Is the responsibility of the respective contractor. A- SEQ. : 6 051321 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, �� ON A design loads be applied to any component. and are for"dry condition"of use. Q, 1 4 z �s P.- TRANS I D: 407540 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- V fabrication,handling, necessary. .. /1/i. �`.` �.V shipment and Installation of components. 7,Design assumes adequate drainage Is provided. !l 1� 6.This design Is furnished subject to the Irritations set Porth by 8.Plates shall be located on bath faces of truss,end placed so their center 1/W1CA In I,copies of which will be furnished upon nes coincide with int center III I III IIII VIII III 11 Il I III III I'llMTB USA,InCJCOmpuTrus Software+7.6.6(1L)-Eequest. 10.For basic connectoroplate design values see ESR-1311,ESR-1988(MITek) s. 8.Digits indicate size of plate in Inches. EXPIRES:12/31/2015 1111111111111 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 IC: 2x4 KDOF N13BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF k11,BTR SPACED 24.0' 0.C. 2.3=(•109) 95 IC 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 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' -24/ 369V -53/ 153H 5.50' 0.59 KDDF ( 625) 4'- 8.4' -118/ 148V 0/ OH 1.50' 0.24 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 64V 0/ OH 5.50' 0.10 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 psf) uplift at 24 'oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 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 = 0.039' 4-09-03 MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.052' f T MAX TC PANEL LL DEFL = 0.054' @ 2'• 8.9' Allowed = 0.374' MAX TO PANEL IL DEFL = •0.052' @ 2'- 7.0' Allowed = 0.561' -1 10.00 MAX HORIZ. LL DEFL = -0.001' @ 4'- 8.4' MAX HORIZ. TL DEFL = -0.001' @ 4'. 8.4' 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,BCOL=6.0, ASCE 7.10, c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, 4 Truss designed for wind loads in the plane of the truss only. 4 maPIAIMIIIIIIIIIIIIIIIIMIMIIMIIIIIIIIoo tl E�4 J. J. J. 1-00 6-00 (PROVIDE FULL BEARING:Jts:2.3,4] JOB NAME: POLYGON PLAN 5-D NH - CJ4 Scale: 0.5377 s5��0�D PR F'4(2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� '��fff�/ 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 7-925//r 92/.P E Truss: CJ 4 end Warnings before construction commences. building component.Applicability of design parameters and proper // 2.254 compression web bredng 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.e.respedivey 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 -"- DATE: 9/5/2014 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 rippled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A_OREGON . SEQ. : 6051322 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �G V A<� S(� design loads be applied to any component. and are for"dry condition'of use. �O: I), 1 4 20 AC•• TRANS I D: 407540 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at a8 supports shown,Shim or wedge If r T; fabrication,handling,shipment and Installation of components. necessary. �`.R R 7.Design assumes adequate one draothinaceIsf s \.• 6.This design is famished subject to the On-Rations set forth by 8.Plates shall be located both faces of truss,and placed so their center 1111111111111111111111111II 111111111111111111MITek USA,IncA In .I,copies of whch/CompuTrus S which Software 7.6.6(1 L)E ll be furnished upon request. lines coincide with jint center Ones. 10.For basic coonnecorrplate design values see ESR-1311.ESR-1988(MITeW 9.Digits Indicate size of plate In inches. EXPIRES:12/31/2015 1E111111 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 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE= 1.15 1.2=( 0) 72 2.6=( -93) 129 6-5= 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-214) 36 5.7=(-122) 165 5-3= 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -59) 46 3-7= -184) 135 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0' -30/ 375V -53/ 153H 5.50' 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 8.5' -85/ 87V 0/ OH 1.50' 0.14 KDDF ( 625) Connector plate prefix designators: 6'- 0.0' -1/ 115V 0/ OH 5.50' 0.18 KODF ( 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: Design checked for net(-5 osfl uplift at 24 'oc soacing.I 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 = 0.005' 9 2'- 3,8' Allowed = 0.209' MAX TL CREEP DEFL a -0.007' 9 2'- 3.8' Allowed = 0.279' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.039' MAX TL CREEP DEFL a 0,000' @ 0'- 0,0' Allowed a 0.051' 4-09-04 MAX HOAR. LL DEFL a -0.007' @ 5'- 7.5' T f MAX HORIZ. TL DEFL = 0.007' @ 5'- 7.5' 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.007 it 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), M-4X6 load duration factor=1,6, Truss designed for wind loads 4, m in the plane of the truss only. M AlisAriiii......co w '_ iR PE:24 7 NT _ m M-3x4 o M-1.5x3 0 _E4 6 0 M-3x4 M-3x4 ). y y 2-03-12 3-08-04 y y y y 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2.4.7' QED PR°Fr* JOB NAME: POLYGON PLAN 5-D NH - CJ4C ,~,� (NE si Scale: 0.4610 \� G /3 +7 WARNINGS: GENERAL NOTES,unless otherwise noted: �� v rr�ff"/ 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 ^9G•S P E Truss: CJ 4C and Warnings before construction commences. building component.ApplicabiRty of design parameters and proper /// 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibilityof the building designer. 3.Additional temporary bracing to Insure stad8ty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY' LJ 2'o.c.and at 10'c.c.respectively unless braced throughout their length by Is the reeponaiWaty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywati(BC). �' '�� DATE: 9/5/2014 the overall structure Is the responsibisty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 A OREGON- .. SEQ. : 6051323 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, -r! design loads be eppaed to any component. and are for"dry condition"erase. ' ) y 14 9- P..�.. TRANS I D: 407540 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 MFRRI fabrication,handing,shipment and Installation of components. necessary. 6.This design Is furnished subject to the Imitations set forth 7.Designlatesassumes adequateatedon both drainage Is of provided. III I 1111111 II IIIII II II III I MAI III'III 1 by 8.Plates shall be located faces truss,and placed so their canter TPINYTCA In SCSI,copies of which will be furnished upon request. tines coincide with Joint center Anes. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weld) EXPIRES:12/31/2015 1E 11111 This design prepared from computer input by• PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 1,16BTR SPACED 24.0' O.C. 2.3=(-137) 115 72 2.4=(0) 0 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 402V -66/ 184H 5.50' 0.64 KDDF ( 625) Connector late no ix desi nators: 5'. 9.2' 0/ 76V 0/ OH 5.50' 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'. 11.6' 107/ 168V 0/ OH 1.50' 0.27 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL snacin at 24 'oc lift ICOND. 2: Design checked for net(-5 nsf) u I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. J1 A• VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL ()EFL = -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' 5-11-10 MAX IC PANEL LL DEFL = 0.160' @ 3'- 7.2' Allowed = 0.478' MAX TC PANEL TL DEFL = •0,144' @ 3'• 4.8' Allowed = 0,718' -/ MAX HORIZ. LL DEFL = -0.002' @ 5'• 10.9' MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9' jlf NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads a in the plane of the truss only. v a in m v CD /- CD ►� 4 M-3x4 )- y y 1-00 6-00 (PROVIDE FULL SEARING:Jts:2.4.3( P R' D 0 E F JOB NAME: POLYGON PLAN 5-D NH - CJ5 Scale: 0.4821 ��. (N ypJq,�sd, WARNINGS: GENERAL NOTES,unless othervdse noted: `(-7/5/1 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 an individual C' ^9�0 P E �r Truss•: CJ 5 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web biasing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. // 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c,end at shea o,c,respectively unless braced throughout their length by �, ��.. DATE: 9/5/2014responsibilitybuilding designer. continuousxImpact bridging orng suchr l bas racing required where sown drywall C). / ' Q the overall structure la the res onsiWn of the 3.2x brtdginp or lateral where shown+. � 4.Na load should be applied to any component until aper all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON to SEQ. : 6051324fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, i•- lj ZdNb�A. TRANS I D• 407540 design loads be applied to any component. and are for"dry condition'of use. / '� • 5.CompuTrus has no control over and assumes no responslbirity for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if Q 14, fabrication,handling,shipment end installation of components. necessary. p 1 6.This design Is furnished subject to the Imitations set forth T.Designlatesassumes adequateatedon both drainage is f rsand. � rl R V L.�' 11111011111111111 J by 8.Plates shall be located facess.of truss,end placed so their center TPIrWTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MITek USA,Ina/CompuTrus Software 7.6.6(1 L)•E 10.For basic Digits iconnecttor te slze platete in design values see ESR-1311,ESR-1988(MINX) 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 418BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-150) 175 6.5=( 0) 18 BC: 2x4 KDDF 41&BTR SPACED 24.0' 0.C. 2-3=(-257) 55 5-7=(-195) 224 5.3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=) -87) 66 3.7=(-249) 216 LOADING TC 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 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 12,0' 0.0' 0'- 0.0' -34/ 398V -66/ 185H 5.50' 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 7.5' -21/ 142V 0/ OH 5.50' 0.23 KDDF ( 625) Connector plate prefix designators: 5'- 11.6' -69/ 108V 0/ OH 1.50' 0.17 NODE ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psft uplift at 24 'oc spacina,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' MAX TL CREEP DEFL = -0.003' 9 -1'- 0,0' Allowed = 0.133' MAX LL DEFL = 0.008' @ 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.009' 9 2'- 3.8' Allowed = 0.339' MAX HORIZ. LL DEFL = •0.010' @ 5'- 7.5' 5-11-10 MAX HORIZ. TL DEFL = 0.010' @ 5'. 7.5' 1' T NOTE:Design assumes moisture content does -/ not exceed 19% at time of manufacture. Design esistig 01 systemconforms ln l andcomp components r cladding criteria. 12 10.00 7Wind: 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=l.6, Truss designed for wind loads in the plane of the truss only. .- M-4x6 4 1111111111111111...._ - M Al ct NI A M-3x4 2 M-1.5x37► M-3x4 M-3x4 y y y 2-03-12 3-08-04 b , y y 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2.7.41 ,,i,, p PR OFFS' JOB NAME: POLYGON PLAN 5-D NH - CJ5CBgale: 0.4046 .c; I"U 6> WARNINGS: GENERAL NOTES,unless otherwise noted: 5// 4t• 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual =92,0 P E r and Warnings before construction commences. building component.Applicability of design parameters and proper / Truss: CJ 5 C ° Incorporation of component is the res nslbii of the buildingdesigner. 2.2r4 compressionpo web bracing must be Installed where shown+. Do Po N 3.Additional temporary to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at _ 49'4.."-- DES. ., ..., 2'continuous and at 10' in ouch respectivety unless braced throughout their length� by �,. - DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). `=-e. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON r' C 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. •� �, t SE Q. : 6051 3 25 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, `- -1,, ON tA. design loads be applied to any component. and are for*dry condition-of use. O 14 2 .., TRANS I D: 407 540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tub bearing at an supports shown.Shim or wedge if �P fabrication,handling,shipment and Installation of components. necessary.s �, 7.Platen assumes adequate othdrainage Ioftmss,provided. RRII. 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 1111111111111011111111 TPI/WTCA In BCSI,copies of which will be furnished upon request. git coincidewith joint patecenterInches.9.Digits indicate size of plate in Inches. MiTek USA,Ina/CompuTrus Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by . 1 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 , TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-50(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(.217) 192 3.4=(-115) 66 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ORG REQUIRED BAG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -24/ 377V -79/ 216H 5.50' 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" .242/ 398V 0/ OH 1.50' 0.51 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.0' -108/ 58V 0/ OH 1.50' 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 puff uplift at 24 'oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX LL OEFL = -0402' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ .1'- 0.0' Allowed = 0.133' MAX TO PANEL LL DEFL = 0.074' @ 2'- 9.2' Allowed = 0.481' 0 MAX TC PANEL TL DEFL = -0.073' @ 2'- 11.9' Allowed = 0.722' MAX HORIZ, LL DEFL = -0.003' @ 5'- 11.2' 12 MAX HORIZ. TL DEFL = -0.003' @ 5'- 11.2' 10.00 7 )j( NOTnotEexceedn19%s ates timemoisture of manufactudoes re. 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, 03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, c Truss designed for wind loads m in the plane of the truss only. m , 5.=-00 0 M-3x4 y y y y 1-00 6-00 1-02 'PROVIDE FULL BEARING:Jts:2,5.3,4) ,v,t0 PR OA-6.r,, JOB NAME : POLYGON PLAN 5-D NH - CJ6 Scale: 0.4578 \c� )N6 WARNINGS: GENERAL NOTES,unless otherwise noted: Q4,, ‘7/5/Pr O7 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 =�O P E Truss: CJ 6 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2u4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during consW Non 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 r 4�� Is the responsibility of the erector.Additional permanent bracing of DATE: 9/5/2014ybuilding g continuousxImpact sheathing such las pywgoesheathing(TC)where shown drywei BC>. `u , the overall structure Is the responsibility of the designer. 3.2x brid I or lateral bracingrequired where shown+ 4.No load should be apptied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7Q OREGON. >x 4(/' SEQ. : 6051326 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive envIronment, -L. v• \ R. design Toads be applied to any component. and are for"dry condition"of use. O }' 14 20 A-t- TRANS I D: 407540 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. Design essary. _. MFR R`��. 7.Design assumes adequate drainage Is truss,e C 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 IIIIII VIII VIII VIII VIII VIII VIII'III'IIITPtrVJTCA In SCSI,copies of which will be furnished upon request lines coldicawith jointaIn Ines. Di 9.Digits Indicate size offpplatete InInches. 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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'• 2.1' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.7=(-114) 160 7-6=( 0) 18 BC: 2x4 KDDF#18BTR SPACED 24.0. 0.C. 2-3=(-236) 46 6.8=(•149) 206 6-3=) 0) 51 WEBS: 2x4 KDDF STAND 3-4=(•165) 126 3-8=(-229) 165 TC LATERAL SUPPORT <= 12'OC. UON. LONDIOP 4-5=( -62) 26 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.N) ON TOP CHORD = 32.0 PSF OL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA OVERHANGS: 12.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -29/ 387V -80/ 217H 5.50' 0.62 KDDF ( 625) Connector plate prefix designators: 5'- 7.5' -16/ 131V 0/ OH 5.50' 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -147/ 230V 0/ OH 1.50' 0.29 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 7'- 2.1' -18/ 11V 0/ OH 1.50' 0.02 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked far net( osfl 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 LL DEFL = 0.006' @ 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.008' @ 2'- 3.8' Allowed = 0.339' 7-02-01 MAX HORIZ. LL DEFL = -0.008' @ 5'- 7.5' T f MAX HORIZ. TL DEFL = 0.009' @ 5'- 7.5' -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 4r Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 12 1D 10.00 7 M-4x6 4-3x4411111111111\=. 0 d' f�imm601m M-3x4 6in = w 7 M-1.5x3 9 0 0 M-3x4 1, y y 2-03-12 3-08-04 l 1, )' y 1-00 1, 2-05-08 4-08-09 1, , 6-00 1-02-01 (PROVIDE FULL BEARING:Jts:2,8,4,51 ,i,,>vO PR OFFS JOB NAME : POLYGON PLAN 5-D NH - CJ6C INF' 6' Scale: 0.3413 �` 15/l 7' o* WARNINGS: GENERAL NOTES,unless otherwise noted: 'y ._. 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 192l O P E. 1--- Truss: CJ6C 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 end bottom chords to be laterally braced at DES. BY: L I Is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.a.respectively unless braced throughout their length� by ` /�� po ty permanent of continuous sheathing such as plywood sheething(TC)andfordrywall(BC). '411.r.` DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A �4 SEQ. 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. OREGON. SE Q. : 6051327 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, G R design loads be applied to any component and are for"dry condition"of use. �O }f 14 rZQ .!(.., TRANS I D: 407540 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 �;f �` ',6 N nessa fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. •-R111‘..\- • V 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 VIII VIII VIII VIII VIII VIII VIII Ill)IIIITPIAA?CA in BCSI,copies of which will be furnished upon requestlinescoincide with joint centerInes. Di 9.Digits Indicate size of PlateteIInches. nches. MITek USA,Inc./CompuTrus Software+7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITeIO EXPIRES:12/31/2015 1IIII111II'I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4,4' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 WOOF e18BTR • LOAD DURATION INCREASE = 1.15 1.2, 2-5=(0) 0 BC: 2x4 WOOF g168TR SPACED 24.0. O.C. 2.3=(-266) 237 TC LATERAL SUPPORT <= 12.0C. UON. LOADING 3.4=( -90) 38 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 BAG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'• 0.0' -24/ 378V -93/ 249H 5.50' 0.61 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (P9) 5'. 9.2' 0/ 69V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'• 11.2' -226/ 355V 0/ OH 1.50' 0.45 WOOF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.4' -14/ 22V 0/ OH 1.50' 0.03 KDOF ( 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 TLMCREEP DEFL = -0.003' @ -I'- 0.0' Allowed = 0.133' MAX TO PANEL LL DEFL = 0.118' @ 2'• 11.7' Allowed = 0.481' /-3x4 MAX TC PANEL TL DEFL = 0.104' @ 2'- 11.7' Allowed = 0.722' MAX HORIZ. LL DEFL = -0.003' @ 8'• 3.7' MAX HORIZ. TL DEFL = -0.003' @ 8'- 3.7' NOTE:Design assumes moisture content does not exceed 19%s at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=22,7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, m (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), oload duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. F-M0oJ�O y ), ), ), 1-00 6-00 2-04-07 'PROVIDE FULL BEARING:Jts:2.5.3.41 JOB NAME : POLYGON PLAN 5-D NH - CJ7 ��'�� P (.9 Scale: 0.4129 GJ IN /* WARNINGS: GENERAL NOTES,unless otherwise noted: �1r� /.:1�/! ! -fs 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4t 0 P E r Truss: CJ 7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designers 3.Additional temporary bredng to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.e.and at 10'o.c.respectively unless braced throughout their length by `rhe Y �®the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required In ere shown3. 4, 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. -7 OREGON �(/ SEQ. : 6 051328 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, L 4, \lk design loads be applied to any component and are for"dry condition"of use. / TRANS I D: 407540 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 y 14,1 Z� Q} fabrication,handling,shipment and Installation of components. necessary. MFR R)1-1' 6.This design Is furnished subject to the Irritations set forth 7.Plates assumes adequateodon drainage a is rsa. I IIIIII IIID VIII II II VIII I III VIII III)IIIIby 8.Plates shall be located both faces of truss,and placed so their center TPIANTCA 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 0.FForr9. its basiciconnector ple of ate design In values see ESR-1311,ESR-1981(MITek) EXPIRES:12/31/2015 1E1141This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF fi18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-7=(-115) 164 7.6=) 0) 18 BC: 2x4 WOOF #18BTR SPACED 24.0' O.C. 2-3=(-235) 82 6.8=(-149) 211 6.3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=(-216) 173 3.8=(-234) 166 LOADING 4-5=( -68) 31 TC LATERAL SUPPORT <= 12'OC. MON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. MON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG AEQUIflEO BUG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0' -29/ 386V -93/ 249H 5.50' 0.62 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 7.5" -19/ 131V 0/ OH 5.50' 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -158/ 243V 0/ OH 1.50' 0.31 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IPC 2012 NOT BEING MET. 8'- 4.4' -34/ 53V 0/ OH 1.50' 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 osfi 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 LL DEFL = 0,006' @ 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.008' @ 2'- 3.8' Allowed = 0.339' MAX HORIZ. LL DEFL = -0,008' @ 5'. 7.5' 8-04-07 MAX HORIZ, TL DEFL = 0.009' @ 5'- 7.5' T 1' 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 m ht h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 12 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 10.00 load duration factor=1.6, % Truss designed for wind loads 1 in the plane of the truss only. m M-4x6 1-• Air 111111bIlliiii -,, 41. a rw� r e c .•••••//0._ 7M-3x• c M-1.5x3 M-3x4 M-3x4 y 1, 1, 2-03-12 3-08-04 1, 1' J. J. 1-00L�, 2-05-08 5-10-1 1 6-00 2-04-07 (PROVIDE FULL BEARING:Jts:2.8.4,51 �E� PRO -6.S JOB NAME : POLYGON PLAN 5-D NH - CJ7C Scale: 0.3027 �,� r5// ;s, WARNINGS: GENERAL NOTES,unless otherwise noted: oOP E ("� 17 1.Builder and erection contractor should be advised of ad General Notes 1.This design Is based only upon the parameters shown and Is for an Individual / and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CJ 7C Incorporation of component is the responsibitty of the building designer. 2.2x4 compression web bracing must be stabltInstalled where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stablIty during construction2•o.c.and at 10'o.c,respectively unless braced throughout their Ian length by �:# '4t<. PP DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Q DATE: 9/5/2014 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 responsIbmty of the respective contractor. 1Y �to SEQ. : 6051329 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L/�� 20N�i design loads be applied to any component. and are for"dry condition"of use. [,/ r 1 4 - �,T- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes MI bearing at all supports shown.Shim or wedge If Q necessary. V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 'R R 1�L.\- 6.This design Is furnished subject to the lirNtadons set forth by 9.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPIANTCA In BCS(,copies of which will furnished upon request. 9.(Digits joint plate center MiTek USA,Ina/CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311•ESR-1966(Web) EXPIRES:12/31/2015 11101111101 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.9' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24,0' 0.C. 2.3=(.319) 286 3.4=(-102) 45 TO LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,I6. (SPECIES) 0'. 0,0' -23/ 376V •107/ 284H 5,50' 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'• 11.2' -250/ 379V 0/ OH 1.50' 0.48 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 6.9' •53/ 77V 0/ OH 1.50' 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacino.l 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 = 0.067' @ 3'- 4,9' Allowed = 0.481' 710.0017r) MAX TC PANEL TL DEFL = -0.075' @ 3'- 2.4' Allowed = 0.722' MAX HORIZ. LL DEFL = •0.004' @ 9'• 6,1' MAX HORIZ. TL DEFL = -0.004' @ 9'- 6.1' 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=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, oTruss designed for wind loads v in the plane of the truss only. es mc") J, ) ), i, 1-00 6-00 3-06-14 [PROVIDE FULL BEARING:Jts:2,5,3,41 ��tip PROFFs JOB NAME: POLYGON PLAN 5-D NH - CJ8 Scale: 0.3715 \�� GINE si0 WARNINGS: GENERAL NOTES,unless otherwise noted: �� v�r�f�/� 1.Builder and erection contractor should be advised of e6 General Notes 1.This design is based only upon the parameters shown and Is for an Individual C' =9G**PE t Truss: CJ8 and Warnings before construction commences. building component.Applicability of design parameters and proper �// 2.2x4 compression web bracingmust 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 - 2'o,c.end at 10'a c.respectively unless braced throughout their length by , .�� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch es ,.` Q DATE: 9/5/2014 bracing plywood cured whererCs and/ordrywal C). the overall structure Is the to any some of the building designer. 3.Installation Impact bridging or lateral required shown++ OREGON t��"" I/1� 4.No load should be applied to any component until after all bracing and 4. of truss is the responsldlity of the respective contractor. "y ^e/ S EQ. : 6051330 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, G� �J'91' Orb design loads be applied to any component and are for"dry condition"of use. Q 14 m t�-L. TRANS I D: 407540 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 r handling,febdcation, nesessary. MFRRVL"L> shipment and installation of components. 7.Design assumes adequate drainage Is provided. 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 1111111 VIII VIII VIII VIII IIID VIII III)IIII TPIIVYrCA in SCSI,copies of which will be furnished upon request. git coincide with joint aIn Inche, 9.Digits Indicate size of plate to 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 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(0) 0 BC: 2x4 NODE p16BTR SPACED 24.0' O.C. 2-3=(-374) 304 3-4=(-142) 57 IC LATERAL SUPPORT <= 12'OC. MON. LOADING 4-5=( -56) 0 BC LATERAL SUPPORT <= 12'0C. MON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 9.2' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -22/ 376V -117/ 331H 5.50' 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -258/ 391V 0/ OH 1.50' 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0' -129/ 191V 0/ OH 1.50' 0.24 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc soacina.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -, MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.001' @ 10'- 9.2' Allowed = 0.077' MAX TL CREEP DEFL = -0.001' @ 10'- 9.2' Allowed = 0.103' MAX TC PANEL LL DEFL = 0.064' @ 3'- 4.9' Allowed = 0.481' /10.00 MAX TO PANEL TL DEFL = -0.072' @ 3'- 2.4' Allowed = 0.722' MAX HORIZ. LL DEFL = -0.006' @ 9'- 11.2' MAX HORIZ. TL DEFL = -0.006' @ 9'- 11.2' NOTE:Design assumes moisture content does not exceed 19h at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, e (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), .� load duration factor=l.6, c. Truss designed for wind loads of in the plane of the truss only. C,,oC) b y 1, 1-00 6-00 4-09-04 (PROVIDE FULL BEARING:Jts:2,6,3.41 JOB NAME : POLYGON PLAN 5-D NH - CJ9 ��EO PROFess Scale: 0.3424 \� ! GINE �O WARNINGS: GENERAL NOTES,unless otherwise noted: �� `. � � �-7 /+ I.Builder and credos contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual = s P E 1" Truss: CJ 9 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabitty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: L I Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �{',�, �® Po ty continuous sheathing such as plywood sheathing(TC)andfordrywan(BC). Q DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be appled to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. -y OREGON 4,/ SEQ. : 6051331 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, l+. �,� Q� design loads be applied to any component. and are for"dry condition"of use. 1 4 2 "� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tuff bearing et all supports shown.Shim or wedge If �4` fabrication,handling,shipment and installation of components. necessary. 6.This design Is furnished subject to the Imitations set forth e.Plates assumes adequate on both drainage Is f provided. MSR R t��- IIII IIII 11 II VIII III 110101111111111 9 1 by 8.Plates shall be located on facess.of truss,and placed so their center TPUWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center ones. 9. indicate size of plate tIno Inches. MITekUSA,Ina/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 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF @1EBTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(0) 0 BC: 2x4 KDDF @168TR SPACED 24.0' 0.C. 2.3=(-411) 381 3.4=(•192) 140 TC LATERAL SUPPORT <= 12'0C. UON. LOADING 4-5=( •55) 29 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'• 0.0' -23/ 376V -134/ 356H 5.50' 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'• 11.2' -261/ 380V 0/ OH 1.50' 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -137/ 194V 0/ OH 1.50' 0.25 KDDF ( 625) 11'- 11.7' -30/ 49V 0/ OH 1.50' 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (GOND. 2: Design checked for net(•5 psf) uplift at 24 'oc spacing.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 q 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 = 0.067' @ 3'- 4.9' Allowed = 0.481' MAX TC PANEL TL DEFL = -0,075' @ 3'- 2.4' Allowed = 0.722' MAX HORIZ. LL DEFL = •0.007' @ 11'- 10.9' MAX HORIZ. TL DEFL = -0.007' @ 11'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, O (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l.6, c Truss designed for wind loads c in the plane of the truss only. CO o .0- 1111 -s 6 0 M-3x4 1- ), 1, 1, 1-00 6-00 5-11-11 (PROVIDE FULL BEARING:Jts:2,6,3,4.5) co Scale: 0.8221 ��r"" PROFF6 O JOB NAME : POLYGON PLAN 5-D NH - CJ10 (INE s/ WARNINGS: GENERAL NOTES,unless otherwise noted: �� ' 'n-/1 �'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 =9G,S P E Truss: CJ 10 end Warnings before construction commences. building component.Applicability of design parameters and proper �// 2.2.4 compression web bradng must be Installed where shown*. incorporation of component Is the responsiblity of the building designer. 3.Additional temporary bradng to Insure stability during construction 2.OodOn assumes the lop end boticm chorda to bo laterally braced et DES. BY: Lal2'o.c.end et 10'o.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 drywalt(BC). �" '- `• DATE: 9/5/2014 the overall structure la the responsibility of the building designer. 3.2x impact bridging or lateral bradng required where shown+* /Q�, 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. 7 n-OREGON 40 SEQ. : 6051332 fasteners ere complete and at no Ume should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4.. 4! O\a and are for condition"of use. design loads be applied to any component. 'dry 1 2 TRANS I D: 407540 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 4 P fabrication,handling,shipment and Installation of components. necessary. MSR R I{�`' v 6.This design Is furnished subject to the imitations set forth 7.Design assumes adequate on both drainage is runs, IIIIIII VIII VIII VIII VIII VIII VIII(III(III g J by 6.Plates shall be size on both feces olWss,and placed so their center TPINVTCA in SCSI,copies of which will be furnished upon request Tines coincide with joint center Ines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-lame(MiTek) EXPIRES:12/31/2015 Is IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 1.6' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF f)1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2.3=(-454) 427 3-4=(•246) 188 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4.5=( -77) 55 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -23/ 377V -148/ 392H 5.50' 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -262/ 373V 0/ OH 1.50' 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' •169/ 239V 0/ OH 1.50' 0.31 KDDF ( 626) 13'. 1.6' -60/ 90V 0/ OH 1.50' 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' -" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' s 0/0/000 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.068' @ 3'. 4.9' Allowed = 0.481' MAX TC PANEL TL DEFL = -0.077' @ 3'- 2.4' Allowed = 0.722' MAX HORIZ, LL DEFL = -0.008' 0 13'• 0.9' MAX HORIZ. TL DEFL = -0.008' @ 13'- 0.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6,0, ASCE 7.10, . co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads 4 in the plane of the truss only. co o 1 6-_ M-3x4 J. J, J' y 1-00 6-00 7-01-10 'PROVIDE FULL BEARING:Jts:2,6,3,4.5I ,gy p PR Open JOB NAME: POLYGON PLAN 5-D NH - CJ 11 Scale: 0.2976 �� ` PR s%2 WARNINGS: GENERAL NOTES,unless otherwise noted: o S P E r 1.Bulder 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 building component.Applicability of design parameters and proper Truss: CJ 11 and Warnings before construction commences. Incorporation of component Is the responsiblity of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stabirdy during construction 2'o.c,and at 10'o.e.respectively unless braced throughout their le th by imp..., DES. BY: LJ Is the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)and/ordrywali c). jr DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. :7 :OREGON�h �to SEQ. : 6051333 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! 0 design loads be applied to any component and are for*dry condition"of use. /) 14 rL t� - TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes bearing at all supports shown.Shim or wedge If fl - iJ`, fabrication,handling, necessary. ✓/ p \, V ng,shipment and installation of components. 7.Design assumes adequate drainage Is provided. rl R 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 111111111111111111111111 TPIAN(CA In BCS',copies of which will be furnished upon request. Digit coincide with jointcenternche, 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-1888(MiTek) EXPIRES:12/31/2015 11111 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.8' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF 916BTR SPACED 24.0' O.C. 2-3=(-33B) 304 3.4=)-109) 56 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' -22/ 375V -111/ 296H 5.50' 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' .261/ 392V 0/ OH 1.50' 0.50 KDDF625 M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.8' -64/ 93V 0/ OH 1.50' 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 •oc specinq.J 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 = 0.064' @ 3'- 4.9' Allowed = 0.481' 7-3x4 MAX TC PANEL TL DEFL = •0.072' @ 3'- 2.4' Allowed = 0,722' MAX HORIZ. LL DEFL = -0.005' @ 9'- 11.0' MAX HORIZ. TL DEFL = -0.005' @ 9'- 11,0' 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=23.4ft, TCDL=4.2,BCDL=6,0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), oload duration factor=l,6, Truss designed for wind loads ao in the plane of the truss only. e coco0o y J, y 1, 1-00 6-00 3-11-12 'PROVIDE FULL BEARING:Jts:2,5.3,41 JOB NAME : POLYGON PLAN 5-D NH - CJ12 ��o PNF�ss, Scale: 0.3645 <0 / (J/! / 02 WARNINGS: GENERAL NOTES,unless otherwise noted: �� 0 92 P E �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 Truss: CJ12 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 reapeosihttty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by �, w Is the responsibility l temporary of the erector.Additional permanent bracing ofn� ) „may DATE: 9/5/2014p, tybuilding designer. continuous sheathinggr suchr t raring eguired where showlerdrywall C. C the overall structure is the responsibility of the 3.2x Impact bridging or lateral bredng required where shown++ � 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON to SEQ. : 6051334fasteners are complete and at no time should any loads greater eras 5.Design assumes trusses are to be used In a non-corrosive environment, �'4- "f 2 1t �A, TRANS I D: 407540 design loads be applied to any component and are for dry condition'of use. I. X , 0 P 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at aU supports shown.Shim or wedge if Q 14, _� fabrication,handling,shipment and Installation of components. necessary. provided. MFR R1 L,' 8.This design is furnished subject to the Irritations set forth by B.Plates shall be locats eduon both faceslof r ,ed placed so their center 'IIIII IIIII IIIII IIIII IIIII IIIII IIIII'III(IIIMTe USA,lnC.I/WTCA in SI,copies of lC mpuT s'ch win be Software 7.6.6(1 L)E upon request. 10.For basic co nectoroplate design values see ESR-1311,ESR-1988(Weft)lines coinclde with jint center Ines. 0.Digits indicate size of plate In Inches. EXPIRES:12/31/2015 1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF ti16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-50(0) 0 BC: 2x4 KDDF g16BTR SPACED 24.0' O.C. 2-3=(-249) 222 3-4=) -91) 37 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 BOG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 80.IN. (SPECIES) 0'. 0.0' -24/ 378V -88/ 238H 5.50' 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -223/ 356V 0/ OH 1.50' 0.46 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'. 11.6' -14/ 3V 0/ OH 1.50' 0.01 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF 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 = 0.095' @ 2'- 11.8' Allowed = 0.481' 0 MAX TC PANEL TL DEFL = -0.077' @ 3'- 2.4' Allowed = 0.722' i MAX HORIZ. LL DEFL = -0.003' @ 5'- 11.2' MAX HORIZ. TL DEFL = -0.003' @ 7'- 10.9' 1-,1:7 NOTE:Design assumes moisture content does 10.00 not exceed 19% at time of manufacture. ij Design conforms to main windforce-resisting )� system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co o load duration factor=1.6, Truss designed for wind loads O in the plane of the truss only. g- CO 8, ► C 5 M-3x4 J, J, J. 3, 1-00 6-00 1-11-10 !PROVIDE FULL BEARING;Jts:2,5,3,41 PROP 4<<..‘kt i" ety JOB NAME : POLYGON PLAN 5-D NH - CJ13 Scale: 0.4253 co, GINE s% WARNINGS: GENERAL NOTES,unless otherwise noted: �� " / '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 en individual - V 92 •P E �' Truss: CJ 13 and Warnings before construction commences, building component.Applicability of design parameters end proper ��/ �//! 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibmty of the building designer. / P 3.Additional temporary bracing to Insure elabiaty 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 length by „...#4//1...- �Ia " Po continuous sheathing such as plywood sheething(rC)and/or drywall(BC). Q DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ O 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: �_ SEQ. : 6051335 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, : IIIIIIIIIII 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 TO: 2x4 KDDF N168TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF Ni&BTR SPACED 24.0. O.C. 2.3=(•137) 115 22 .4=(0) 0 IC LATERAL SUPPORT c= 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' -34/ 402V -66/ 184H 5.50' 0.64 KDDF ( 625) Connector plate prefix designators: 5'• 9.2' 0/ 76V 0/ OH 5.50' 0.12 KDDF ( 625) C,CN C18 C18 (or no A p LL = 25 PSF Ground Snow (Pg) 5'• 11.6' -107/ 168V 0/ OH 1.50' 0.27 KDDF prefix) = orm uTrus Inc ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 esf( uplift at 24 'oc spacin REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9• 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' 5-11-10 MAX TC PANEL LL DEFL = 0.160' @ 3'- 7.2' Allowed = 0.478' MAX TC PANEL TL DEFL = -0.144' @ 3'- 4.8' Allowed = 0,718' -, MAX HORIZ. LL DEFL = -0.002' @ 5'• 10.9' MAX HORIZ. TL DEFL = -0.002' @ 5'• 10.9' )0 NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10,00 7 Design conforms to main windtorce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration tactor=1,6, Truss designed for wind loads c0 in the plane of the truss only. 4 0 to th 71 c o 4-� M-3x4 1• 1- /, 1-00 6-00 (PROVIDE FULL BEARING;Jts:2.4.31 JOB NAME : POLYGON PLAN 5-D NH - CJ 14 ' N'. INE ``'s Scale: 0.4821 <:3 �` 15/l l " WARNINGS: GENERAL NOTES,unless otherwise noted: /H7 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an Individual '' T g 2$$P E 1--- Truss: CJ 14 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 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: LJ is the responsibility of the erector.Additional2'o.c.and at ea c.c.respectively unless braced throughout their length by ` �� Pa ty permanent bracingof continuous sheathing such as heath ng(TC)and/or drywall C. / L " DATE: 9/5/2014 the overall structure Is the responsibility of the building deslgnerr. 3.2o Impact bridging or lateral bracing required where shown++ ) Q 4.No load should be applied to any component until after an bracing end 4.installation of truss is the responsibility of the respective contractor. OREGON �(/' SEQ. : 6051336 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L ilk TRANS I D: 407540 design loads be applied to any component and are for"dry condition"of use. / qZp Q`� 5.CompuTres has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q'. 14, fabrication,handling,shipment and Installation of components, necessary. p n - 6.This design is furnished subject to the Irritations set forth by 7.Platessh allbe locats ed on bothte i facesiof truss,and placed so their center R R �`^ IIIIIIIVIIIIIIIIIIIDVIIIVIIIIIIIIIIIIIII TPIMITCA In BCSI,copies of which will be furnished upon request. lines coincide with joist center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 0.9.Digits indicatecsine opiate centate in er values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 1111141 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 N16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF k16BTR SPACED 24.0. 0.C. 2.3=(•133) 112 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'• 0.0' -32/ 398V -64/ 180H 5.50' 0.64 KDDF ( 625) 5'- 9.0' .108/ 165V 0/ OH 1.50' 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 75V 0/ OH 5.50' 0.12 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: Desian checked for net(-5 osfl uplift at 24 'ox soacina.) 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 = 0.141' @ 3'- 6.1' Allowed = 0.465' 5-09-12 MAX TC PANEL TL DEFL = -0.129' @ 3'- 3.8' Allowed = 0.697' f MAX HORIZ. LL DEFL = -0.002' @ 5'- 9.0' -/ MAX HORIZ. TL DEFL = •0.002' 8 5'- 9.0' NOTE:Design assumes moisture content does 12 0not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, 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 ,n in the plane of the truss only. N O ui 07 41 O ► 4�� O M-3x4 ), ). y 1-00 6-00 (PROVIDE FULL BEARING:Jts:2,4.31 RO JOB NAME : POLYGON PLAN 5-D NH - CJ15 scale: Q.4640 „5.�� PNEF��s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: �� • rrrrrr�ffffff�l� _vim' 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 (Z' = *P E 1-- Truss: CJ 15 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 stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at der DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by `.fpr.. Po ty continuous sheathing such as plywood shealhing(TC)and/or drywall(BC). �. j . DATE: 9/5/2014 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 responsibility of the respective contractor. 'Y` /J �� SEQ. : 6051337 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, -4.v�y 4 �O l design loads be appied to any component and are for"dry full condition-of use. V - 'j"' TRANS I D: 407540 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`. fabrication,handling, necessary. shipment and Installation of components. 7,Design assumes adequate drainage Is provided. 'y 'R R V L 6.This design Is furnished subject to the irritations set forth by O.Plates shall be located on both faces of buss,end placed so their center 1III II VIII VIII II 11111 I II 111 III IIII TPIANiCA In BCSI,copies of which will be furnished upon request. Gigs coincidentwithzjoint ate in nches 9.Digits size of plate tino inches. MiTek USA,InciCOmpuTrun Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1969(MiTek) EXPIRES:12/31/2015 11111 III III This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 • TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2.40(0) 0 BC: 2x4 KDDF k18BTR SPACED 24.0. O.C. 2-3=(-89) 81 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 SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -27/ 3454 -44/ 130H 5.50' 0.55 KDDF ( 625) 3'- 10.2' •125/ 134V 0/ OH 1.50' 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 58V 0/ OH 5.50' 0.09 KODF ( 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 'COND. 2: Design checked for nett-5 psfl uplift at 24 "Sc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9• VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 3-10-15 MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.082' f fMAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.109' MAX TO PANEL LL DEFL = 0.024' @ 2'- 1,8' Allowed = 0.300' • MAX BC PANEL TL DEFL = -0.035' @ 3'. 1.4' Allowed = 0.339' 12 10.007 MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.2' 1 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=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, to r (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), load duration factor=1.6, o Truss designed for wind loads op in the plane of the truss only. co o ."--- ►�4 M-3x4 y ), y 1-00 )PROVIDE FULL BEARING:Jts:2,3,4J 6-00 JOB NAME : POLYGON PLAN 5-D NH - CJ16 -<<,,.,, PR JOB Scale: 0.5878 o. �715/l �O WARNINGS: GENERAL NOTES,unless otherwise noted: �� (n 7, -vt 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 S Q P E Truss: CJ16 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 responsibilty of the building designer. 3.Additional temporary bracing to Insure stability during consbudlon 2.Design assumes the tap and bottom chords to be laterally braced at DES. B Y: LJ Is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'c.c.respectively unless braced throughout their length by ` a�� po ty permanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(aC). / r �" DATE: 9/5/2014 the overai structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requited 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. -y "OREGON- 1)`SEQ. : 60513384.1fasteners 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/ design loads be applied to any component. and are tar"dry condition'of use. <O '1 k .)4, 20 i- TRANS I D: 407540 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 essary. fabrication,handling,shipment and installation of components. Dnesign assumes provided. /w h R`�\. 6,This design is furnished subject to the Imitations set forth by 7.Plates shall be locatedon drainage of trruuss,and placed so their center lilt 11411111111111111111 7PINVTCA In SCSI,copies of which will furnished upon request. Tangs coincide with joint aIn Ines. f 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 E5R-1311,ESR-1988(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 /Y16BTR LOAD DURATION INCREASE = 1.15 1.2'( 0) 72 2-4=(0) 0 BC: 2x4 KDDF N18,BTR SPACED 24.0' O.C. 2.3=(-137) 115 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 402V -66/ 184H 5.50' 0.64 KDDF ( 625) 5'- 9.2' 0/ 76V 0/ OH 5.50' 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6' -107/ 168V 0/ OH 1.50' 0.27 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2: Desian checked for net(-5 nsfl 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 = 0.160' @ 3'- 7.2' Allowed = 0.478' 5-11-10 MAX TC PANEL TL DEFL = •0.144' @ 3'- 4.8' Allowed = 0.718' -/ MAX HORIZ. LL DEFL = -0.002' @ 5'. 10.9' MAX HORIZ. TL DEFL = -0.002' 0 5'- 10.9' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. o v 0 to m 41 10,10 .o 0 qr=� M-3x4 3, 3, 3, 1-00 6-00 (PROVIDE FULL BEARING:Jts:2.4,3( JOB NAME: POLYGON PLAN 5-D NH - CJ17 QED PRpF� Scale: 0.4821 so . GINE tS�4, C4r NIWARNINGS: GENERAL NOTES,unless otherwise noted: 4, �� 'v"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 en Individual -4t' =9 L OO PE f Truss: CJ17 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 responsibmy of the building designer. 3.Additional temporary bracing to Insure stabey 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 T o.c.and at 10'0.0.respectley unless braced throughout their length by m,, �� F° ' continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). -- �, DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bradng required where shown++ 4.No load should be applied to any component until after a8 bracing and 4.Installaton of truss Is the responsibility of the respective contractor. Z'` OREGON �/,;,. SEQ. : 605133 9 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, ,�� Ntx design loads be applied to any component and are for"dry condition'of use. Q 1 4 2 'C•' TRANS I D: 407540 6.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� l. fabrication,handling,shipment and Installation of components. necessary. Lip t� 1 k. 6.This design is furnished subject to the Irritations set forth7.Design assumes adequate drainage Is provided. '✓/ rT rl{1r 1IIIIII II I VIII II II VIII I III VIII(III(III 91 byr 8.Plates shay be located on both faces of truss,end placed so their center TPIANTCA In BCS(,copies of which will be furnished upon request lines coincide with joint center Ones. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MiTek) EXPIRES:12/31/2015 • 1111111 This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.8' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2= ( ) BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. 2-3=(-69 ) 26 2-4= 0 0 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 20.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -132/ 478V -12/ 83H 5.50' 0.77 KDDF ( 625) Connector plate prefix designators: 1'- 9.2' -86/ 45V 0/ OH 5.50' 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'• 3.8' -36/ 78V 0/ OH 1.50' 0.12 KDDF 625) 1 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 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psfl uplift at 24 'Sc spacing.) 6.00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0,019' @ -1'- 8.0' Allowed = 0.167' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222' MAX TC PANEL LL DEFL = 0.004' @ 1'- 5.5' Allowed = 0.204' MAX TC PANEL TL DEFL = 0.004' @ 1'- 4.3' Allowed = 0.307' MAX HORIZ. LL DEFL = •0.000' @ 3'- 3.0' -/ MAX HORIZ. TL DEFL = -0.000' @ 3'- 3.0' 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=20ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, N Truss designed for wind loads in the plane of the truss only. co"- 00 o/- 2I�11 4`�� M-3x4 J.• y y y 1-08 2-00 1-03-12 [PROVIDE FULL BEARING;Jts:2,4,3( JOB NAME : POLYGON PLAN 5-D NH - CSJ1 Scale: 0.8191 \CJ,`t`��\��('�PROF�rS p WARNINGS: GENERAL NOTES,unless otherwise noted: 4� f t 5// ! s/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 '92 S S PE f Truss: CSJ 1 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 responsidly of the building designee 3.Additional temporary bracing to insure stablity during construction 2.Design assumes the top end bottom chords to be leterely 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 ofil ) �/'!. : DATE: 9/5/2014 the overall structure Is the responsibility of the buildingdesigner. continuous*tmctsheen orng suchr asplywood requiredres own drywall BC. P ty g 3.is Impact bridgingoftrues or lateral bracing where shown++ 4.Na toad should be appeed to any component until after all bracing and 4.Installation of trues Is the responsidlity of the respective contractor. OREGON �" SEQ. : 6051341 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 ?7 N� TRANS I D: 407540 design loads be applied to any component. and are for'dry 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 v y 1 4, rZ0 Q} fabrication,handling,shipment and Installation of components. necessary. v 6.This design is furnished subject to the Imitations set forth 7.Designlatesassumes adequate onne both drainage isprovided., ��.�R`�� I[VIII VIII VIII IIIA VIII VIII[III)[III[III by 8.Plates shell be located faces of truss,and placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)•Ea.10.For basiits c connecate ctor ple ofatetdesign values see ESR-1311,ESR-1988(MITA) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF 81&8TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2.4=(0) 0 BC: 2x4 KDDF 81&BTA SPACED 24.0' O.C. 2.3=(-117) 53 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -98/ 461V -25/ 134H 5.50' 0.74 KDDF ( 625) 1'- 9.2' -65/ 193V 0/ OH 5.50' 0.31 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 7.7' -75/ 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 'COND. 2: Desion checked for net(-5 nsfl 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 = 0.019' @ -1'• 8.0' Allowed = 0.167' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222' MAX BC PANEL LL DEFL = 0.004' @ 1'- 0.1' Allowed = 0.054' MAX BC PANEL TL DEFL = -0.005' @ 1'• 0.1' Allowed = 0.072' MAX HORIZ. LL DEFL = •0.001' @ 6'• 7.0' 12 .-, MAX HORIZ. TL DEFL = •0.001' @ 6'- 7.0' 6.00 1 . 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=20.9ft, 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 co in the plane of the truss only. 0 m r/- 00 0 2 0104 11 M-3x4 y y k y 1-08 2-00 4-07-12 'PROVIDE FULL BEARING:Jts:2,4.31 �� 0 PROpe. JOB NAME : POLYGON PLAN 5-D NH - CSJ2 Bale: D.584D 619 <3 ..,_ y[,I"� WARNINGS: GENERAL NOTES,unless otherwise noted: �� v. '-n�/� 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 CC' =9L,S PE f and Warnings before construction commences. buiktlng component Applicability of design parameters end proper /,/ Truss: CSJ 2Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bredng must be stability where shown a 2.Design assumes the top and bottom chorda to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'a e.respectively unless braced throughout their lengtby �._ �� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathIng(TC)and/or drywaO(BC. �,;4 (r DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON b IC/` 4.No load should be appled to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 _ SEQ. : 6 051342 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, L� '79 �� A design loads be applied to any cromponent, end are for'dry condition"of use. Q / 1 4 2 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge If �Q fabrication,handling, necessary. p +1k. shipment and Installation of components. 7.Design assumes adequate drainage Is provided. M�"rl R 11.- 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 IIII I II I'IIIIEMU 11 VIII 1111 IPIANrCA In BCSI,copies of which will be famished upon request. Ones coincide with Joint center lines. 9.Digits indicate size of platete 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 • , 111111101 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ' TC: 2x4 KDDF g1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.10=(•1663) 4302 10- 3=( •341) 1053 7-15=(•233) 532 BC: 2x4 KDDF 418BTR SPACED 24.0' O.C. 2- 3=(-4933) 1929 10.11=(-1542) 3951 3-11=( -803) 466 15- 8=(•245) 335 WEBS: 2x4 KDDF STAND; 3. 4=(-3524) 1351 11.12=(-1082) 3153 11- 4=( 0) 366 2x4 DF STAND A LOADING 4. 5=(-2875) 1233 12-13°) -838) 2581 4-12=( -703) 297 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-2533) 1289 13-14.) -435) 1782 12- 5=( •313) 1029 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2407) 1190 14.15=1 -776) 2345 5.13=(-1362) 727 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3043) 1369 15- 9=(-1050) 2742 13- 6=( •522) 1020 B- 9=(•3238) 1327 6-14=) -372) 1119 OVERHANGS: 20.0' 0.0' LL = 25 PSF Ground Snow (Pg) 14- 7=( -708) 530 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. CO- 0.0' -347/ 2034V -248/ 258H 5.50' 3.25 KDDF ( 625) JT 9: Heel to plate corner = 2.25' 43'• 9.0' -274/ 1837V 0/ OH 5,50' 2.94 KDDF ( 625) ICOND, 2: Desitin checked for net(-5 psfl uplift at 24 'oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ •1'- 8.0' Allowed = 0.167' MAX TL CREEP DEFL = •0.021' @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = 0.267' @ 14'- 6.0' Allowed = 2.142' MAX TL CREEP DEFL = -0.490' @ 14'• 6.0' Allowed = 2.856' MAX HORIZ. LL DEFL = 0.120' @ 43'- 3.5' 22-00 P1-09 MAX HORIZ. TL DEFL = 0.199' @ 43'- 3,5' 2-09 5-10-08 6 04 08 7-00 7-06-15 7-01 75x-301-01 T NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6,00 M-4x6 ' 6.00 system and components and cladding criteria. 6 4.0" Wind: 140 mph, h=24.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), +! 0M-5x8(S) load duration tactor=l.6, `r Truss designed for wind loads in the plane of the truss only. M-3x4 0.25° M-5x6(S) 0.25" /fm.i. M-3x5 M-3x10 li A4LOr' f M-3x10 to %.,- : '� ° M 5x8 11 12 1: '- is A ; 9 tO o M-3x4 M-5x10 13 0.251' 0 M-3x4 0 -==2•75 **2X WEDGE 2 75 o M-5x6 M-5x8(S) W/(2) M-3X4 TYP. 2J, ), ; y12 J. J. J. > y-05-0$ 5-10-08 6-02 y2-00, 9-05-15 8-11-05 8-09-12 y , 2-05-08 12-00-08 2-00 27-03 y 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - D1 �`��'�� PROFesd Scale: 0.1397 ��J ! GI)NFJ /0 WARNINGS: GENERAL NOTES,unless othemise noted: �t11 v AAAAf��111111�/1. 1.Builder and erection contractor should be advised of alt General Notes 1.This design is based only upon the parameters shown and Is for an Individual S P E �r Truss: D1 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at - DES. B Y: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lennggth by `r �� the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or dryvreti(BC). / -1/ CC DATE: 9/5/2014 pd ty g 3.20 Impact bridging or lateral bracing required where shown++ 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. OREGON SEQ. : 6051343 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 2.0 .4 �As TRANS ID: 407540 design loads be applied to any component. and are for"dry condition"of use. / A 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes fad bearing at all supports shown.Shim or wedge If O 14 b`- fabrication,handling,shipment and Installation of components. Dnesessary. provided. MSR R I L,' 6.This design is furnished subject la the initatlons set forth by B.Platesnsassumes alt be locataegd on both drainage s of nd placed so their center IIIIIIIII!!IIIIIIIIIIIIIIIIIII111111111IIIA Wo USA,Inc./CompuTrus BCSI,copies of iSoftware+7.6.6(1L)-Ech will be furnished upon quest. ndde with joint center lines. 0.DigitsIFor bines sIccatectorplatedesignvaluessee ESR-1311,ESR-1988 grrrel) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D 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=( 0) 84 2-15=(-2614) 8670 15- 3=( -370) 1254 2x6 KDDF #16BTR 72, T3 2- 3=(-10024) 3052 15-16=(-2336) 7040 15- 4=( -248) 1598 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -9298) 2850 16.17=(-3184) 8740 4.16=( -394) 310 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7446) 2614 17-18=(-3194) 8672 16- 5=( -650) 2246 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 10'- 0.0' V 5- 6=( 0) 0 18-19=(-3358) 8934 16- 7=(-2736) 1248 TC LATERAL SUPPORT <= 12'0C. UON. TO UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0' TO 34'- 0.0' V 5- 7=( -6642) 2370 19.20=(-3010) 8132 7.17=( -444) 1282 BC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0' TO 43'- 9.0' V 7- 8=( -8830) 3350 20-14=(-1912) 5602 17- 8=( -244) 878 BC UNIF LL( 0.0)+DL( 40.0)0 40.0 PLF 0'- 0.0' TO 43'- 9.0' V 8- 9=( -8444) 3242 18- 8=(-1376) 636 9.10=( -8660) 3238 18- 9=( -616) 326 NOTE: 2x4 BRACING AT 24'0C UON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0' 10.12=( -5882) 2108 9-19=( -502) 480 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'. 0.0' 11-12=) 0) 0 19.10=( -182) 968 12.13=( -6614) 2320 10.20=(-2810) 1316 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13.14=( -6546) 2252 12.20=( -498) 1858 OVERHANGS: 20.0' 0.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20-13=( -192) 394 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ConnectorCpla (or no prefix) CompuTrus, Inc0'- 0.0' -1151/ 3765V -104/ 113H 5.50' 6.02 KDDF ( 625) = P ( 2 ) complete trusses required. 43'. 9.0' -1096/ 3584V 0/ OH 5.50' 5.73 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 'COND. 2: Design checked for net(-5 est) uplift at 24 'oc snacina.I 9' oc in 1 row(s) throughout 2x4 top chords, 9' oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.005' @ -1'- 8.0' Allowed = 0.167' 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.005' @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = -0.300' @ 22'- 8.7' Allowed = 2.142' MAX TL CREEP DEFL = -0.594' @ 22'- 8.7' Allowed = 2.856' MAX HORIZ. LL DEFL = 0.109' @ 43'- 3.5' MAX NOflIZ. TL DEFL = 0.180' @ 43'- 3.5' 9-11-11 24-00-109-08-11 NOTE:Design assumes moisture content does 1' 1' not exceed 19% at time of manufacture. 3-02-031' 0-06-11 2-03-08 5-11-03 0-06-11 4-10-02 '" ' ' ' '" Design conforms to main windforce-resisting 2-07-0'' 1'3-07-09 4- 02-13 T 6-02-11 5-04-08 4-03-14 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-10-08 • 9-07-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T load duration factor=l,6, y533.301f , 533.30N 12 M-3x4 M-7x8(S) 12 Truss designed for wind loads 6.00(7 M-4x8 6 M-3x5 0 y25" M-3x51p I7. 11 M-5x6 d 6.00 in the plane of the truss only. 58 y - 1:4„ M-3x4 M-1.5x3 + 3 M-1.5x33 3x8 to co M 3x10 �/ l\ili 0 v 16 11a- I. 20 * o 0 1 M-7x10 M-3x8 M-7x: t8 0.251' M 3x8 14 0 **2X WEDGE M-7x10 -.2.75 W/(2) M-3X4 TYP. 2.75 - M-7x8(S) 12 12 ; y J. 1, J. J. y y -05-05, 6-09-12 5-02-12 J,2-00J' 9-02-04 9-00-08 9-00-04 y , 2-05-08 12-00-08 2-00 27-03 y 1-08 43-09 ,e._ 0 PROpe, JOB NAME: POLYGON PLAN 5-D NH - DH1 Scale; D.,467 �c� !�IN$ s4 WARNINGS: GENERAL NOTES,unless otherwise noted: v t l s O 29 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 =9 L,O P E r. and Warnings before construction commences. building component.Applicability of design parameters and proper �/' Truss: DH1 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 construction 2'o,e.and at 1p'a s.respectively unless braced throughout their le th by ' duppor DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). / rte"!- `'" DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ al OREGON SCC 4.No load should be applied to any component until after all bracing and 4.Installation of tons is the responsibility of the respective contractor. lk SEQ. : 6051344 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 2�� & design loads be applied to any component and are for-dry condition"of use. Q. 1 4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at ell supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. necessary. p 7.Design assumes adequate drainage is provided. +1 IR I I. 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 ll be furnished upo IIIIII 11101 II Ell I I IIIII I lilt IAA/TCA In BCI,copies of whch MTITPe USA,lnCslCompuT 9lSoftware 7.6.6(1L) n request. 1Ones coindde with joint center lines. 80 Forrib sicconnectoroplate design values see ESR-1 311,ESR-1988(Welt) EXPIRES:12/31/2015 IIIIII 11III1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.15=(•1943) 4359 15- 3=( -193) 596 2x6 KDDF M1&BTR T2, 73 SPACED 24.0' 0.0. 2- 3=(-5055) 2323 15-16=(-1536) 3431 15- 4=( -422) 947 BC: 2x6 KDDF qt&BTA 3- 4=(-4703) 2253 16-17=(-1804) 4102 4.16=( -367) 244 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-3503) 1741 17.18=(-1726) 4096 16- 5=( -445) 1192 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-19=(-1757) 4235 16- 7=(•1321) 632 IC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7o(-3092) 1593 19-20=(-1689) 3826 7-17=( -142) 657 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4148) 2081 20.14=(-1308) 2765 17- 8= 297) 376 8- 9=(-3989) 1950 18- 8=) -633) 396 LL = 25 PSF Ground Snow (Pg) 9.10=(-4094) 1897 18- 9=( •318 152 NOTE: 2x4 BRACING AT 24'OC UON. FOR 10.12=(-2734) 1406 9.19=) -258) 201 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=1 0) 0 19-10=) -53) 491 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(•3119) 1526 10.20=(-1364) 635 13.14=(•3258) 1577 12-200( -375) 1004 OVERHANGS: 20.0• 0.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 20.13=( -29) 218 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0' -405/ 2034V -104/ 113H 5.50' 3.25 KDDF ( 625) 43'• 9.0' -337/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Desian checked for net)-5 nsf) uplift at 24 'oc spacing.I M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL o 0.022' @ -1'- 8.0' Allowed = 0.167' MAX TL CREEP DEFL = -0.021' @ -1'• 8.0' Allowed = 0.222' MAX LL DEFL = 0.329' @ 22'- 8.7' Allowed = 2.142' MAX TL CREEP DEFL = -0.571' @ 22'- 8.7' Allowed = 2.856' MAX HORIZ. LL DEFL = -0.119' @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.174' @ 43'• 3.5' 13-03-11 17-04-10 13-00-11 NOTE:Design assumes moisture content does 3-02-03 3-05-122-03-08 5-11-03 T 3.05-12 4-10-02 not exceed 19% at time of manufacture. 2-07-0 f 3-07-09 1 1-03-12 f 6-02-11 f -05-07 f f T Design conforms to main windforce-resisting 4-03-14 system and components and cladding criteria. i' T i' 1"--f T T T T T I Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 9-10-08 9-07-08 12 6 M 3x4 11 T 1 (Alload duration factorol.6 Cat.2, Exp.B, MWFAS(Dir), 6.00 M 5X6 M-7x8(S) 12 Truss designed for wind loads 5 M-3x4 6 0�5 M-3x5 M•4x6 Q 6.00 in the plane of the truss only. i 19 y l3- M-3x4 M-1,5x3 M-1.5x33 3 m M-3x10 �., M-3x8 to 0 0 1 15M-7x10 M-3x8 M-7x8 0.25�s 20 *"a M-7x10 M-3x8 0 - 2.75 **2X WEDGE 2.75 - M-7x8(S) 12 W/(2) M-3X4 TYP. 12 J, J" J- J. J• J' J• J• -05-09 6-09-12 5-02-12 ,2-00, 9-02-04 9-00-08 9-00-04 y , 2-05-08 12-00-08 2-00 27-03 J 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - DH2 Scale: 0.1467 ��'��_`�`7�D(/�'PNypJ�,q�6�/p WARNINGS: GENERAL NOTES,unless otherwise noted: tii ' f�/�/ -2.7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual -Ct. ^921 QP E r Truss: DH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2u4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. // 3.Additional temporary bracing to Insure stabisry during construction 2.Design assumes the top end bottom chords to be laterety braced at DES. B Y: L i is the responsibility of the erector.Additional permanent bracing of c o.s.and at lir o.c.respectively unless braced throughout their length by Ls, 4® the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)end/or drywall C. DATE: 9/5/2014 P ly 9 3.2x Impact bridging or lateral bracing where shown r.u 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 non-corrosiveSEQ. : 6051345fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, �L- q 2 \O A. design loads be applied to any component and are for"dry condition"of use. . xi}, Q TRANS I D: 407540 5.CompuTrus hes no control over and assumes no responsibility for 6.Design assumes full bearing st all supports shown.Shim or wedge If Q 14 Q` fabrication,handnDesign assumes. MFR R`L� ng,shipment end Installation of components. 7, necessary. eceso 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,end placed so their center Ones e int center Ines. I IIIIII II II VIII IIIA VIII III VIII III IIII MITe AliWTCA mina/CorilpuT s SoBCSI,copies of which ftware 7ll be n6.6(1L)-E ished upon request 10.For basic cod nsi with oplala design values see ESR-1311,ESR-1968(MITek) 9.Digits Indicate size of plate in Inches. EXPI RES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF /(1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1627) 4217 14- 3=( -332) 1034 20.12=(-79) 251 BC: 2x4 KDDF 81&8TR SPACED 24.0' 0.C. 2- 3=(-4923) 1901 14-15=(-1508) 3872 3-15=( •786) 419 WEBS: 2x4 KDDF STAND; 3- 4=(-3529) 1366 15.16=(-1095) 3091 15- 4=( 0) 365 2x4 DF STAND A LOADING 4- 5=(-2869) 1223 16-17.) •829) 2561 4.16=( -729) 350 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1187 17.18=( -702) 2427 5-16=( •340) 1042 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18.19=( -702) 2427 5.17=(-1026) 550 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1107 19-20=( -884) 2558 6.17=( -358) 762 8.10=(-2214) 1077 20.13=(-1023) 2712 17- 8=( -470) 169 LL = 25 PSF Ground Snow (Pg) 9.10=1 0) 0 18- 8=( 0) 297 NOTE: 2x4 BRACING AT 24'0C UON. FOR 10.11=(-2552) 1114 8.19=) -440) 179 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3040) 1230 10.19=( -285) 773 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-3218) 1284 19-11=( -491) 343 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-20=) -76) 319 OVERHANGS: 20.0' 0.0' BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -322/ 2034V -181/ 191H 5.50' 3.25 KDDF ( 625) Connector plate prefix designators: 43'- 9.0' -251/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Desitin checked for net(-5 psfl uplift at 24 'oc spacing.' 1 JT 13: Heel to plate corner = 2,25' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ -1'- 8.0' Allowed = 0.167' MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = 0.251' @ 14'- 6.0' Allowed = 2.142' MAX TL CREEP DEFL = -0.474' @ 14'• 6.0' Allowed = 2.856' MAX HORIZ. LL DEFL = 0.124' @ 43'- 3.5' 16-07-11 10-08-10 16-04-11 MAX HORIZ. TL DEFL = 0.208' @ 43'- 3.5' 5-10-08 1-09 5-04-05 0.04-11 5-02-02 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 2-09 T T 5-10-08 0 04-11 4 5-04 -05 1� 5-05-10 T 4 5-04-05 T ( T T 1f T ff T f f Design conforms to main windforce-resisting system and components and cladding criteria. 16.06-08 16-03-08 I. ,' T Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4X6 7 M X8 • M-4X6 12 load duration factor=1.6, 6.00 D M-3x4 6 0 Q 6,00 Truss designed for wind loads 5 in the plane of the truss only. M-5x6(3) M-3x4 0.25" I 4 +A + 2M-1.5x3 M 335 M-3x10 to M-3x10 0 A o-v 4 15 18i IIII 1111111 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ' TC: 2x4 KODF 416BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.14=(•1958) 4217 14- 3=( •408) 1034 20.12=(-79) 226 BC: 2x4 KODF 418BTR SPACED 24.0' 0.C. 2- 3=(-4923) 2340 14.15=(•1814) 3872 3-15=( -786) 446 WEBS: 2x4 KW STAND; 3- 4=(-3529) 1732 15-16=(•1374) 3091 15- 4=( 0) 365 2x4 OF STAND A LOADING 4- 5=(-2869) 1592 16.17=(-1123) 2561 4.16=( -729) 341 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1516 17.18=(-1114) 2427 5-16=( -401) 1042 TC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18.19=(-1114) 2427 5.17=(•1026) 475 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1413 19-20=(-1185) 2558 6.17=( -394) 762 8-10=(-2214) 1375 20.13=(•1303) 2712 17- 8=( •487) 277 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 18- 8=( 0) 297 NOTE: 2x4 BRACING AT 24'OC UON. FOR 10.11=(•2552) 1476 8-19=( •457) 292 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-3040) 1564 10.19=( -361) 787 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=(-3218) 1611 19-11=( -491) 283 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-20=( -56) 319 OVERHANGS: 20.0' 0.0' BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) vertical members (lion). 0'- 0.0' -445/ 2034V -182/ 192H 5.50' 3.25 KDDF ( 625) ** For hanger specs. - See approved plans 43'• 9.0' -374/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) Connector plate prefix designators: ICOND. 2: Design checked for net(-5 psft uplift at 24 'oc spacing.) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ -1'- 8.0' Allowed = 0.167' JT 13: Heel to plate corner = 2.25' MAX TL CREEP DEFL = •0.021' @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = 0.299' @ 16'- 6.5' Allowed = 2.142' MAX TL CREEP DEFL = -0.474' @ 14'• 6.0' Allowed = 2.856' 19-11-11 4-00-10 19-08-11 MAX HORIZ. LL DEFL = -0.145' @ 43'- 3.5' MAX HOAR. TL DEFL = 0.208' @ 43'- 3.5' 5-10-08 1-09 2-05-044 3-03-12 5-02-02 NOTE:Design assumes moisture content does 2-09 T 1' 5-10-08 i-;-03-12f 2-05-0f f 5-05-10 f f 5-04-05 not exceed 19% at time of manufacture. f T T . T T ---f j' T T T Design conforms to main windforce-resisting system and components and cladding criteria. 16-06-08 16-03-08 f 1' 7 9 f f Wind: 140 mph, h=24.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 -4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 6 M-1X8 I` 0M Q 6.00 load duration factor=l,6, M-5x6(S) M 3X45 Truss designed for wind loads in the plane of the truss only. M-3x4 0.25" 1 4 M 3x5 + + + M-3x10 2 c,3 tr" ,_ M-3x10 0 �` /\*IIA-1.5x3 c 1 14 15 M-5x10 la i4a 20 A *13 0 c M-5x8 M-3x4 M-5x10 M-1.5x3 0.25 M-3x4 0 -==32.75 **2X WEDGE 2.75 o M-5X8(5) 12 W/(2) M-3X4 TYP, 12 y-05-0y 5-10-08 6-02 ),2 00j, 5-06 5-10-12 7-09-02 8-01-02 y , ,-05-08 12-00-08 2-00 27-03 y 1-08 43-09 JOB NAME: POLYGON PLAN 5-D NH - DH4 Scale: 0.1338 ‹��`�7`7y�jryN )�yFpF�un WARNINGS: GENERAL NOTES,unless otherwise noted: 44 '."�nw/!.! -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 O P E 1' Truss: DH4 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 responsidlty of the building designer. 3.Additional temporary bracing to insure stedity during construction 2.Design assumes the lop and bottom chords to be laterally braced at DES. BY: LJ2'o.c.end at 10'o.e.respectively unless braced throughout their length by �„ ® Is the reapensldaty of the erector.Additional permanent bracing of continuous sheathingsuch as (B j / r'� DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bplywood required where sheathing(TC) ..drywall(m.. 4.No load should be sealed to any component until after all bracing and 4.Installation of truss is the responsidlity of the respective contractor. OREGON SEQ. : 6 051347 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, �,( ?I y 2.0 .A.,SA. TRANS I D• 407540 design loads be applied to any component. and are for"dry condition'of use. i '9 • 5.CompuTrus hes no control over and assumes no responsidlity for the 6.Design assumes hill bearing at all supports shown.Shim or wedge If Q 14 - ,P, nfabrication,handling,shipment end Installation of components. Design assumes ss p ry. M '(l R)��. 6.This design Is furnished subject to the Irritations set forth by 8.Plelesnshall be locateed on bothofaces of truss,end placed so their center I IIIIII VIII VIII VIII VIII VIII VIII(III(IIIMTe SA rinaSCompUTnls I,copies of (ch ll be Software 7.8.6(1 L)E upon request. 10.For basic coon ector plate design values see ESR-1111,ESR-1988(MITeld lines coincie with joint center Ines. 8.Digits Indicate size of plate In inches. EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N188TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF ffi1&BTR SPACED 24.0' O.C. 2.3=(-64) 38 IC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'. 0.0' -68/ 301V -23/ 81H 5.50' 0.48 KDDF ( 625) 1'• 9.2' -32/ 28V 0/ OH 5.50' 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'• 11.7' -24/ 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 (COND. 2: Design checked for net(-5 poll uplift at 24 'oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003' @ -1'- 0.0' Allowed = 0.100' ' Allowed = 0.133' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX CREEP LL DEFL = 0,001' @ 1'- 0.1 MAXBC PANEL ' Allowed = 0.054' 1' T MAX TC PANEL TL DEFL = •0.002' @ 1'- 2.9' Allowed = 0.196' 12 MAX HORIZ. LL DEFL = 0.000' @ 1'. 10.9' MAX HORIZ. TL DEFL = -0.000' @ 1'• 10.9' 10.00 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. Wind: 140 mph, h=20ft, TCDL=4.2,BCOL=6.0, ASCE 7.10, J (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads rn in the plane of the truss only. 0 0 0 N C-/- _J 0 O I O` 110.---- 114► M-3x4 y y y 1-00 2-00 (PROVIDE FULL BEARING:Jts:2.4,31 <cF` 0 PR Op . JOB NAME: POLYGON PLAN 5-D NH - EJ1 Scale: 0.6772 <0 '" tS's% A- WARNINGS: GENERAL NOTES,unless otherwise noted: 450' � n�/� -vim' 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 r Truss: EJ 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 responsibi8ty of the building designer. /- 3.Additional temporary bracing to Insure stablty 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 bred of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .../.4181r Po ty n0 continuous sheathing such as plywood sheathing(TC)and/or drywalBC). - �. DATE: 9/5/2014 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 ail bracing and 4.Installation of truss Is the responsibility of the respective contractor. S E Q. : 6051348 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, �� \lx 1A,� design loads be applied to any component and are for"dry condition"of use. Q }' 1 4 2 AT TRANS I D: 407540 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes lug bearing at all supports shown.Shim or wedge If �` fabrication,handling,shipment and installation of components. necessary. 6.This design is famished subject to the Imitations set forth 7.Design assumes adequate drainage is provided. 'SFR R I L 11111111$1111111111111 g1 by 8.Plates shall be located on both facess.of truss,and placed so their center 7PINVTCA In BCS(•copies of which will be furnished upon request. 9.(Digits Indicate size of plate nin Inches. MITBk USA,In0.lCORIpUTfUs Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311•ESR-19m8(MiTek) EXPI RES:12/31/2015 1111 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 @,6BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF NISBTR SPACED 24.0' O.C. 2-3=06) 73 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 BAG 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' -41/ 322V -44/ 132H 5.50' 0.52 KDDF ( 625) 1'- 9.2' -10/ 63V 0/ OH 5.50' 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -68/ 100V 0/ OH 1.50' 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. (GOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0,100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'. 0.0' Allowed = 0.133' 12 MAX-,r BC PANEL LL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.054' 10.00 MAX BC PANEL TL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.072' MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.9' MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.9' NOTE:Design assumes moisture content does not exceed 19h at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20,9ft, TCOL=4,2,BCOL=6,0, ASCE 7-10, ao (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, th Truss designed for wind loads in the plane of the truss only. c--/ o o� ► 4► -, M-3x4 > y 1 y 1-00 2-00 1-11-11 'PROVIDE FULL BEARING:Jts:2.4.31 JOB NAME: POLYGON PLAN 5-D NH - EJ2 Scale: 0.637, ; l��/�('�/j(Ne s/O WARNINGS: GENERAL NOTES,unless otherwise noted: v'n-rn�1 2"y 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' .1 92 3.P E t' Truss: EJ 2 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 responaldnry of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: LJ is the responsibility of the erector.Additionalbracing 2'o.e.and et 10'o.e.respectively unless braced throughout their length by /P po ry permanent of continuous sheathingsuch as �B ) �/'7a!- DATE: 9/5/2014responsibilitybuilding designer. bridgingplywoodequired n where hnd/ordrywali c. Q the overall structure Is the res onsibili of the 3.2x Impact brid 1 or lateral bracingrequired were shown++ 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 "�OREGON b, <ti SEQ. : 6051349 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, L design loads be applied to any component. and are for"dry condition"of use. / '� 2Q� .� TRANS I D: 407540 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at an supports shown.Shim or wedge If O 14, tty, fabrication,handling,shipment and Installation of components. necessary. `yFR R{�.�- 6.This design Is furnished subject to the Gnitations set forth 7.Plates assumes ca edadeqone bothfaces drainage Is trussed. 111111 IN 11111 111111111 11111 11111 1111 111 J by PlatesshallbalocatedonSnes.o�trass,endplacedao9,elrcenter TPIMlrCA In SCSI,copies of which will be furnished upon request. lines edndde with joint center Ones. 9.Digits Indicate size of plate In inches. MITek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 l III 1111IIII 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 g1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0' O.C. 2.3=(-144) 105 TC LATERAL SUPPORT <= 12'OC. UON, LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -24/ 309V -66/ 185H 5.50' 0.49 KDDF ( 625) 1'- 9.2' -65/ 156V 0/ OH 5.50' 0.25 KODF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7' -103/ 153V 0/ OH 1.50' 0.24 KDOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osf) uplift at 24 'pc soacino.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -i'- 0.0' Allowed . 0.133' -, MAX BC PANEL LL DEFL = 0.005' @ 1'- 0.1' Allowed = 0.054' MAX BC PANEL TL DEFL = -0.005' @ i'- 0.1' Allowed = 0.072' 1 MAX HORIZ. LL DEFL = -0.001' @ 5'. 10.9' 12 MAX HORIZ. Ti DEFL = -0.002' @ 5'- 10.9' 10.00 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=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cn load duration factor=l.6, O Truss designed for wind loads c in the plane of the truss only. La M 71 V �- O 0 4 M-3x4 y y ). y 1-00 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:2.4,31 JOB NAME : POLYGON PLAN 5-D NH - EJ3 5<f'' © IN 6''S Scale: 0,5134 \ �'`(1y�r{J1N� > WARNINGS: GENERAL NOTES,unless otherwise noted: �� rrrrr��l "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 C' = .P E f'~ Truss: EJ 3 end 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 responsibitty of the building designer. . 3.Additional temporary bracing to Insure stebity during construction 2.Design assumes the top and bottom chords to be laterally braced at 4�. DES. BY: LJ Is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �, - po Pe continuous sheathing such as plywood sheathing(TC)andlordrywai0). e1 �_ DATE: 9/5/2014 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 appied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. "j� A_ t SEQ. : 6051350 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, `� '7,qY ONA A design loads be applied to any component and are for"dry condition"of use. 14 2 "� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing el all supports shown.Shim or wedge It � Deessary. ila fabrication,handling, Grt shipment end installation of components. 7,n esess assumes adequate drainage Is provided. pR`rl f�{4�� 6.This design Is furnished subject to the imitations set forth by O.Plates shall be locatedonboth feces of truss,and placed so their center PINVICA In BCSI,copies of ch will be urnished upon e with joint center lines. l IIIIII II 111 II I II VIII I 11 11 I'll(III MTITo USA,Inc./CompuTrus iSoftwaref 7.6.6(1 L)E request. 10.For basic crolines on ector plate design values see ESR-1311•ESR-1988(MITA)B.Digits Indicate size of late In Inches. EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=1 0) 72 2-4=(0) 0 BC: 2x4 KDDF N18,BTR SPACED 24.0. O.C. 2.3=(-194) 138 IC LATERAL SUPPORT <= 12.00. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+0L( 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' 0/ 248V -88/ 238H 5.50' 0.40 KDDF ( 625) 1'- 9.2' .167/ 308V 0/ OH 5.50' 0.49 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7' -138/ 205V 0/ OH 1.50' 0.33 KODF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 msfl uplift at 24 'oc smacing.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 BC PANEL LL DEFL = 0.009' @ 1'- 0.1' Allowed = 0.054' MAX BC PANEL TL DEFL = -0.009' 0 1'- 0.1' Allowed = 0.072' 0 MAX HORIZ. TL DEFL = -0.003' @ 7'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. Wind: 140 mph, h=22.5ft, 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 cn o in the plane of the truss only. 0 0 I..- vscrt_ o 0 M-3x4 .- ), ), y 1-00 2-00 5-11-11 'PROVIDE FULL BEARING:Jts:2,4,31 Scale: 0.4250 \ �O PNS rrfiu n JOB NAME: POLYGON PLAN 5-D NH - EJ4 �� 5/1 WARNINGS: GENERAL NOTES,unless othervdse noted: (Gn17 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 >9G,0 P E Truss: EJ 4 and Warnings before construction commences. building component.Applicability of design parameters end proper / 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the tap and bottom chords to be laterally braced at DES. BY: LJ2•o.c.and at 10'o.c.respectivey unless braced throughout their length by r 1 Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as69 -4 CC plywoodqured rCs own+drywe0(SC). DATE• 9/5/2014 the overall structure Is the responsibility of the building designer. 3.zx 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. y OREGON_ b t(/ SEQ. : 60513 51 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L q A< A. design loads be applied to any component, and are for'dry condition'of use. �O 'Q}' 14 2� Q} TRANS I D: 407540 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabdcation,handling,shipment end Installation of components. Dnesign mo. Al,,) Fa R`L 6.This design Is furnished subject to the imitations set forth 7.Design assumes adequate both drainage Is of provided. C- 1111111111111111131 VIII VIII VIII IIII IIII 0 1 by 8.Plates shall be located on both fees. truss,and placed so their center TPIIWfCA in SCSI,copies of which will be famished upon request. lines coincide with Joint center Anes. 9.Digits Indicate size of plate in Inches. MITek USA,Ina/CompuTrus Software 7.8.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1808(MITek) EXP'RES:12/31/2015 IIII IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 918BTR' LOAD DURATION INCREASE = 1.15 1.2=( -7) 84 2-4=(0) 0 BC: 2x4 KODF A18BTR';, SPACED 24.0' 0.C. 2.3=(-72) 45 TO LATERAL SUPPORT <=!12'OC. UON. LOADING BC LATERAL SUPPORT <=,12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) OVERHANGS: 20.0' ! 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -156/ 460V -5/ 51H 1.50' 0.74 KDDF ( 625) 0'• 11.2' -105/ 51V 0/ OH 1.50' 0.08 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 0.0' -81/ 31V 0/ OH 1.50' 0.05 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Desisn checked for net(-5 psfl uplift at 24 'oc niacin.' 6.00 REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.021' @ -1'• 8.0' Allowed = 0.167' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = 4.021' @ -1'- 8.0' Allowed = 0.222' MAX BC PANEL LL DEFL = •0.001' @ 0'- 5.6' Allowed = 0.026' MAX BC PANEL TL DEFL = -0.001' @ 0'- 5.6' Allowed = 0.035' MAX HORIZ. LL DEFL = •0.000' @ 0'- 11.2' MAX HORIZ. TL DEFL = -0.000' @ 0'- 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. Wind: 140 mph, h=19.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=1.6, o Truss designed for wind loads M."- „din in the plane of the truss only. 0 0 4 Mali o.- // 114 -' M-3x4 y y J, 1-08 1-00 (PROVIDE FULL BFAAING;Jts•2.4.4) JOB NAME : POLYGON PLAN 5-D NH - P1 .. 'NsPRO,c�.o. Scale: 1.0020 �� ` /5/17' WARNINGS: GENERAL NOTES,unless otherwise noted: 44 7 7 7' "7 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 ^9211 P E f Truss• P1 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibtty of the building designer. �r/'� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.e.end at 10'o.c.respectively unless braced throughout their length by r *MOW is the responsibility of the erector.Additional permanent bracing of (B ) DATE: 9/5/2014 responsibility building designer. continuousxImpact sheathing suchr labradng equired where s and/or drywan e. Q the overall structure Is the res onslbin of the 3.2z Im act brid i or lateral required shown++ 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. '=7OREGON to SEQ. : 6051353 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, L V Nb` A, design loads be applied to any component and are for'dry condition'of use. ,^ -41k14, 2.Q. -�• t= TRANS I D: 407540 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 fabrication.handling,shipment and Installation of components. °Bca n assumes MFR n y t k..-.) 6.This design is furnished subject to the Irritations set forth 7.Design adequate drainage is provided. rl R 1.. I(IIII'I II VIII VIII I IIII III VIII IIII IIII1 by 8.Plates shall be located on both faces of truss,and placed so their center TPUVYiCA in BCSI,copies of which willbe furnished upon request. Ones coincide with joint center tines. a.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