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Plans (2) A .6 r2 of c 0�}G 1 6-111 5 w tZ kr c.-,ti c.— ❑X CONFORMS l EllCONFORMS TO DESIGN CONCEPT 0 R`3VISIONS NOTED GN CONCEPT WITH 0 NON{Of3fORM:1.3G-REVISE&RESUBMIT ❑ CONFORMS TO DESIGN CONCEPT WITH ;.,..„.:„O,,,F, ...Am. 401-0' REVISIONS AS SHOWN x. F..i,,N,, VI `:Jit 1. I'.E.N I SNS•1,`VE.1:, ..•.`..rrr`r C,F..,..E"=H,e ❑ NON-CONFORMI G-REVISE AND RESUBMIT ErrM n:s,:r .,..E CCU:r.-OF w,ew ,_ ixs�i'c:w' •r cFUA THIS SHOP DRAWING HAS BEE! REVIEWED FOP.GENERAL CONFORUANCE 5y_� Alexia Fukui Da,e 9/22/14 MILBRANOT ARCHITECTS WITH THE DESIUC/ECE?T0! VAI jNOT RELIEVE THE FABRICATOR/VENDOR CF RESPONSIBUTMP.CONFORMANCE WITH THE I DESIGN DQ.111NGD SPECIFICATIONS ALL OF 4AIOH HAVE PRIORITY CR1 r OVER THI7.OP IAP. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. 1. ' By: T••2. Date:September 19,2014 IC ' :*R. _ IG rniC. T.- IF ar 11111 ■ K. 1111 I CJ3 1 CJ4 cif .._ N CJ5 CJS =, v. 8:12 _ CJ6 CJS `Mil -- CJe 16jos CJ .E J10 CJEk IL •24. Co)l'" 4 CJS M ”` ' ' c • q ,� ,--, CJ8 •III �i ` 0:12 cr L.1111 8:12• —. CJ6 CJ5 CJ / , r v:11r.tum1S (3) :. a)".' h.HOU828-2 CJ16 , h '21 -• Ail(2) A... 4 rd °a A 1 GARAGE RIGHT 11'x' I- 11'-711 ' 40'-0' 0 Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31!14USS CALCULATIONS AND ENGINEERED STRUCTURAL i PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER �� INFORMATION.BUILDING PLAN 5-D COFFER DESIONSIBLEF FOR OF RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING • 5 / D-D CHECKED BY: DERIEVIEW AND APPROVE of ALRD TO &p \ c0 M P A N Y DS''LIVERY LOCATION- SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. T R U S 5 1/811= 1' ` All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. ®CONFORMS TO DESIGN CONCEPT 1 lc7 CONFORMS TO DESIGN CONCEPT 0 REVISIONS NOF EO N CONCEPT WITH 1 NON -CONFORMING I ElCONFORMS TO DESIGN CONCEPT WITH .:•nl=r Baa, : 4014)■ REVISIONS AS SHOWN -�. -ALsoor'For. -�VI--• ' ❑ NON-CONFORMING-REVISE AND RESUBMIT elect o.[MNe aFukuii ne;. 9/22114"1 THIS SHOP DRAWING HAS BEEN REVi EnEO FOR GENERAL CONFORMANCE MILBRANDT ARCHITECTS I WITH THE DESIGN CONCEPT ONLY AND ODES NOT RELIEVE THE 1. N FAARIGATOR/VEN)OR OF RN?ONSIEILITY FOR.CONFORW,NCE WITH THE 0 —3 DES"uF�QjABit`'.akiO SPECIFI�"'ONS ALL OF i101 :AVE/9008111 Cl) Cl) OVER'N SHN AiiIN0. ACTOR SHALL VERIFY ALL DIMENSIONS. ^• ,dd• aton Date:September 19, 2014 \ I _ IT :213' EER•' G INC CJ1 — --i : Ell Ai CJ1 CJ2IGIIIKN� %! 1_CJ2C CJ3 _-, roil CJ3C " CJ4 _ - / %�1_CC CJ5 N MAUI_CSC CJ6 __ _ CJ7 __ .. :. v v Ar.Are4ilill_CJ6C ••I_CJ7C CJ8 __ :_ ; ` �. i_ CJ8 � CJ9 -_ F • I �. I_ CJ9 CJ10 - Allifi.. '- CJ10 4 M CJ11 __. - —.� , �. I_ CJ11 . _ ED CJ10 __ -- I_ CJ104ti N_ C., I �+ CO , CI CJ8 -_. •CrMI E '.- ( 10:1 _ CJ7 __. I , —MEN!- 10 12 CJ6 -_ - . 6:12 I CJ5 -_ CJ12I(5) _u_�- 1111 CJ13 aCJ15 (t) . . : 10:12 . ICJ14 CJ16 _- HGUS26 4 1 �Ic312 i� HGUS26-2 I_ CJ17 MIK � .,. e_ . /i.i 1111 iili►a- .-12 :- MINPM118"1 'Pr ,•'�I ASJ 1 Qg N N ' lk .\1111 �P, <Q' < < ¢ w " "�S-11 1/2 4 N M PBnI mm 2 •_ GARAGE LEFT 1V-81/2" 11'-71/2° 111'-8" BERING WALL 40'-0" 0 Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT REVISION-1: DRAWINGS FOR ALL FURTHERE , u m ber PLAN 5-D COFFER DERAWINGSFO AL OFRCORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO 5 / D-D CHECKED BY: REV EW AND APPROVE OF ALL O TRUSS C C O M P A N 7 DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. �t lE� J ., 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. J MiTek USA, Inc. i 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. Compulrus 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). 4.9 thk 444. A 11 �) ^.: .<{,s • *lea i'0/11/1 ? r4 x" . �c�i(ar 4�l:�iall5 EMU II III 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 #18BTR 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. 7=(-974) 4430 BC: 2x6 KDDF R18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(•4068) 864 9.10=(-1382) 6446 9- 4u(-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. IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 2'- 0.0" V 6. 7=(-4800) 1090 13- B=(-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- B=(•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 24.00 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 BAG REQUIRED BAG 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)= 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: 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.( C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 i) MAX LL DEFL = 0.001' @ •I'• 0,0' Allowed = 0,100' ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF 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' 9" oc in 1 row(s) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY 5" oc in 2 rows) 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 T 7-08-02 T 1-11-11 ,f f NOTE:Design assumes moisture content does not exceed 19% at time of manufacture, 1-11-11 1-07-08 2-02-09 2-02-09 1-07-08 1-11-11 Design conforms to main windforce-resisting 12 1r21.30# T T �21.30N 12 system and components and cladding criteria, 10.00 V N10.00 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=1.6, Truss designed for wind loads M-4x6 M-5x8 in the plane of the truss only. M-3x8 M-4x10 M-3x8 4 5 6 /I - - - - M-5x10 co //-1 -' '''''''' '''\''_ ', Nco ---,/- - - - N. o __ __ u7 I lJl \:'o� ....---<E1 I Io o 9 10 11 12 13 0 M-5x10 M-3x8 M-3x8 M-3x8 M-5x6 M-7x8 y y y ��3584# y y 1-09-14 2-00-13 1-11-01 1-11-01 2-00-13 1-09-14 1, 1-00 11-07-08 JOB NAME : POLYGON PLAN 5-D NH - AH1 �('�� IN��ss� Scale: 0.4231 6......, ' t22 WARNINGS: GENERAL NOTES,unless otherwise noted: v��ffff��/5/Ir��ffyff1nn '� 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 V P E Truss: AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper • 2.V4 compression web bracing must be installed where shown+, incorporation of component is the responsibiaty of the building designer. 3.Additional temporary bracing to Insure stadgty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �"il 1!� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall/BC). �. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ OREGON ��"" S+ 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. •� A_ a v,/' SE Q. : 60512 99 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In anon non-corrosive environment, L� y� oA, `s. design loads be applied to any component. and are for"dry condition"of use. Q. y 1 4 , 2 A`i-" TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes fug bearing et all suppods shown.Shim or wedge If f- fabrication,handling,shipment and installation of components, necessary. ivi R R 1` \- V 7.Plates assumes adequate eddrt on faces a1 buss,end placed so their center - IIII II I I II II I III I I III I VIII I I IIIITPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ' 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus pUTfU3 SOflWare 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MUG EXPIRES:12/31/2b15 11111111 I. a IThis design prepared from computer input by PACIFIC LUMBER-BC e LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2-4=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2-3=(-64) 3B IC LATERAL SUPPORT <= 12'0C. VON. LOADING BC LATERAL SUPPORT <= 12'OC. VON. 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.! REOUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003' @ -1'- 0.0' Allowed = 0.100' 1 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'. 0.0' Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001' @ 1'- 0.1' Allowed = 0.054' 1' '1' MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9' Allowed = 0.196' 12 MAX HORIZ. LL DEFL = 0.000' @ 1'- 10.9' 10.00 V 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 3 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), load duration factor=l.6, r Truss designed for wind loads 0. o in the plane of the truss only. 0 0 N M/- vrPIIIO O� I _ 4I►�li -/ M-3x4 J, y y 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4 J JOB NAME : POLYGON PLAN 5-D NH - AJ1 ,<."(- !NE, isi Scale: 0.67724° �� 444 `` /5// WARNINGS: GENERAL NOTES,unless otherwise noted: 4 �r I.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 ^9Z,O P E Truss: AJ 1 and Warnings before construction commences. building component,Applicability of design parameters and proper // 2.2x4 compression web bracing must be Installed where shown 4. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r 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 Lf�r �J " continuous sheathing such as plyod sheathing(TC)and/or drywall(BC). / vroty.. DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown++ `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. 2 4, OREGON b l! SEQ. : 6051300 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. /Q '9 1 4 2� ‘;..7- 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. necessary. M '`n I Lh 7. Design assumes adequate drainage Is Provided. `J�rl 6.This design is furnished subject to the!irritations set forth by 8.Plates shell be located on both faces of truss,and placed so their center _ II 111111111111 I II I III(IIITPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9. Digits indicate size of plate In Inches, MiTek USA,Inc./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 11 IIIIIIII 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 IC: 2x4 KODF p18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF H1&BTA SPACED 24.0' O.C. 2-3=(-96) 73 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+OL( 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' -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' -6B/ 100V 0/ OH 1.50' 0.16 KDDF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MOO( MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 gsfl 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 BC PANEL LL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.054' 10.00 V 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 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co o load duration factor=1.6, Truss designed for wind loads co in the plane of the truss only. r7/ o o� ► 4 MP.--"-. -, M-3x4 • y i ) .1- 1-00 1-00 2-00 1-11-11 IPROVIOE FULL BEARING;Jts:2,4,3I ��tO PROfi'es JOB NAME : POLYGON PLAN 5-D NH - AJ2 5� ,NE s/ Scale: 0.6371 c• '7/5//r ()1- WARNINGS: GENERAL NOTES,unless otherwise noted: /9 -s� I.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 72 P E Truss: AJ2 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 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 2'o.c.end at 10'o.c.respectively unless braced throughout their length by `r �� Is the responsibility of the erector.Additional permanent bracing ofassanr � ''"' T continuousxImpact sheathing such lateral requiredcingourwhere sown•drywall BC). `l DATE: 9/5/2014 Nthe oadrshould e ae is the tro any compibility of the nonafteing des 4.In tmpact bodging orIs the bracing of where shown«« OREGONA." 4.No load should be applied to any component until eller all bracing end 4.Installation of truss Is the responsibility of the respective contractor. /7 4A-- SEQ. : 60513 01 fasteners are complete and at no Ume should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, `� '7q y Orb design loads be applied to any component. and are for"dry condition"of use. O, 1 4 2 �.- TRANS I D: 407 540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge 11 fabrication,handUnecessary. M � V rg,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. CC R R I 6.This design Is furnished subject to the Irritations set forth by a.Plates shall be located on both faces of truss,and placed so their center II I I IIII 111111111111111, 111 1111 TPINJTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center tines. 9.Digits Indicate size of plate In Inches. MITek USA,Ir1C./CornpuTruo Software 7.6.6(1 L)-E 10,For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12,'31/2`015 S 4 r III IIIA( r This design prepared from computer input by PACIFIC LUMBER-BC .7 LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 UDE #1&BTR SPACED 24.0' O.C. 2-3=(-138) 101 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 HOAZ 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/ 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,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. (CORD. 2: Design checked for net(-5 psf) uplift at 24 "Sc 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 IL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' -v 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 w MAX HORIZ. TL DEFL = -0.001" @ 5'- 7.9' 10.00 V 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, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), G load duration factor=1.6, N Truss designed for wind loads o in the plane of the truss only. c) v o PZ 4�l� '� i M-3x4 y y y 1-00 2-00 3-08-11 (PROVIDE FULL BEARING;Jts:2,4,31 P�0 P R OpS JOB NAME : POLYGON PLAN 5-D NH - AJ3 �� _`r INE�j ° " Scale: 0.5270 �� l !5//I 02 WARNINGS: GENERAL NOTES,unless otherwise noted: �1 p7' 9� I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is loran individual 92/0 f E Truss: AJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stadtity during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectNely unless braced throughout their length by �� dr� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �� rt- 4. 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 4.No load should be eppled to any component until after all bracing end 4. Installation of truss Is the responsibility of the respective contractor. OREGON 0� � • SEQ. : 60513 02 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� 'r7/9 1 A- design loads be applied to any component. and are fur"dry condition"of use. O y y 4 2Q �-L-- TRANS I D: 407 540 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 fabncation,handling,shipment and installation o1 components. necessary. /'q''_R l` ' `(7 7.Design assumes adequate drainage Is Provided. 1� 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 I II I 10 I II III 11 III 11 II II II III TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center tines. 9. Digits indicate size o1 plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111111111111 IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF H16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF H16BTR 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 BAG REQUIRED BUG 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 KDOF ( 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 net(-5 psfl 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 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX BC PANEL LL DEFL = 0.001' @ 1'- 0,1' Allowed = 0.054' I I MAX TC PANEL TL DEFL = -0.002' @ 1'- 2.9' Allowed = 0.196' 12 MAX HORIZ. LL DEFL = 0.000' @ 1'- 10.9' 10.00 V MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting - system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads CT) in the plane of the truss only. 0 O N M/- O O/-- 111 4I♦�1 M-3x4 y y y 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3] � PPR OFFS JOB NAME : POLYGON PLAN 5-D NH - ASJ1 Scale: 0.6772 �„�� (NEs% �'`7%5/'/r 1- WARNINGS: GENERAL NOTES,unless otherwise noted: � qr 1.Builder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and is for an Individual 9 j�P E Truss: ASJ 1 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.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.end at 10'o.c.respectively unless braced throughout their length by / `� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(rC)end/or drywall(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.. 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 A_OREGON �(/ 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, L- 'e. O�b design loads be applied to any component. and are for"dry condition"of use. Q' ' 1 4 2 �-k- TRAN S 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 1 (� fabrication,handling, necessary. MFR R V 1..`'"v shipment end Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center 1110111 H I I II Ill I 110 Ill III TPI WrCA In SCSI,copies of which will be furnished upon request. git coincideIntwith joint ain che. 9,Digits Indicate size of plate in inches. MiTekUSA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) EXPIRES:12/31/2015 a. r Ill I 111 (II W 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 TC: 2x4 KODF NISBTR 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 ODE #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=1-4726) 1198 13-14=1 -674) 2628 3-13=( -126) 758 8-19=(-3356) 864 2x6 KDDF #2 A LOADING 4- 5=( -996) 4070 14-15=( -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 TC 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)+0L( 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)+OL( 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'OC UON. FOR BC UNIF LL( 521.9)+0L( 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' TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 15'- 11.5" BEARING MAX VERT MAX HORZ BRG REQUIRED BOG 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 KDOF ( 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' Join together 2 ply with 3"x.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered at: MAX LL DEFL = -0.032' @ 4'• .6' Allowed = 0.400' 9' oc in 1 row(s) throughout 2x4 top chords, "'HANGER BY OTHERS TO APPLY MAX TL CREEP DEFL = -0.062' @ 4'- 6" Allowed = 0.533' 5' oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. 9' oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = 0.036° @ 14'- .5' Allowed = 0.537' V1/i 9' oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.100' @ 14'- .5' Allowed = 0.717' MAX LL DEFL = -0.001' @ 20'- 1 .5' Allowed = 0.100' MAX TL CREEP DEFL = -0.001' @ 20'- 1 .5' Allowed = 0.133' 1-11-11 7-10-05 2-05-03 3-08-10 3-11-11 T .f T , I 1 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' T T 4128# f '' f f 1' �,T128# 1 NOTE:Design assumes moisture content does 12 12 12 not exceed 19% at time of manufacture. 10.00 V 10.00 V NI 10.00 Design conforms to main windforce-resisting M-4x6 M-4x6 system and components and cladding criteria. 7 M-4x8 Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 _ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=1.6, 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 co0, 00 dr' 12, 12 13 14 15 16 v 17 18 19 1 0 8 M-5x8 M-4x6 M-3x6 M-1.5x3 M-7x8 M-4x8 M-3x6 M-5x10 Y k k M-8x14+ 3584# 4 y 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 y y Y i1-00 8-04-08 0-05-08 11-01-08 ), 1, I IREDYIDE FULL BEARINOJ4kt1'1"15,10.1 19-11-08 1-00 PR JOB NAME : POLYGON PLAN 5-D NH - BH1 .<<" N�,,,trtrtrtrtrtr�Fss) Scale: 0.2765 \� l l5//r 0� WARNINGS: GENERAL NOTES,unless otherwise noted: �� n7 77'' 9� I.Builder and erection contractor should be advised of of General Notes 1.This design is based only upon the parameters shown and is for an individual ;9G/.P E Truss: BH1 and Warnings before construction commences. building component.Applicability of design parameters and proper /!{ 2.2x4 compression web braving must be installed where shown+. Incorporation of component is the responslb 0ty of the building designer. 3.Additional temporary bracing to insure staldtty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C end/or d „,"?`411.11.J..." pyw g(r ) rywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3. 20 Impact bridging or lateral bracing required where shown++ `Z fy. SE /� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. •37 A-OREGON !(j SED. : 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, ` '\� As design loads be applied to any component. and are for-dry condition'of use. ' 'II, 1 4 2.0 si- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Tull bearing at all supports shown.Shim or wedge If o, fabrication,handling,shipment and installation of components. necessary. /yH`R I L� 7. Design assumes adequate drainage Is provided. rl 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I II II II III 1111110 11111 11 I IIIITPIANTCA In BCSI,copies of which will be furnished upon request. lines coincidewith joint center Imes. 9. Digits indicate size of plate In inches. MiTek USA,Ir1C./COff1pUTTUS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) EXPIRES:12/31/2015 11111 II III 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 ODE H16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF H18BTR 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 BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG,IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -52/ 294V -23/ 81H 5,50' 0.47 KOOF ( 625) 1'- 10.9' -73/ 68V 0/ OH 1,50' 0.11 KODF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 4'- 0.0' 0/ 33V 0/ OH 5.50' 0.05 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: 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' '( f MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.078' MAX TC PANEL LL DEFL = 0.003' @ 1'- 3.7" Allowed = 0.131' 12 MAX BC PANEL TL DEFL = 0.003' @ 1'- 7.7' Allowed = 0.206' MAX BC PANEL TL DEFL = -0.005' @ 1'- 12.0' Allowed = 0.206' 10.00 V 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=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, cn o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only, cm C7,/- o M-3x4 k ,L 1-00 4-00 (PROVIDE FULL BEARING;Jts:2,3,4I ��p PR OFFS JOB NAME : POLYGON PLAN 5-D NH - BJ1 Scale: 0.6882 ��<r'a'y/y�(J�J(NE s., WARNINGS: GENERAL NOTES,unless otherwise noted: Ct�� .-f" /� -vim 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown end is for en individual =92 0 11 P E r- Truss: BJ 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 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 2'o.c.end at 10'o.c.respectively unless braced throughout their length by S� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywa0(BC). -Mi/Mk �, 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 a8 bradng and 4.Installation of buss Is the responsibility of the respective contractor. A_ to SEQ. : 6051306 fasteners are complete and el no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, G/ ./", ONt.' design loads be applied to any component. and are tar"dry condition"of use. Q fr y 4 2 P`F- TRAN S I D: 407 540 5.CompuTrus has no control over end assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if , fabrication,handling, necessary. . �`R R 11.\^ shipment and Installation al 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 laces of truss,and placed so their center II I I 11 11 11 I I I I!I 11 10111111110.7PINVTCA In BCSI,copies of which call be furnished upon request. Digs coincide with joint center lines. 9.Digits indicate size of platete in inches. MiTek USA,Inc./CompuTrus Software 7.6.6)1L)-E For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 c ., r in II IIII r r This design prepared from computer input by, a. PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 IC: 204 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF 9158T0 SPACED 24.0' O.C. 2.3=(-95) 77 IC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BUG 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" -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,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'• 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.042' @ 2'- 5.3' Allowed = 0.305' 3-11-11 MAX TC PANEL TL DEFL = 0.039' @ 2'• 5.3' Allowed = 0.458' f MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.9" 12 ., MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.9' 10.00 V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 7 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=l.6, c, Truss designed for wind loads in the plane of the truss only. co0 co co r,f- vPAL-IIIIIIMIMIIIIIIMIIII 0 oL 4i�� M-3x4 k y .1- 1-00 1-00 4-00 LROVIDE FULL BEARING;Jts_2,4 9l ��o PROFFS JOB NAME : POLYGON PLAN 5-D NH - BJ2 Scale: 0.5824 .c ' GINE swo + WARNINGS: GENERAL NOTES,unless otherwise noted: �� y�/� .v•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 =9 G, P E Truss: BJ 2 and Wamings before construction commences. building component.Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2.2x4 compression ary bracing must be installed where shown+. 2. Design assumes the top and bottom chords to be laterally braced et 3.Additional temporary bracing to insure stability during construction 2'o.n,and at 10'o.c.respectively unless braced their length by r DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof (B ) " rt Pa N continuous sheathing such as plywood s braced throughout and/or drywall(BC).. `l DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ ` OREGON /�� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. Y h W SEQ. : 6051307 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ,911 O design loads be applied to any component. and are for"dry condition"of use. O r 1 4 2 $ TRANS I D: 407 540 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 0. shipment end Installation o1 components. fabrication,handling, nesary.ignass .M��A �� 7.n ecess assumes adequate drainage Is provided. n 6.This design is furnished subject to the limitations sot forth by 8. Plates shall be located on both faces of truss,and placed so their center MN I II ll 101 IIII I I'11111111 in SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9. Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weft) EXPIRES:12/31/2015 1111011111 • 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 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(•205) 171 3-4=) -58) 25 IC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -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 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = Compuirus, Inc 3'- 9.2' 0/ 42V 0/ OH 5.50' 0.07 KDDF ( 625) M,M20HS,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 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacinq.l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -v 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' 12 �li MAX TC PANEL TL DEFL = -0.008' @ 1'• 11.4' Allowed = 0.428' 10.00 V MAX HORIZ. LL DEFL = -0.002' @ 5'- 8.2' MAX HORIZ. TL DEFL = -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. � o Wind: 140 mph, h=21,6ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, csi o load Heights), eightduration fcto , osed, Cat.2, Exp.B, MWFRS(Dir), r=1.6, to Truss designed for wind loads in the plane of the truss only. m o ' IIIMAL111.11111111= M-3x4 y y y y 1-00 4-00 1-08-15 (PROVIDE FULL BEARING:Jts:2.5,3,41 R JOB NAME : POLYGON PLAN 5-D NH - BJ3 "`('�,,�0 PN�F�ssj �� Scale: 0,5270 ' J '7/5//r,''Q,p Q� WARNINGS: GENERAL NOTES,unless otherwise noted: 9 J� -� 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and is for an Individual 9L P E Truss: BJ 3 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibltty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - DES. BY: LJ2'e.c.and at 10'o.c.respectively unless braced throughout their length by /� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d / ' �"" �, gR s rywa1C). 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. y ,�OREGON b ��' SEQ. : 60513 08 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, L design loads be applied to any component. and are for"dry condition"of use. ""-4)- TRANS 20,. .'P. OO -•�,. TRANS I D: 4 07540 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 ,. .' fabrication,handling, necessary. ' ff shipment end Installation of components. 7-Design •assumes adequate drainage Is provided. `R R V 1�\' 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 1111 I I I IIII I ill 0 IIII 11 All TPINJrCA In eCSI,copies of which veil be furnished upon request. igs coincide with joint center lines. , 9.Digits Indicate size of plate In inches. MiTek USA,Inc./Compuirus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/3112015 • IIIIIII illi „ - This design prepared from computer input by PACIFIC LUMBER-BC o . LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=(-48) 41 1-3=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0' O.C. TC LATERAL SUPPORT <= 12'0C. UON. LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED BUG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -13/ 98V -18/ 42H 5.50' 0.16 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2' 0/ 25V 0/ OH 5.50" 0,04 KDDF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc 1'- 11.7" .39/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: 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" NOTE:Design assumes 1-11-11 not exceed19% attimelofumanufacture. 1' 1' 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, Truss designed 10.00 7 1 intheplaeeoffthe wtruss oonly. III///;1 a) 0 0 0 N CJS 0 0/- 1- 3� M-3x4 k )• 2-00 'PROVIDE FULL BEARING;Jts:1,3,2I doh. P R OFFS JOB NAME : POLYGON PLAN 5-D NH - BSJ1 Scale: 0.7703 ,p, INS s% WARNINGS: GENERAL NOTES,unless otherwise noted: w� v"775//r -1.- -V = P E ti' 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 Truss: BSJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown v. incorporation of component Is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.x,respectively unless braced throughout their by y 41011011* DES. BY: LJ is the responsibility of the erector.Additional permanent bracing ofB ry continuous sheathing such as plywood sheathing(TC)dthroand/or drywall(length b `i DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown I.+ OREGON /�� 4.No load should be applied to any component until after all bracing and 4. tnstallatlon of truss is the responsibility of the respective contractor. to SEQ. : 6 051310 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, `� �,� O'�b `�. design loads be applied to any component. and are for"dry condition"of use. Q 14, 2 ly"l-- TRANS I D: 407 540 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 �? necessary. l� P R O fabrication,handling,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 III 11 II 11 I II III I I II 1111TPUWICA In SCSI,copies of which will be furnished upon request. Imes coincide with joint center lines. 9. Digits indicate size of plate in inches. 11 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) EXPIRES:12/31/2015 III I I IIII 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- 2n) 0) 79 2-10=( -983) 3050 3-10=(-298) 299 BC: 2x4 KDDF H1&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 <= 12'0C. 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 <= 12'0C. 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 BUG 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) 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 = 0.206' @ 25'- 11.9' Allowed = 2.164' 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" MAX HORIZ. TL DEFL = 0.139' @ 43'- 6.5' 21-11-15 22-00-01 r T -f 1 NOTE:Design assumes moisture content does 7-04 7-01 7-06-15 7-06-15 7-01 7-04-02 not exceed 194 at time of manufacture. Design conforms to main windforce-resisting 6.00 D \I6.00 12 DM-4x6 12 system and components and cladding criteria. 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 -h( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), S *I1444load duration factor=l.6, M 5X8 ( ) M-5x8(S) Truss designed for wind loads in the plane of the truss only. 0.25" 0.25" /\ M-1.5x3 M-1.5x3 r°°°°°.°°°iii 0.3 3 N • iii: =aIIIIIIIIIII/eV 0 1�M-3x8 M-3x4 10.25" 0.252 M-3x4 M-3x8 \ :o M-5x8(S) M-5x8(S) J, y y y y J. J' y 9-00-11 8-11-05 7-11-14 8-11-05 9-00-13 y J 1-06-12 44-00 1-06-12 �� o PR OFFS JOB NAME : POLYGON PLAN 5-D NH - Cl �,� e5,\r' �j� si Scale: 0.1506 �� / /5//r d� WARNINGS: GENERAL NOTES,unless otherwise noted: �� ((�� I.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 � 0 P E Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown«, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at e DES. BY: LJ2'o,c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(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 apphed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '"37 - OREGON. 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, �� ,,,� �n design loads be applied to any component. and are for"dry condition"of use. "Q y 1 4 20 -6- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e,Design assumes full bearing at all supports shown.Shim or wedge if �Q shipment end Installation of components. 7.Design assumes adequate drainage Is provided. fabrication,handling, necessary. 114`R R I 1 v" 6.This design is furnished subject to the imitations set forth by S.Plates shall be located on both faces of truss,and placed so their center I 11111 11 III II 11111 11111 1 11 III II III TP9WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. " 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2'015 c r IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC .y LUBBER SPECIFICATIONS TRUSS SPAN 43'• 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 79 2. 9=(-1042) 3021 3- 9=(-298) 299 BC: 2x4 KDDF #18BTR 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 DF 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 IC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3108) 1368 11- 6=(-721) 526 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(•3267) 1326 6-12=(-226) 561 12- 7=(-247) 336 OVERHANGS: 18.8" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG 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) Cnnect8,CN18 (Sr 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) ,CN,M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf)�lift at 24 "oc spacing.' JT 8: Heel to plate corner = 2.50' 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 not exceed 19% at time of manufacture. 21-11-15 21-09-01 1" .f T 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. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00'/ M-4x6 x'6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 „X in the plane of the truss only. M-5x8(S) We M 5x8(S) 0.25" 0.25" J'�- / x31.5x3 ...•••• iiiiiiiii•iiiiii,,,o(ori,. c•, M-3x8 .1- ,_ .,., MM _ 4 o o I�� 9 1 ' 1 12 ..8� o M-3x8 M-3x4 0.25" 0.25' M-3x4 0 M-5x8(S) M-5x8(S) y y y y y 9-00-11 8-11-05 7-11-14 8-11-05 8-09-13 J, y y 1-06-12 43-09 ��0 PR OFFS JOB NAME : POLYGON PLAN 5-D NH - C3 Scale: 0.1508 �5� ”/5//r �`y�i/JAI" s'oA WARNINGS: GENERAL NOTES,unless otherwise noted: Ct�� v(��/I 'v9 1.Builder and erection contractor should be advised of a9 General Notes 1.This design is based only upon the parameters shown and is far an Individual =7210PE Truss: C3 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 responsibifty of the building designer. / r 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,Additionalpermanent bracingof 2'o.c.and at 10'o,c,respectively unless braced throughout their length by P N continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �= I 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 end 4. Installation of buss Is the responsibility of the respective contractor. A- 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� �/q 1'design loads be applied to any component. and are for"dry condition"of use. O11 4 TRANS I D: 407540 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all suppo is shown.Shim or wedge If fabrication,handling,shipment and Installation of components. necessary. p7.Design assumes adequate drainage is Provided. +l!l 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center 1111111 11 II II II I III 11 11 111 I 111TPIANTCA In BCSI,copies of which will be furnished upon request nes coincide with joint center lines. 9. Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIII II Alli 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 IC: 2x4 KDDF N16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2.13=(-1956) 5870 3-13=( -154) 354 2x6 KDDF 41613TR T2, T3 2- 3=(-6766) 2286 13.14=(•3060) 8274 13- 4=) -486) 1888 BC: 2x6 KDDF N18BTR LOADING 3- 4=(•6742) 2336 14-15=(-3340) 8912 13- 6=(-2804) 1328 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 15.16=(-3048) 8220 6-14=( -92) 754 IC 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. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0' TO 34'- 0.0' V 6- 7=(•8588) 3228 7-15=( -534) 394 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 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 9-10=( 0) 0 10-16=( -482) 1834 NOTE: 2x4 BRACING AT 24'OC UON. FOR TC CONE LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0' 10-11=(.6614) 2318 16-11=1 -190) 392 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC 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 BAG 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 KDDF ( 625) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 43'- 9.0' -1095/ 3584V 0/ OH 5.50' 5.73 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required. M,M2OHS,M18HS,M16 = MiTek MT series J� Join together 2 ply with 3'x.131 DIA GUN ICOND, 2: Design checked for net(-5 psfl 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' or. 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,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 9-11-11 24-00-10 9-08-11 Truss designed for wind loads 1' f '/ f 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 1' T 4533.30# f ' 633.30# T T 12 M-7x8 S '' :16.00 12 6.00 M-5x6 M-3x5 ( 0.25" M-3x5 M-5x6 `7 6 8 ��r M-1.5x3 M-1,5x3 1 v "" lie ee/r&ilgilligigillibilin. M-3x8 o /M-3x8 M-3x8 13 10.25" 0.255 M-3x8 16 1N2 o M-7x8(S) M-7x8(S) J. ,l y y y ,I- 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 J. y y 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - CH1 �,��'�� PN Opp, Scale: 0.1499 �` � v it D4. WARNINGS: GENERAL NOTES,unless otherwise noted: a " 7, 17 1.Builder and erection contractor should be advised of a0 General Notes 1.This design is based only upon the parameters shown and Is for an Individual ^92SO P E Truss: CH1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2o4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: LJ 2'c.c.and at 10'o.c.respectNety unless braced throughout their length by �/�� "' is the responsibility of the erector.Additional permanent bracing of ( `!�!!..= continuous sheathing suer las goe ured where sown drywall BC). DATE: 9/5/2014 the overall structure is the responsibility of the bulMinp designer. 3.2x Impact bridging or lateral bracing required where shown-+ 0 �Q 4.No load should be applied to any component until after a0 bracing and 4.Installation of truss Is the responsibility of the respective contractor. -� OREGON >. SEQ. : 6051313 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, L� �� ON A, design loads be applied to any component. end are for"dry condition"of use. O r 1 4 2 �-�- TRAN S I D: 407 540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge If 2 fabrication,handling,shipment and installation of components. necessary. 4'' R n(�� V 7.Design assumes adequate drainage Is provided. rl 6.This design Is furnished subject to the Imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111 TPIANTCA In SCSI,copies of which will be furnished upon request. IDs c dciawith joint acenter Fries. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIOIIIIII Ill y - 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 k18BTR; LOAD DURATION INCREASE = 1.15 1- 2=( O) 84 2-13=(•1346) 2900 3-13=( -97) 178 2x6 KDDF H18BTR 72, T3 SPACED 24.0' 0.C. 2- 3=(-3372) 1652 13-14=(-1691) 3901 13- 4=( •331) 1025 BC: 2x6 KDDF N18BTR 3- 4=(•3183) 1579 14-15=(-1739) 4230 13- 6=("1371) 647 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 15-16=(-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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4061) 1945 7-15=( -276) 155 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7. 8=(-4043) 1898 15- 8=) -18) 418 8-10=(-2734) 1407 8-16=(-1397) 647 LL = 25 PSF Ground Snow (Pg) 9-10=) 0) 0 10-16=( -367) 997 NOTE: 2x4 BRACING AT 24'OC UON. FOR 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 BAG REQUIRED BAG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SO.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 (uon). 43'- 9.0' -337/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) " For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,)116 = MiTek MT series MAX LL DEFL = 0.022' @ -1'. 8.0' Allowed = 0.167' MAX IL 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, h=22.5ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 13-03-11 17-04-10 13-00-11 Truss designed for wind loads 1' ' ' I in the plane of the truss only. 5-01-03 4-04 3-05-09 2-09-14 6-03-06 6-03-06 2-09-14 3-05-09 4-04 4-10-03 T T T T I T T T T T i' 12 5 9 12 6.00 M-7x8(S)V M-5x6` 10-3x5 0.25" M-36x5 M-4x6 Q 6.00 ' 6 ' T ..\z y T3.. M-1.5x3 \ M-1.5x3 .7 M-3x8 0 o I! IN - o 13 14 15 16 'h2 o M-3x8 M-3x8 0.25" 0.25' M-3x8 cr M-7x8(S) M-7x8(S) 1 ,l 1' y y y y y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 y 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - CH2 5�``��DPNRox�ssi Scale: 0.1499 �\ / t�� WARNINGS: GENERAL NOTES,unless otherwise noted: v l�llb q 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 Qr E Truss: CH2 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 responslbihty 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / ��' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A'" DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 4.No load should be appaed to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 374- /1/' _OREGON t(/ SEQ. : 6051314 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, L� �q O'b A design loads be applied to any component. and are for"dry condition"of use. O k 1 4 2 A�- TRAN S 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 f- fabrication.handling,shipment and installation of components. necessary. '1' 11 7.Design assumes adequate drainage Istrus,provided. ``R R i 1. 6.This design is furnished subject to the erNtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I II 1110 11111 111111 TPWdTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ones. 9. Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MIT(*) EXPIRES:12/31/2015 IIIIIIIIIIIII 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 H16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.13=(-1067) 2889 3.13=(-152) 199 BC: 2x4 KDDF N16BTR SPACED 24.0' 0.C. 2- 3=(-3317) 1286 13.14=1 -914) 2657 13- 4=( -33) 359 WEBS: 2x4 KDDF STAND; 3- 4=(-3114) 1250 14-15=1 -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'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2228) 1099 17.12=(-1021) 2712 15- 7=( 0) 274 BC LATERAL SUPPORT <= 12'OC. 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 BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) '• For hanger specs. - See approved plans 0'- 0.0' -321/ 2034V -182/ 191H 5.50' 3.25 KDDF ( 625) Connector plate prefix designators: 43'- 9.0' -251/ 1837V 0/ OH 5.50' 2.94 KOOF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) 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 DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = 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 19% at time of manufacture. 16-07-11 10-08-10 16-04-11 Design conforms to main windforce-resisting T -f 1' T system and components and cladding criteria. 5-02-03 0-04-08 5-04-05 5-05-11 5-04-06 T 'f 'f'f T TT f 'f T Wind: 140 mph, h=23.4ft, TCDL=4.2,BCOL=6.0, 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), 1' 'f 'f 1'f T 1")' T 1 load duration factor=1.6, 12 12 Truss designed for wind loads 6.001/ M-4x6 M-3x8 M-4x6 Q 6.00 in the plane of the truss only. M-5x6(S) 7 • 0.25" M-5x6(S) 0.25" 0 M-1.5x3 14/\ .5x3 \/*!1/1-1 CO M-3x10 ul 13 14 '/ 15 '1 1r6 17 •12 I o o M-3x8 M-3x4 0.25" M-1.5x3 0.25 M-3x4 O M-5x8(S) M-5x8(S) I I I I I I I 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). _03 PR OFFS JOB NAME : POLYGON PLAN 5-D NH - CH3 Scale: 0.1483 \�<' )NE s'o CO ‘WARNINGS: GENERAL NOTES,unless alherwlse noted: 44 <"7 /5//r -57 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 t. =(�7��P E Truss: CH3 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 construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by `m . i " i cc Is the responsibility of erector.Additional permanent bracing of continuous sheathing such as plywood shealNng(TC)and/or drywall(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=+ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 A_ , SEQ. : 6051315 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- •(-7 ONS A. TRANS I D: 407540 design loads be applied to any component. 5.CompuT us has no control over and assumes no responsibility for the and are for"dry condition"of use. qfr Q. 1 4 2. �'!^ 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling, necessary. /114 n _"- shipment and installation of components. 7,Design assumes adequate drainage is provided. CC PR IL."- . 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center III 1 I SII I I II In 110111 I HIM TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint ain I fines. 9.Digits Indicate of plate In Inches. MITek USA,Inc.ICompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1968(MITek) EXPIRES:12/31/2015 IIIIIIIIII IIID, , 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 IC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1262) 2926 3-14=(-151) 184 BC: 2x4 KDDF N18BTR SPACED 24.0" O.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 TC 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 B- 9=1 0) 0 9-17=(-357) 819 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 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=1 0) 84 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 8-1.504 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SO.IN, (SPECIES) 0'- 0.0' -444/ 2038V -198/ 198H 5.50' 3.26 KDDF ( 625) Connector plate prefix designators: 44'- 0.0' -444/ 2038V 0/ OH 5.50' 3.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift et 24 'oc spacino.i 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' 1' 1' T ' NOTE:Design assumes moisture content does 5-07-06 5-02-03 5-05.11 3-03-09 2-05-042-05-04 3-03-09 5-05-11 5-02-03 5-07-06 not exceed 19's at time of manufacture. T 1' f T 1' 1 f f T 1' 1' 12 6 8 12 Design conforms to main windforce-resisting 6.00 D M 4x6 \ M-4x6 4 6.00 system and components and cladding criteria. M-3x8 Wind: 140 mph, hv24,2ft, TCOL=4.2,BCDL=6.0, ASCE 7-I0, .7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) M-5X6(5) Trussloadduration designedffor owind6loads 4,44444, 0.25" 0,25" in the plane of the truss only. 0 g. rr M-1.5x3 +, + .M-1.5x3 4O0 - 1114 G xa '`_ 14 1 16 �7 18 1 3 O M-3x8 M-3x4 0.25" M-1.5x3 0.25 M-3x4 M-3x8 o M-5x8(S) M-5x8(S) y y J, ), J, J. .,I- 8-04-03 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-04-03 y )- 1-08 1-08 44-00 1-08 ��p PROFFS JOB NAME : POLYGON PLAN 5-D NH - CH4 Scale: 0.1623 \�, G)NE�q,p� s%A_ WARNINGS: GENERAL NOTES,unless otherwise noted: Ct �� .�/�// / 'vi7 1.Builder and erection contractor should be advised of a9 General Notes 1.This design is based only upon the parameters shown and is for an individual = Q f E f Truss: CH4 end Warnings before construction commences. building component.Applicability of design parameters end proper41101""( / 2.2x4 compression web bracing must be installed where shown a Incorporation of component is the responsibidty 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 BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,',M 4141.1P - DES. Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(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 applied to any component until after at bracing end 4. Installation of truss is the responsibility of the respective contractor. A-OREGON W SEQ. : 6051316 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� 4!9 6.‘.1:1‘ �� 4 design loads be applied to any component. and are for-dry condition"of use. Q Y 1 4 2 A'�•- TRAN S 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 [� f- fabrication,handling, necessary. �`F R V�� shipment and installation of components. NO 7,Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Gr itations set forth by 9. Plates shall be located on both laces or truss,end placed so their center 111111 I IN IIII I III 111 III I I II IillTPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19B8(MITek) EXPIRES:12/31/2015 1111 11111 (III 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 M16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF M16BTR SPACED 24.0' O.C. 2.3=(-71) 97 . IC LATERAL SUPPORT <= 12'OC. 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 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 plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50' 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacinO. 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 = 0.001' @ 0'- 8.7' Allowed = 0.059' 1-02 MAX TC PANEL TL DEFL = -0.001' @ 0'- 8.7' Allowed = 0.089' l' 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, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All fEncl , Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load Hei Truss designed for wind loads r=1.6, 10.00 i' o v in the plane of the truss only. 0 ,_A- .4' A o o� �� ►014 1 M-3x4 y y 1, 1-00 (PROVIDE FULL BEARING;Jts:2,3,4I 6-00 JOB NAME : POLYGON PLAN 5-D NH - CJ1 Scale: 0.6954 ��`�<C�;0:P �F�SsiO�• WARNINGS: GENERAL NOTES,unless otherwise noted: �� c- 91.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 individualVPGTruss: CJ1 end Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2u4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. ,..."44:Q. 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 bracingof 2'o.c.end at 10'o.c.respectively unless braced throughout their length by ,40".M1/14.,..., Po ly P continuous sheathing such as plywood sheething(TC)and/or drywall(EIC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2e 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. '}! A_OREGON Co • A. SEQ. : 6051317 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� A� O��` design loads be applied to any component. and are for"dry condition"of use. Q k 1 4 2 ta'k_ TRANS I D: 4 07540 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 q S necessary. h�`04 V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is rovided. `M .rl 6.This design Is furnished subject to the initaOons set forth by B.Plates shall be located on both faces of truss,and placed so their center (III 011 I III II(III II III TPINYTCA in BCSI,copies of which will be furnished upon request. git coincide with jointacenter lines, . 8.Digits indicate size of plate in inches. MiTek USA,InC.ICompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) EXPIRES:12/31/2015 111E1111 , 1III II 1II 'P This design prepared from computer input byr PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 204 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-40(0) 0 BC: 2x4 KDDF Al&BTR SPACED 24.0' O.C. 2-3=(-60) 58 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 BOG 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/ 303V -27/ 91H 5.50' 0.49 KDDF ( 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,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. (CORD, 2: Design checked for net(-5 pat) 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' 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' - '1' MAX TC PANEL LL DEFL = -0.004' @ 1'- 5.5" Allowed = 0.165' MAX TC 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" MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8' Allowed = 0,339' 10.00 1/ MAX HORIZ. LL DEFL = 0.000' @ 2'- 3.6' MAX HORIZ. TL DEFL = 0.000' @ 2'- 3.6' -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 110/•••00111101 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ^o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads Nin the plane of the truss only. co cD0of ►014 -/-3x4 1-00 (PROVIDE FULL BEARING'Jts:2,3,41 6-00 JOB NAME : POLYGON PLAN 5-D NH - CJ2 ��D PN�FFssi Scale: 0,6704 s-- l l5//QA Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: t.�' / l 77'' 9 r� I.Builder and erection contractor should be advised of an General Notes 1. lids design Is based only upon the parameters shown end Is for an Individual ^��P E Truss: CJ 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 responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at , DES. B Y: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,x,"9111111.,: �_�' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ly. 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 end 4. Installation o1 truss is the responsibility of the respective contractor. 7 A i OREGON 11` `V SEQ. : 6051318 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, L� "r/�1- �. design loads be applied to any component. and are for"dry condition'of use. Q r y 4 20 h-% 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 ,x T_ fabrication,handling,shipment and Installation of components. necessary. M } `� 1 R I t t `Q 7.Design assumes adequate drainage Is provided. C �7� 6.This design is furnished subject to the anitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPINVTCA In BCSI,copies of which will be furnished upon request. lines codicat with Joint center axes. B. 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 sae EOR-13l1,ESR-1888(MITek) EXPIRES:12/31/2015 11E111 I III 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 KDOF #18BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 72 2.5=(-49) 63 3.5=( 0) 76 BC: 2x4 KDOF #18BTR SPACED 24.0' O.C. 2.3=(-118) 14 5.6=(-30) 95 3.6=(-99) 31 WEBS: 2x4 UDE STAND; 3-4=( -17) 31 2x4 OF STAND A LOADING 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 BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -44/ 292V -27/ 91H 5.50' 0.47 ODE ( 625) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 2'- 3.6' -125/ 77V 0/ OH 1.50' 0.12 KODF ( 625) 6'- 0.0' 0/ 69V 0/ OH 5,50' 0.11 ODE ( 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. M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 gift uplift at 24 'oc spacing.' 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' 12 MAX IC PANEL LL DEFL = 0.003' @ 0'- 11.5' Allowed = 0.081' MAX BC PANEL TL DEFL = -0.003' @ 1'- 9.5' Allowed = 0.116' 10.00 V 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-3x41 assumes moisture content does not exceed 19b at time of manufacture. (� to Design conforms to main windforce-resisting 1 o system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), M-3x5 W load duration factor=1.6, Truss designed for wind loads m� -,011161171.10,10:141111111111111111111111b1low.-_ in the plane of the truss only. 5 6 o 1Pr�� M-1.5x3 O M-5x6 ++2X WEDGE W/(2) M-2.5X4 TYP. a 2.75 12 J., y y J. 2-05-08 2-09-13 0-08-11 ) 1, y y 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2,4,6' ��0 PROF�s JOB NAME : POLYGON PLAN 5-D NH - CJ2C �� IN,E s. Scale: 0.5669 �\ �2 WARNINGS: GENERALNGTES,uMessotherwisenoled: w `` /5/l 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 92 PE r Truss: CJ2C 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.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ 2'a.c.and at 10'o.c.respectively unless braced throughout their length by /r - is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). cr �'- DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 4SEQ. : 6051319 . .No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. '� A_OREGON b, t TRANS I D: 407540 (/` 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� ii P7.47 O\ design loads be applied to any component. and are for"dry condition"of use. O j' 1 4 7. -�- 5.CompuTrus has no control over end assumes no responsibility for the e.Design assumes full bearing at all suppose shown.Shim or wedge If Q fabrication,handling,shipment and Installation of components. necessary. /� R R`` \ y 7.Designlatesassumes adequateodondrainage Is truss,a !l 1.. 6.This design Is furnished subject to the 6nilations set forth by B.Plates shall be located on boor feces of truss,end placed so their center III I I I VIII II I I III I I I I III(IIITPIIWTCA in SCSI,copies of which will be furnished upon request. lines colndde with joint center Ines. ' 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus ulcus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1998(MiTek) EXPIRES:12/31/2015 • 111111111 This design prepared from computer input by, PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2-4=(0) 0 BC: 2x4 HOF H18BTR SPACED 24.0' O.C. 2-3=(-82) 76 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' -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 KDOF ( 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 'GOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX 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' 1 1 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 V 0 "/ 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, TCOL=4.2,BCDL=6.0, ASCE 7-10, m (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), o load duration factor=1.6, v Truss designed for wind loads o in the plane of the truss only. c%3 c3 oPjjMIIIIIIIIIIIIIIIIMIIIIM a ► ►14 M-3x4 1-00 (PROVIDE FULL BEARING;Jts:2,3,J 6-00 �� p PR OFeS JOB NAME : POLYGON PLAN 5-D NH - CJ3 Scale: 0.5917 CP s% WARNINGS: • GENERAL NOTES,unless otherwise noted: 4., . //I "7 WARNINGS: I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual =�� P E Truss: CJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responslbiaty o1 the building designer. Air 3.Additional temporary bracing to Insure stebiFty during construction 2.Design assumes the top and bottom chords to be laterally braced at - DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length byII Is the responsibility of the erector.Additional permanent bracing of ...".!,11-6 ;= conmpact sheathing such as plywood sheathing(TC)and/or drywall(BC). . CC 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 appaed to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. '7 OREGON 4,, SEQ. : 60513 20 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* 2!q el() -L k design loads be applied to any component. and are for"dry condition"of use. Q I' 1 4 2 ,, 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 �P fabrication,handling,shipment and installation of components. necessary. 4'f 1 n'�� 7. Design assumes adequate drainage is provided. !l 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 II I IN II II El III I III (III 1IIITPI/ TCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center ones. 9. Digits Indicate size of plate in Inches. MiTek USA,InC./CompuTfus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11 1111111 IIIIIII 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 N188TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-52) 89 6-5=( 0) 18 BC: 2x4 KDDF H18BTR SPACED 24.0' O.C. 2.3=(-171) 21 5.7=(-69) 114 5.3=( 0) 51 WEBS: 2x4 HOOF 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'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0,0' -41/ 343V -40/ 122H 5.50' 0.55 KODF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.1' -100/ 69V 0/ OH 1.50' 0.11 KODF ( 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 REOUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 Osf) uplift at 24 'oc sgacing.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' @ -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 TC PANEL LL DEFL = 0,005' @ 1'- 1.1' Allowed = 0.159' MAX BC PANEL TL DEFL = -0,009' @ 3'- 7.4' Allowed = 0.186' 3-06-13 MAX HORIZ. LL DEFL = -0.004' @ 5'. 7.5' '1' T MAX HORIZ. TL DEFL = 0.005' @ 5'- 7.5' 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00(/ -/ Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 0 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10110' load duration factor=l.6, Truss designed for wind loads CiOh- A_ in the plane of the truss only. cm M •-/ _ ="017 -/ CD m o M-1.5x3 o � 6 c M-3x4 M-3x4 M-3x4 J. 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] • JOB NAME : POLYGON PLAN 5-D NH - CJ3C ..<<„ PN��F{�,�ss, Scale: 0.4986 c? '7/5/117 d2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� IS!!ff "9� I.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 Indildual -^9G 0 P E Truss: CJ 3C 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 responsibiity of the building designer. / 3.Additional temporary bradng to Insure stebiity during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: LJ2'o.c.end at 10'o.c.respectively unless braced throughout their length by �� Is the responsibility of the erector.Additional permanent bradng of `r/,- continuous sheathing suchr l bradng where es and/or-rywen Cj. CC DATE• 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ � �`l , 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. 37, OREGON b SEQ. : 6051321 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are 10 be used In a non-corrosive environment, % 21,9 4. design loads be applied to any component. and are for"dry condition"of use. Q }' 14 2'O P� TRANS I D: 4 07540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if fabrication,handling,shipment end Installation of components. necessary. 4.4 p n t�� 7.Design assumes adequate drainage is provided. n 1 6.This design Is furnished subject to the imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center MEI 1111 II II I I III 01 II 0111TPUWTCA In BCS(•copies of which will be furnished upon request. lines cdndde with joint center Ines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31 17015 11111111 This design prepared from computer input by, n. PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ODE O1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2.4=(0) 0 BC: 2x4 KOOF #1&BTR SPACED 24.0' O.C. 2-3=(-109) 95 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' -24/ 369V -53/ 153H 5.50' 0.59 KDDF ( 625) 4'- 8.4' -118/ 148V 01 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,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net -5 rsf uplift at 24 'OC spacin0.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.039' 4-09-03 MAX TL CREEP DEFL = 0.000' @ 0'• 0.0' Allowed = 0.052' ,i >( MAX TC PANEL LL DEFL = 0.054" @ 2'• 8.9' Allowed = 0.374' MAX TC PANEL TL DEFL = -0.052' @ 2'• 7.0" Allowed = 0.561' 12 MAX HORIZ. LL DEFL = -0.001' @ 4'- 8.4' MAX HORIZ. TL DEFL = •0.001' @ 4'- 8.4' 10.00 V r; NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, n (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a load duration factor=1.6, NI- Truss designed for wind loads a in the plane of the truss only. Nr Co r/- vrillo o/- ...-- 411e�4 -' M-3x4 ,t, y ). 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3.4I �� 0 PRpFes, JOB NAME : POLYGON PLAN 5-D NH - CJ4 �� INS 3) Scale: 0.5377 �\ O� WARNINGS: GENERAL NOTES,unless otherwise noted: v ��/l q 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 92 0 P E Truss: CJ 4 and Warnings before construction commences, building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown u. 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 al ��r DES. BY: LJ 2'o.c.end at 10'o.c.respectively unless braced throughout their length by �I� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,....#411111P,,> ii ,,cc DATE: 9/5/2014 the overall structure Is the responsibllity'of the building designer. 3.2u Impact bridging or lateral bracing required where shown v u OREGON /'i� 4.Na load should be spied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. '� A_ `c./ 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, L� �Jq 11 \� design loads be applied to any component. and are for"dry condition"of use. 4 .) 14 0, �'�- TRAN S 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, necessary. Mme'. n �° 7.Design assumes adequate drainage Is provided. C fl 6.This design is furnished subject to the Gnilations set forth by 6. Plates shall be located on both faces of truss,and placed so their center II I I I I1 I I II III I I III 1111TPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9. Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) EXPIRES:12/31/2015 HA 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 41&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=( -93) 129 6.5=( 0) 18 BC: 204 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'OC. UON, DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.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 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. (CORD. 2• Design checked for net(-5 psf) uplift at 24 'oc spacinQJ 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' @ 2'- 3.8' Allowed = 0.209' MAX TL CREEP DEFL = -0.007' @ 2'- 3.8' Allowed = 0.279" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039' MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.051' 4-09-04 f MAX HORIZ. LL DEFL = -0.007' @ 5'- 7.5' MAX HORIZ. TL DEFL = 0.007' @ 5'- 7.5' 12 NOTE:Design assumes moisture content does not exceed 19°r at time of manufacture. 10.00 I/ Design conforms to main windforce-resisting system end components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads I in the plane of the truss only. 41111111111111111....... r m Ali T • o,_ A m M-3x4 c M-1.5x3 o �� 6 o M-3x4 M-3x4 i, y y 2-03-12 3-08-04 J, y ), y 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2.4.71 JOB NAME : POLYGON PLAN 5-D NH - CJ4C 5� ��,'PN oFF�s% Scale: 0.4610 C` //5/lr o''P WARNINGS: GENERAL NOTES,unless otherwise noted: CC� 9r 1.Builder end erection contrador should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an Individual ^92 OPE Truss: CJ 4C 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. „/ 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: LJ 3.Additional temporary bracing to insure stability doling construction !"""-7 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /'z � - is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(rC)and/or drywall�C). ,.....".41114.,,- DATE: '" • �.,,- DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ A 4' C/� 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. -7 4-OREGON to A. S E Q. : 6051323 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, �+� �q Orb design loads be applied to any component. end are for"dry condition"of use. Q j' 1 4 2 p0- necessary. S 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 C�f_ fabrication,handling, necessary. /I,jp o}�� v shipment end installation of components. 7,Design assumes adequate drainage is provided. �l rl 6.This design Is furnished subject to the imitations set forth by B.Plates shell be located on both faces of truss,end placed so their center III I 11111111 III 011 MUD I III TPI WTCA In BCS(,copies of which will be furnished upon request. git coincide with joint center lines. 8.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 IIIIIIII ILII n - r This design prepared from computer(input by r PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF H18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KODF A18BTR SPACED 24.0' 0.C. 2.3=(-137) 115 IC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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/ 164H 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,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "OC spacing,) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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' 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' ) NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 V 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, MWFAS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. 0 0 0 0 v 0 �� 4�� M-3x4 J, y /- 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,4,31 ��Ep P R OF-s JOB NAME : POLYGON PLAN 5-D NH - CJ5 �� t�;P s, Scale: 0.4821 �4 /!J�//r °� WARNINGS: GENERAL NOTES,unless otherwise noted: ry 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for en Individual 9G,O P E Truss: CJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper /!/ 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.end at 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 drywall(BC). ',We*,- w.. DATE 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown u* `t 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. •� 4,OREGON �( SEQ. : 60513 24 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, '\ Albk design Toads be applied to any component. and are for"dry condition"of use. !© 'II' 1 4' 2� '-t- TRAN S 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 0P fabrication.handling, necessary. /��h n �� shipment and Installation of components. 7.Design assumes adequate drainage is provided. rl n 6.This design is furnished subject to the 6mlletions set forth by 8.Plates shall be located on both faces of truss,and placed so their center III 11 II II I I II III I I I I I IIIITPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate In Inches, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19B8(MiTek) EXPIRES:12/31/2015 1110111111 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 #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(-150) 175 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-257) 55 S-7=(-195) 224 5.3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -87) 66 3.7=(-249) 216 LOADING IC 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 BUG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (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 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 psf) uplift at 24 'oc spacing,) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.008' @ 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.009' @ 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' 1' NOTE:Design assumes moisture content does -1 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 ° system and components and cladding criteria. 10.00 V Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-4x6 Tr 1p 11111111111 AAN -v Tr E-m M-3x4 o M-1.5x37' 0 6 0 M-3x4 M-3x4 y y 2-03-12 3-08-04 1-00 2-05-08 6-00 3-06-08 [PROVIDE FULL BEARING:Jts:2,7.4[ R JOB NAME : POLYGON PLAN 5-D N H - CJ 5C .<<" PN�FFScr Scale: 0.4046 �� o* WARNINGS: GENERAL NOTES,unless otherwise noted: �� `�%5/l 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 -17 Truss: CJ 5 C 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 responsidlity of the building designer. /� 3.Additional temporary bracing to insure stebifity during construction 2.Design assumes the top and bosom chords to be laterally braced at :- DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by _ �� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC), '_` DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown+* O Q 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. -� A-OREGON [(i SEQ. : 6051325 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, `� "%q ' \ TRANS I D: 407540alk ^,-- design loads be applied to any component. end are tar"dry condition"of use. Q / 1 4 �• Q 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components, necessary. MFS RIO_ 7.Design assumes adequate drainage is provided. C IA 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both feces of truss,end placed so their center (II I I llhlI I II I IYI I NEI IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. lines • coincide with joint center lines. , 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITak) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'• 2.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF pi&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #I&BTR SPACED 24.0' O.C. 2-3=(-217) 192 3.4=(-115) 66 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 BOG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.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 KDOF ( 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 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.074' @ 2'• 9.2' Allowed = 0.481" 0 MAX IC PANEL TL DEFL = -0.073' @ 2'• 11.9' Allowed = 0.722' MAX HORIZ. LL DEFL = -0.003' @ 5'- 11.2' MAX HORIZ. TL DEFL = -0.003' @ 5'- 11.2' 12 V I) NOTE:Design assumes moisture content does 10.00 I not exceed 194 at time of manufacture. 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, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, o Truss designed for wind loads m in the plane of the truss only. el r^- vIPPAII o,,-- 5 m.� c M-3x4 J, , y y 1-00 6-00 1-02 'PROVIDE FULL BEARING;Jts;2.5,3,4) ��0 PROFeS JOB NAME : POLYGON PLAN 5-D NH - CJ6 �• PR n Scale: 0.4578 �\ / d� WARNINGS, GENERAL NOTES,unless otherwise noted: '(-7/5//r -0.- •-<-1. 9 1.Builder and erection contractor should be advised o1 all General Notes 1.This design Is based only upon the parameters shown and is for an individual 9 G,Or E Truss: CJ 6 and Warnings before construction commences. building component.Applicability of design parameters and proper APIP/!/ 2.2o4 compression web bradng 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 �'"`�r,,.c, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2n Impact bridging or lateral bradng required where shown++ CC OREGON ��C�"" 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. •y SEQ. : 60513 26 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, `� �q 20Nb,�� design loads be applied to any component. and are for"dry condition"of use. O 1 4, �, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e. Design assumes lull bearing at all supports shown.Shim or wedge if (1 fabrication,handling,shipment and installation of components. Design essary. MLS h o 1 V 7.Design assumes adequate drainage is provided. CC f•{rl 1- 6.This design Is furnished subject to the inflations set forth by 8. Plates shall be located on both faces of truss,and placed so their center III I I 01111111 OM NI III' 'IIITPINJTCA in BCS',copies of which will be furnished upon request git coincide with Joint center Ones. Di 11 9. lines Indicate size of platete to Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITak) EXPIRES:12/31/2015 1E111 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 #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-7=(-114) 160 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.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 LOADING 4-5=( -62) 26 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -29/ 387V -80/ 217H 5.50' 0.62 KDDF ( 625) 9 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 IRC 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 for net(-5 osfl uplift at 24 'OC sgacino,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 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. it Design conforms to main windforce-resisting system and components and cladding criteria. ;t Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dur), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 12 to 10,00�/ M-4x6 1` En M-3x4At_ 4 0 S.. , o m M-3x4 Cu 7 M-1.5x3 1 2, 0 0 M-3x4 y y )- 2-03-12 3-08-04 )' .1 y 1-00), 2-05-08 4-08-09 y y 6-00 1-02-01 (PROVIDE FULL BEARING:Jts:2,8.4.51 JOB NAME : POLYGON PLAN 5-D NH - CJ6C AV'. ' PNOFessi Scale: 0.3413 \� '� ` I5/l WARNINGS: GENERAL NOTES,unless otherwise noted: 171-„ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ^92 0 P E Truss: CJ 6C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. "0011‹ 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. st nal 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� po ty permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C end/or d � ) - !" 9Ir s rywall C. DATE: 9/5/2014 the overall structure is the responslbirity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ a 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. OREGON >r (v SEQ. : 6051327 fasteners are complete end at no time should any loads greater than 5.Design aseumes 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. '- k1 4 'LQ TRANS I D: 407 540 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! fabrication,handling,shipment and Installation of components. necessary. • /�� R I L 7.Design assumes adequate drainage Is provided. r-5 8.This design is furnished subject to the Irritations set forth by 8.Plates shell be located on both faces of truss,and placed so their center 111111111111111 1111111111TPUWICA In SCSI,copies of which will be furnished upon request. fines 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-1011,ESR-1988(MiTek) EXPIRES:12/31/2015 11111 II1 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 IC: 2x4 KDDF N1&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. 2-3=(-266) 237 3.4=( -90) 38 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT v= 12'OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -24/ 378V -93/ 249H 5.50' 0.61 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 69V 0/ OH 5.50' 0.11 KODF ( 625) C,CN,C18,018 (or no prefix) = CompuTrus, Inc 5'- 11.2' -226/ 355V 0/ OH 1.50' 0.45 KDDF ( 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 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacingj . 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 = 0.118' @ 2'- 11.7' Allowed = 0.481' �) 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' 12 NOTE:Design assumes moisture content does not exceed 19b at time of manufacture. 10.00 1/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, hn22.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, m (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, �, Truss designed for wind loads 0 in the plane of the truss only. 1 c) 7/-- -4- � v 0 M-3x4 y .1 y 1-00 6-00 2-04-07 (PROVIDE FULL BEARING;Jts:2,5,3,41 ��EO P R OF6.6, JOB NAME : POLYGON PLAN 5-D NH - CJ7 Scale: 0.4129 �� r /(f(N s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: k,, ." 'n�l�pC .v9 I.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 =9G,O f L Truss: CJ 7 and Warnings before construction commences. building component.Applicability of design parameters end proper40111"/!/ 2.214 compression web bradng must be Installed where shown+. Incorporation of component Is the responsidtty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'a.c.respectively unless braced throughout their length by ` �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). / ' s DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ ORECC GON SEQ 4.No load should be applied to any component until after all Waring end 4. Installation of truss Is the responsibility of the respective contractor. •7 AA__ Th to S E Q. : 6051328 fasteners are complete and et no time should any loads greater than 5.Design assumes Trusses are to be used In a noncorrosive environment. L� y� ON As TRANS I D: 407540 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 lull bearing at all supports shown.Shim or wedge if O .�4, 2 �'•k- (} necessary, 4'11 `H R l`4 v fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. RIL\''6.This design is furnished subject to the[imitations set forth by 8. Plates shall be located on both laces of truss,end placed so their center II III I II I I I III I I VIII I (IIITPI/WTCA In BCSI.copies of which will be furnished upon request. lines coincide with Joint center Imes. 9. Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) EXPIRES:12/31/2015 111 111111 III) 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 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.7=(•115) 164 7-6=( 0) 18 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2.3=(-235) 82 6-80(-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 <= 12'0C. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG 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/ 386V -93/ 249H 5.50' 0.62 KDDF ( 625) Connector plate prefix designators: 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,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 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 ICOND, 2' Design checked for net(-5 psf) uplift at 24 'oc spacial 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' 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. 12 Wind: 140 mph, h=22.7ft, TCOL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10.00 V load duration factor=1.6, �, Truss designed for wind loads in the plane of the truss only. up M-4x6 tr ,_ B t _,4IB:=.M-3x' us M-1.5x3 o - M-3x4 M-3x4 0 y 1- 1 2-03-12 3-08-04 1-001, 2-05-08 5-10-1 ..)- 6-00 6-00 2-04-07 'PROVIDE FULL BEARING;Jts:2,8,4,51 �51jp P R OFFS JOB NAME : POLYGON PLAN 5-D NH - CJ7C 5, (N s1 Scale: 0.3027 c\ '7/5///7 �A 0� WARNINGS: GENERAL NOTES,unless otherwise noted: �� { 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual ��P E Truss: CJ 7C 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 steNGry during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �'�`. DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ill Q 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. '3! A_OREGON 4/ SEQ. : 6051329 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-O"yq}� ON design loads be applied to any component. and are for"dry condition"of use. .(4 Z ��- 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 end installation of components. 19 necessary. M 7.Design assumes adequate drainage is provided. - R 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 III Oil II VIII ISI I I I I III'III TPINJfCA In SCSI,copies of which wit be furnished upon request. Digit coincidewith jointfp tecenterIn lines. ' • 9.Digits Indicate s ze of plate In inches. MiTek USA,Inc./CompuTrus Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) EXPIRES:12/31/2'015 IIIIIIIII(III t' 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 IC: 2x4 KDDF k1&8T0 LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2.3=(-319) 286 3-4=(-102) 45 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (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 INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.067' @ 3'- 4.9' Allowed = 0.481' /1 MAX TC PANEL TL DEFL = -0.075' @ 3'• 2.4' Allowed = 0.722' i 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. 12 Design conforms to main windforce•resisting 10.00 V 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), 0 load duration factor=l.6, �' Truss designed for wind loads 0 in the plane of the truss only. 0 co • co rig__._11111111111111M c5�yg -/ o M-3x4 b I I /' 1-00 6-00 3-06-14 (PROVIDE FULL BEARING;Jts:2,5,3,4( _0 PR OFFS JOB NAME : POLYGON PLAN 5-D NH - CJ8 Scale: 0.3715 `�, (N cr WARNINGS: GENERAL NOTES,unless otherwise noted: �J� °t5//r "V WARNINGS: ♦ n 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =9 G,OP E r Truss: CJ 8 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 responsibilty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by I/�" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(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 applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. A_OREGON to SEQ. : 6051330 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, �. '47q'I 0't� A.. design loads be applied to any component. end are for"dry condition"of use. © I 14 2• i,.`�-- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e. Design assumes full bearing at all supports shown.Shim or wedge If (� necessary. fabrication,handling, ML:rlty R I�� V shipment end installation of components. 7,Design assumes adequate drainage is provided, l: 6.This design Is furnished subject to the Irritations set forth by 8. Plates shall be located on both faces of truss,end placed so their center 111 111 I 11 111111 0111 II 11 II IIITPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 1111111 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 N1MBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KODF g18BTR SPACED 24.0' O.C. 2-3=(-374) 304 3.4=(•142) 57 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4.5=( -58) 0 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 9.2' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SO,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,M20HS,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 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psi) uplift at 24 'oc spacing,) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5 -, 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' 710.00V ° MAX TC PANEL TL DEFL = -0.072' @ 3'- 2.4' Allowed = 0.722' MAX HORIZ. LLDEFL = -0.006' @ 9'- 11.2' MAX HORIZ. TL °EFL = •0.006' @ 9'- 11.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windferce-resisting system and components and cladding criteria. amWind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v load duration factor=1.6, o Truss designed for wind loads o1 in the plane of the truss only. co f -V i y y y 1-00 6-00 4-09-04 (PROVIDE FULL BEARING;Jts:2,6,3,4) ',.., ..D PROrF er JOB NAME : POLYGON PLAN 5-D NH - CJ9 -� INS[�,,06, Scale: 0.3424 !''7/5/! / 02 WARNINGS: GENERAL NOTES,unless otherwise noted: �� ;/ 7, ��. 1.Builder and erection contractor should be advised of a0 General Notes 1.Tris design Is based only upon the parameters shown and Is for an Individual ��P E Truss: CJ 9 and Wamings 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 Ore responsldity of the building designer. 3.Additional temporary bracing to Insure sted6ty during construction 2.Design assumes the top end bottom chords to be laterally braced at _ DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by /� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood and/or drywall(BCj. DATE: 9/5/2014 the overall structure is the responsibility o1 the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility o1 the respective contractor. ' A-OREGON /, 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< X14 0� design loads be applied to any component. and are for"dry condition"of use. Q r 1 4 2. A� TRANS I D: 407 540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes lull bearing at ell supports shown.Shim or wedge If f; fabrication,handling, necessary. /1/ 'Ft ` .0 shipment end Installation of components. 7,Design assumes adequate drainage Is provided. R L 6.This design is furnished subject to the Irritations set forth by 6.Plates shell be located on both faces of truss,and placed so their center II II I II II I I III III II II III ITPIM/TCA in BCS(,copies of which wit be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center II` 9.Digits indicate size of plate in inches.For basic connector plate design values see ESR-1311,ESR-1989(MITek) EXPIRES:12/31/2015 VIIIIIIII1I 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 IC: 2x4 KDDF ki&BTR LOAD DURATION INCREASE = 1.15 I.2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(•411) 381 3-4=(-192) 140 TC LATERAL SUPPORT <= 12'0C. UON. LOADING 4-5=1 -55) 29 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 OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -23/ 376V -134/ 356H 5.50' 0.60 HOOF ( 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 INC 2012 NOT BEING MET. 9'- 11.2' -137/ 194V 0/ OH 1.50' 0.25 HOOF ( 625) Ii'- 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. ICOND. 2: Design checked for net(-5 psf( uplift at 24 'oc spacinq,I 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' MAX TC PANEL TL DEFL = -0.075' @ 3'- 2.4' Allowed = 0.722' MAX HORIZ. LL DEFL = -0.007" @ 11'- 10.9" 0I MAX HORIZ. TL DEFL = -0.007" @ 11'- 10.9" NOTE:Design assumes moisture content does not exceed 194 at time of manufacture. 12 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24,2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, v Truss designed for wind loads in the plane of the truss only. , 0 py' of 110 o10.117,1 6.z. -/ 0 M-3x4 r r r r 1-00 6-00 5-11-11 (PROVIDE FULL BEARING;Jts:2,6,3,4,5I c`t0 PR OFFS JOB NAME : POLYGON PLAN 5-D NH - CJ 10 Scale: 0.3221 ,`�-<k,!�C(/}r(INO S/ WARNINGS: GENERAL NOTES,unless otherwise noted: <,',. v' - / Oir -v'V 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 =��P E { Truss: CJ 10 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 responsiblbty of the building designer. /1 3.Additional temporary bracing to insure steb4tty during construction 2. Design assumes the top end bottom chords to be laterally braced et DES. BY: LJ 2'o.c.end at 10'o.c.respectively unless braced throughout their length by �' is the responsibility of the erector.Additional permanent bracing of sheathing such as plywood sheathing(TC)and/or drywall(BC). „...4/1111/t....- continuous "-• ly. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �`c 4.No load should be appaed to any component until ever all bracing and 4. Installation of truss Is the responsibility of the respective contractor. y OREGON a SEQ. : 6051332 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 ON k design loads be applied to any component. and are for"dry condition"of use. Q 1 4 2°'S I D: 407540 5.CompuTrus hes no control over and assumes no responsibility for the 6, Design assumes full bearing at all supports shown.Shim or wedge I( ^ fabrication,handling,shipment end Installation of components. necessary. /' 'R R(L� `(7 7.Design assumes adequate drainage Is provided. CC rl 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 11101 III II III 111 III 1 III I II IIITPINVTCA in BCSI,copies of which will be furnished upon request. 9. Digits lines coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-EIn inches. For basic�cate connectosizerplatet 10, e design values see ESR-1311•ESR-1988(MITek) EXPIRES:12/31/2015 1E11111 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 H16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(0) 0 BC: 2x4 KDDF N18BTR 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)+OL( 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 BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.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,M20HS,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 ) 625) 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX 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' @ 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 system and components and cladding criteria. 10.00 V Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co o load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. r. • co 6 a M-3x4 ), ) y J' 1-00 6-00 7-01-10 (PROVIDE FULL BEARING:Jts:2,6,3,4,51 �EO P R OFF JOB NAME : POLYGON PLAN 5-D NH - CJ11 �� ,NE. ss, Scale: 0.2976 �. 02 WARNINGS: GENERAL NOTES,unless otherwise noted: �� v /�/� "�r 1.Builder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and is for an individual S P E Truss: CJ11 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 responsIbiiy of the building designer. /' 3.Additional temporary bracing to insure slabiiy during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectNey 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). ,/1iliFi �y. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* d CC 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. .7 OR EGON b, <(% SEQ. : 6051333 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4. -41.- (..., ,, design loads be applied to any component. end are for"dry condition"of use. Q }� 1 4 rLQ ..� TRANS I D: 407 540 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 qQ fabrication,handling,shipment and installation of components. necessary. 7ie�R`IA v 7.Design assumes adequate drainage is provided. rl 6.This design is furnished subject to the Mitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center III I I VIII I I III 11 11 III (III TPII4VTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center tines 9.Digits Indicate size of plate in Inches. 11 MiTek USA,Inc./Compurrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19BB(MiTek) EXPIRES:12/31/2015 ill 11 11I 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 IC: 2x4 KDDF 418,BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KODF N18BTR SPACED 24.0" 0.C. 2-3=(-336) 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 BAG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.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 KDDF ( 625) M,M2OHS,M18HS,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 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net)-5 psf) uplift at 24 'oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX TC PANEL LL DEFL = 0.064' @ 3'- 4.9' Allowed = 0.481' yl MAX TC PANEL IL 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. 12 Design conforms to main windforce•resisting 10.00 V 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), load duration factor=1.6, it Truss designed for wind loads in the plane of the truss only. co0 co co V, o pi24-ilii 5...... 0 M-3x4 1' ,1 k k 1-00 6-00 3-11-12 (PROVIDE FULL BEARING:Jts:2,5,3,4) ,410 PRO/rps JOB NAME : POLYGON PLAN 5-D NH - CJ12 Scale: 0,3645 `�� f INF�r/J/� wo WARNINGS: GENERAL NOTES,unless otherwise noted: �� .nn�/�" 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 =7t., P E Truss: Cd 12 and Warnings before construction commences. building component.Applicability of design parameters and proper / //J 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 staNBty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by L �� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / WM"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*u Q SEQ 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 t(/ S E r'1. : 6051334 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- ",J�1_ QNB ... design loads be applied to any component. and are for"dry condition"of use. Q r y 4 2 �^,- TRAN S I D: 4 07540 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. 10 necessary. /�C`A I t.1 7. Design assumes adequate drainage is provided. C H Tl 1" 6.This design is furnished subject to the pmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II 1 1 11 II 11101 I I III Illi 11 I 111111 TPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines.9. Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(114-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) EXPIRES:12/31/2015 III II IIIIIThis 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 41&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(0) 0 BC: 2x4 KODF #1&BTR SPACED 24.0" O.C. 2-3=(•249) 222 3-4=( •91) 37 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE S0.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' MAX HORIZ. LL DEFL = -0.003' @ 5'- 11.2' MAX HORIZ. TL DEFL = -0.003' @ 7'- 10.9' 12 NOTE:Design assumes moisture content does 10.00 V not exceed 19% at time of manufacture. 0 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), 0, load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. r- co vEIMIIMIMIIMIIIIIIIIIIMII o,` ►� 5�o 0 M-3x4 ). y y 1-00 6-00 1-11-10 'PROVIDE FULL BEARING;Jts:2,5,3,41 . ��Q PRQp . JOB NAME : POLYGON PLAN 5-D NH - CJ13 scala; 0.4253 �5� G_�`/yr�(�IN� so WARNINGS: GENERAL NOTES,unless otherwise noted: �J� v. ' 5// vim 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an Individual t. =9'' 0 P E { Truss: CJ 13 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabllty 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 /,_V �/aa"` Po ly continuous sheathing such as plywood sheathing(TC)end/or drywal�C). �. 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 Q(/ 4.No load should be applad to any component until after el bracing and 4.Installation of truss Is the responsibility aloha respective contractor. 'jam AA-- SEQ. : 60513 35 fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, '/ y9Y \3 design loads be applied to any component and are for"dry condition"of use. 0: 1 4 Q -1- TRANS I D: 407 540 5.CompuTrus has no control over end assumes no responsibility for the e.Design assumes lull bearing at all supports shown.Shim or wedge if 0.,. necessary. R p t 1-\"1-\"labfabrication,handling,shipment and installation of components. 41C 7.Design assumes adequate drainage Is provided. rl rT 1 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 'III I II 0IIII III IIIII I III II II I IIIIITPIANTCA In BCS',copies of which will be furnished upon request, lines coincide with joint center Ines. DiI 9.Digits Indicate size of platete in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6)1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(WTek) EXPIRES:12/31/2015 VIIIIIIIIIIII 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 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2-3=(-137) 115 TC LATERAL SUPPORT <= 12'OC. VON. LOADING BC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BUG 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/ 1848 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,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 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' T f MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9' 6 NOTE:Design assumes moisture content does 12 w not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. 4- 0 03 Cr, vgjIMIIIIIIIIIIIIIIIIIIMIIMM o/ -1 ► 4�1 0 M-3x4 I I I 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME : POLYGON PLAN 5-D NH - CJ 14 ��° PNQF�ss% Scale: 0.462, �C'C � 5//r ,y WARNINGS: GENERAL NOTES,unless otherwise noted: n 9 E I- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual / 9G/0 P Truss: CJ 14 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 responsibiety of the building designer. • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /r�'t.,, �I Po ty 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. 1111 �. 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 OREGON / 4.No load should be applied to any component until aver all bracing and 4. Installation of truss Is the responsibility of the respective contractor. a SEQ. : 60513 36 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 407540 Q O design loads be applied to any component. and are for"dry condition"of use. © 1 4 2 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 handling,shipment and Installation of components. 7. DDesign assumes adequate drainage is provided. P fabrication, ecessary. M fiR R I L4 C Il 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 MMIII II I I I III III I I I II I IIIITPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. Di 9.Digits Indicate size of platete In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 I'1I111111l 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 1118BTR 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=(-133) 112 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" -32/ 398V -64/ 180H 5.50' 0.64 KDDF ( 625) 5'- 9.0' -108/ 165V 0/ OH 1.50' 0.26 ODE ( 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net/-S psfl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0,0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0,003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.141' @ 3'- 6.1' Allowed = 0.465' 5-09-12 MAX TC PANEL TL DEFL = -0.129" @ 3'- 3.8' Allowed = 0.697' MAX HORIZ. LL DEFL = -0.002' @ 5'- 9.0' MAX HORIZ. TL DEFL = -0.002' @ 5'- 9.0' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCOL=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 u7 in the plane of the truss only. N O N CO V M-3x4 y y ) 1-00 6-00 [PROVIDE FULL BEARING;Jts:2,4,31 e�Ep P R OFFIS JOB NAME : POLYGON PLAN 5-D NH - CJ 15 �� ,N s, Scale: 0.4840 \ f d WARNINGS: GENERAL NOTES,unless otherwise noted: t.�� '(1/5///7 f��/�L -vim 1.Bulkier 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 Truss: CJ 15 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 responsibitty of the building designer. 3.Additional temporary bracing to Insure stabiOty 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 "fir Po N continuous sheathing such as plywood sheathing(TC)and/or drywa0(BC). • ry. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsiblity of the respective contractor. Lif __OREGON 4(,/ SEQ. : 6051337 fasteners are complete and at no time should any bnon -corrosive greater than 5.Design assumes trusses are to be used in a nocorrosive environment, � "r7,4 Zola�� design loads be applied to any component. and are for"dry condition"of use. Q I' 1 4 A TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge II (�`- necessary. MCS ` V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. CCR R I t� 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 I I II II I 11111111111111111111111 TPI/WTCA in SCSI,copies of which will be furnished upon request. coincide with joint center Ones (ILII 9.Digits Indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I1IIIII 11 1111 " This design prepared from computer.input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KOOF H18BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2-4=(0) 0 BC: 2x4 KDDF g188TR 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 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/ 345V -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/ 5BV 01 OH 5.50' 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND. 2: Design checked for net(-5 psi') uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=LI240, 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' MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.109' '/' 1 MAX TC 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 10.00 VMAX HORIZ. LL DEFL = -0.001' @ 3'- 10.2' MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.2' IX NOTE:Design assumes moisture content does not exceed 19k at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ul (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads cv) in the plane of the truss only. M NI- PAIIIIIIIIIMIEMIMMIIIIIMINI O - 14 -/ O M-3x4 b y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,2fl 6-00 .(1 sk 0 P R°pee, JOB NAME : POLYGON PLAN 5-D NH - CJ 16 Scale: G.5B7B ��.<<- IN �� 5 ?/5/l �9 WARNINGS: GENERAL NOTES,unless otherwise noted: u ;920 S PE r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual /// Truss: CJ 16 and Warnings before construction commences. building component.Applicability of design parameters end proper / 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et ` is the responsibility of the erector.Additional permanent bracingof 2'o.c.end at 10'o.c.respectively unless braced throughout their length by +� DES. BY: LJ (B ) /' Po N 2xcoImpact sheathing or such lateralaredng requred where s owno+drywall C. n. DATE 9/5/2014 Ntheoadrshoulll dcteaure Istedtoanycompn1thebuildingelibraenr. 4. lntmpaobodgingIstepradngofthewhiletveco++ ` 4!OREGON� oto 4.No load should be applied to any component until after all bradng and 4. Installation of truss Is the responsibility of the respective contractor. � � SEQ. : 60513 38 fasteners are complete end et no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 1' design loads be applied to any component. and are for"dry condition"of use. �O .4 r 1 4 Z�(y, 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 V� necessary. MLS fy R i�� V (abncatlon,handling,shipment and Installation of components. 7, Design assumes adequate drainage is provided. rl f-t 6.This design is furnished subject to the imitations set forth by 8. Plates shall be located an both faces of truss,end placed so their center 1111 I 1111 III III 1 II 1111 II III TPI/WTCA in BCS(,copies of which will be furnished upon request. lines coindde with joint center lines. 9. Digits Indicate size of plate In Inches, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111 IIS 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 k18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF H18BTR SPACED 24.0" O.C. 2-3=(-137) 115 IC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED 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/ 1846 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,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' 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' w NOTE:Design assumes moisture content does 12 ( not exceed 19% at time of manufacture. 10.00 V 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 mo in the plane of the truss only. .1- D u7 co r/- oo /- M-3x4 ; J, )' I. 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,4,31 pR JOB NAME : POLYGON PLAN 5-D NH - CJ17 <<"�oIIN A._ 6> Scale: 0.4821 �� x, 5//$/.4 oZ WARNINGS: GENERAL NOTES,unless otherwise noted: cc�� '-47 I.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and is for an individual 9 j0 P E Truss: CJ17 and Warnings before construction commences. building component.Applicability of design parameters and proper / . 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et , DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `/rr is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). ,0006411111,,,- 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 end 4.Installation of truss is the responsibility of the respective contractor. '� 4,• b K4 OREGON\ j SEQ. : 6051339fasteners 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' design loads be applied to any component. and are for"dry condition"of use. �© 'V}� 1 4 rZQ A- 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 Q. fabrication,handling, necessary. MF`R l_` shipment and installation of components. 7,Design assumes adequate drainage is provided. f-�(l 1 4 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 11 II 11 11 VIIIII III I II I III III IIII TPIANTCA In SCSI,copies of which will be furnished upon request. Digit coincidentwith joint tecenter lines. 18.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.EOR-1888(MiTek) EXPIRES:12/31/2015 III 1111k IP o This design prepared from computer'input by PACIFIC •LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.8' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF #168TR SPACED 24.0' O.C. 2-3=(-69) 26 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ 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) 1'- 9.2" •86/ 45V 0/ OH 5.50' 0.07 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.8" -36/ 78V 0/ OH 1.50' 0.12 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 'COND. 2: Design checked for net(-5 of) uplift at 24 'oc s tip C1nOJ 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6.00 BOTTOM CHORD CHECKED FOR IOPSF 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' 3 -/ 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, TCDL=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. ch/- o I� 2Ilr 4� -' M-3x4 y y y J' 1-08 2-00 1-03-12 'PROVIDE FULL BEARING;Jts:2,4,J �� 0 P R OFFS JOB NAME : POLYGON PLAN 5-D NH - CSJ1 Scale: 0.8191 �\�� ;,Jq� s%29� WARNINGS: GENERAL NOTES,unless otherwise noted: n 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 9G P E Truss: CSJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2o4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at �r 2'o.c.and et 10'o.c.respectively unless braced throughout their length by �.�"` DES. BY: LJ is the responsibility of the erector.Additional permanent bracing ofgg �!�!'r° continuous sheathing suchs bracing e rewhere DATE• 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ tr 4.No load should be applied to any component until aver all bracing and 4. Installation of truss is the responsibility of the respective contractor. 32OREGON 4(y 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, \a S� design loads be applied to any component. and are for"dry condition'of use. �Q .1k 1 4 Z0 �T- TRAN S 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, necessary. MFP R V l-L shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I II I I I II I I I III I III I(IIITPI/WTCA In BCSI.copies of which will be furnished upon request. lines coincide with joint center Ones. 9. Digits indicate size o1 plate In Inches, MiTek USA,InC,/CGrn uTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31;2015 MHO II III 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 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF k18BTR SPACED 24.0' O.C, 2.3=(-117) 53 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 BOG 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,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: Design checked for net(-5 of) 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 = 0.019' @ -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' AllDwed = 0.054' MAX BC PANEL TL DEFL = -0,005' @ I'- 0.1' Allowed = 0.072' MAX HORIZ. LL DEFL = •0.001' @ 6'- 7.0' 12 3 MAX HORIZ. TL DEFL = -0.001' @ 6'- 7.0' 6.00 NOTE:Design assumes moisture content does ') not exceed f95 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=l.6, Truss designed for wind loads in the plane of the truss only. co0 M m v 0 o� 2► 4► M-3x4 J, y y 1, 1-08 2-00 4-07-12 (PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME : POLYGON PLAN 5-D NH - CSJ2 <��,�4PNOfiEssi Scale: 0.5840 �� " /5/11r! 0 WARNINGS: GENERAL NOTES,unless otherwise noted: �� !] 9� CSJ2 1.Builder and erection contractor should be advised o1 all General Notes 1.This design Is based only upon the parameters shown and is loran Individual 92 P E Truss: CSJ 2 and Warnings before construction commences. building component.Applicability of design parameters end proper 4011P,. ' - 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 bosom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /�� is the responsibility of the erector.Additional permanent bracing al continuous sheathing such as plywood sheathing(TC)and/or drywal�C). DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsidlity of the respective contractor. 4-OREGON a SEQ. : 6051342 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, `� 'r7q O+k As design loads be applied to any component. and are for"dry condition"of use. O J' 1 4 2 A-!'- TRAN S I D: 407 540 5.CompuTrus hoe no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if C5‘‘' �S_ fabrication,handling,shipment and installation of components. necessary. /��R}` v 7.Design assumes adequate drainage Is provided. 1.- 6.This design Is furnished subject to the Irritations set forth by 9.Plates shall be located on both laces of truss,end placed so their center MIEN 11 I 11111 0111 110 I III IIII IIII TPIANTCA In BCSI,copies of which viii be furnished upon request. lines coincide with joint center lines.9.Digits Indicate size of plate in inches. MiTek USA,IDC./COrI1pUTNS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-leas(MITek) EXPIRES:12/31/ O15 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 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 84 2.10=(-1663) 4302 10- 3=( -341) 1053 7-15=(-233) 532 BC: 2x4 KDDF #18BTR SPACED 24.0' 0.C. 2- 3v(-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 OF 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=1 -435) 1782 12- 5=( -313) 1029 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2407) 1190 14.15=) -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 8- 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. 0'- 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) 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ -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 21-09 MAX HORIZ. TL DEFL = 0.199' @ 43'- 3.5' T '1' 1' NOTE:Design assumes moisture content does 2-09 5-10-08 6-04-08 7-00 7-06-15 7-01 7-01-01 not exceed 19'1 at time of manufacture. f f T 1' f 1' T 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 .": 16.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=24.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 6 '6' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), +!' M 5x8 S load duration factor=l.6, k ( ) Truss designed for wind loads in the plane of the truss only. M-3x4 0.25" M-5x6(S) 0.25" 144i M-1.5x3 M-3x5 M-3x10 el M-3x10 0 v �� ' M-5x8 11 12�ILAmTo MN I'o o M-3x4 M-5x10 13 0.254 M-3x4 15 9 0 - 2.75 .02X WEDGE M-5x6 M-5x8(S) 12 W/(2) M-3X4 TYP. 2.75-. 4 > y ,412 ,1 1' 1' -y -05.0$ 5-10-08 6-02 ),2 0), 9-05-15 8-11-05 8-09-12 1 , 2-05.08 12-00-08 2-00 27-03 )- 1-08 43-09 �9,0d PR OFFS JOB NAME : POLYGON PLAN 5-D NH - D1 5� SIN um Scale: 0.1397 \ WARNINGS: GENERAL NOTES,unless otherwise noted: <,',. vCt /�y5// -im 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown end is for an Individual 9G P E Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must he installed where shown+. Incorporation of component Is the responsibltty of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at DES. BY LJ 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bddging or lateral bradng required where shown++ Q C!1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '� A_OREGON 4(/ S E Q. : 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 •ir �a design loads be applied to any component. and are for"dry condition"of use. /O All- <) 9 1 4' ( �'•!- 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. necessary. /11 ,3 R`L 7.Design assumes adequate drainage Is provided. rl 1 1. 6.This design Is furnished subject to the Initiations set forth by 8.Plates shall be located on both laces of truss,and placed so their center III I I III I 11 III I III 1111111 TPIIWTCA In SCSI,copies of which will be furnished upon request. lines cdndde with joint center tines. 9. Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11 11(III 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 k1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-15=(-2614) 8670 15- 3=( -370) 1254 206 KDDF #1&BTR 72, T3 2- 3=(-10024) 3052 15-16=(-2336) 7040 15- 4c( -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- Sc) -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'OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0' TO 34'- 0.0' V 5- 7c( -6642) 2370 19.20=(-3010) 8132 7.17=( -444) 1282 BC LATERAL SUPPORT <= 12'OC. UON. IC 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)= 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'OC UON. FOR IC 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 CONE 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 1OPSF 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 SO.IN. (SPECIES) Cnnect8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -1151/ 3765V -104/ 113H 5.50' 6.02 KDDF ( 625) C,CN,C18,CN1B (or = MiTek n)MT series ( 2 ) complete trusses required. 43'- 9.0' -1096/ 3584V 0/ OH 5.50' 5.73 KDDF ( 625) M _, Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9' oc in 1 row(s) throughout 204 top chords, (COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.] 9' oc in 2 raw(s) throughout 206 top chords, VERTICAL DEFLECTION LIMITS: LL=LI240, TL=L1180 9' oc in 2 row(s) throughout 206 bottom chords, MAX LL DEFL = 0.005' @ -1'- 8.0' Allowed = 0.167" 9' oc in 1 row(s) throughout 204 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 IL CREEP DEFL = -0.594' @ 22'- 8.7' Allowed = 2.856' MAX HORIZ. LL DEFL = 0.109' @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.180' @ 43'- 3.5' 9-11-11 24-00-10 9-08-11 NOTE:Design assumes moisture content does (3-02-03 0-0fi 11 2-03-08 5-11-03 0-06-11 4-10-02 not exceed 19% at time of manufacture. 2-07-04 f 3-07-09 4-02-13 f f 6-02-11 f f 5-04-08 f ' 4-03-14 f T Design conforms to main windforce-resisting system and components and cladding criteria. 1' i' T ff T T f T TT T Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-10-08 9-07-08 ' 12 4533.301 M-3x44533.30g fload durAll ation factoor=1.6 Cat.2 , Exp.6, MWFRS(Dir), M-7x8(S) 12 Truss designed for wind loads 6.00 M-4x8 M-5x6 Q 6.00 in the plane of the truss only. 56 M-3x5 6 025a M-tox5 112 76- )'() 25' 13.. M-3x4 \/ M. 5x3 ' 3 M-1.5x3 c7 M-3x10 / M-3x8 0 M-7x10 M-3x8 M-7x8 a 0.25" +*2X WEDGE M-7x10 M-3x8 0 -=12.75 W/(2) M-3X4 TYP. 2.75 - M-7x8(S) 12 12 J, y y ) y y ), y 05-OQ 6-09-12 5-02-12 )- ), 9-02-04 9-00-08 9-00-04 y , 2-05-088 12-00-08 2-00 27-03 ,I- 1-08 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - DH1 <<, INo�Fof, Scale: 0.1467 X35 "//5/II' pL WARNINGS: GENERAL NOTES,unlessotherwisenoted: �� 9 7. �Y. 1.Builder and erection contractor should be advised of e0 General Notes 1.This design Is based only upon the parameters shown and is for en individual � �P E Truss: DH 1 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 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 2'o.c,and at 10'o.c,respectively unless braced throughout their length by /' -a��' Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d gg y- the overall structure Is the responsibility of the buildingdesigner. 8(r s rywall(BC). DATE: 9/5/2014 P ty 8 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be appied to any component until after all bracing end 4.Installation of truss la the responsibility of the respective contractor. -y -A_OREGON . 4(i' 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, L* "f-7 01� Sk. design loads be applied to any component. end are for"dry condition"of use. Q )' y 4 2, �l= 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 if () fabrication,handling,shipment and Installation of components. necessary. 4/4 R I` V 7.Design assumes adequate drainage is provided. CC rl 1.- 6.This design is furnished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center 1111011 Ill IIII II III61 1110 Ill IIII IIII TPIMITCA in SCSI,copies of which will be furnished upon request. linesindicate ncoincidewith joint center Ones. , ' 9.Digits indiccatre size offpplatetein Inches. MiTek USA,Ir1C./CompuTNS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1888(MITek) EXPIRES:12131!2'015 INN This 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 tI1&BTR T2, T3 SPACED 24.0" 0.C. 2- 3=(•5055) 2323 15-16=(-1536) 3431 15- 4=( -422) 947 BC: 2x6 KDDF 141&BTR 3- 4=(-4703) 2253 16.17=1-1804) 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=1-1321) 632 TC LATERAL SUPPORT <= 12'0C. VON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-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- B=( -297) 376 8- 9=(-3989) 1950 18- B=) -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=( 0) 0 19-10=1 -53) 491 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=(-3119) 1526 10-20=(-1364) 635 13-14=(-3258) 1577 12.20=( -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 SO.IN. (SPECIES) 0'- 0.0' -405/ 2034V •104/ 113H 5.50' 3.25 KDDF ( 625) '" For hanger specs. - See approved plans 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: Design checked for net)-5 psfl uplift at 24 'oc spacing.) 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" 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 T 1' not exceed 19% at time of manufacture. 3-02-03 3-05-12 2-03-08 5-11-03 3-05-12 4-10-02 f f f 1 ( ( ( T T '( Design conforms to main windfarce•resisting 2-07-0 3-07-09 1-03 2 6-02-11 -05-0 4-03-14 system and components and cladding criteria. f 1' f T 1' T f 1' T i' 1' 1' 9-07-08 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-10-08 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), f6 11 T 'l load duration factor=1.6, 12 M-3x4 M-7x8(S) 12 Truss designed for wind loads 6.00 M-5x614-3x4 7e 0 X25" M-3x51DM-4x6 2 Q 6.00 in the plane of the truss only. �2 y M-3x44 M-1.5x3 3 M-1.5x3 3 r7 M-3x10 a/ V M-3x8 0 v _ 15 16 17 !� li ./ V-N.. i p m 1 M-7x10 M-3x8 M-7x8 18 0.25120 '14 x9 M 3x8 0 0 -.2.75 ..2X WEDGE 2.75 -M-7x1O M-7x8(S) 12 W/(2) M-3X4 TYP. 12 , / / .5 ), ), )' / -05-0Q 6-09-12 5-02-12 ),6-09-12 9-02-04 9-00-08 9 00-04 y J, ?-05-088 12-00-08 2-00 27-03 y 1-08 43-09 �� p P R OFFS JOB NAME : POLYGON PLAN 5-D NH - DH2 Scale: 0.1467 N ! 'NFl s'o WARNINGS: GENERAL NOTES,unless otherwise noted: 414 . 5/ �II 92,O P E 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: DH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 41011"/ 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 Cl 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.n,respectively unless braced throughout their length by �„�. 40� DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathIng(TC)and/or drywalllC). 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 ever all bracing and 4. Installation of truss is the responsibility of the respective contractor. 3L 4,OREGON�b �;(/ SEQ. : 6051345 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, �O ,1 1 4 design loads be applied to any component. end are for"dry condition"of use. 2. i- A TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e, Design assumes full bearing at all supports shown.Shim or wedge if (� fabrication,handling.shipment and Installation of components. necessary. MFR R(�\ VV 7.Designassumes coed one drainage is provided.a /l rl 6.This design Is furnished subject to the pmilellons set forth by 8.Plates shall be located both faces of buss.end placed so their center IIII I I II III II III I III I I IIII7PIANTCA In SCSI,copies of which will be furnished u)n request. lines coincide with joint center eche. 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-1688(MITek) EXPIRES:12/31/2015 VIII IIII III 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 KDOF H1&13TR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 84 2-14=(-1627) 4217 14- 3=( •332) 1034 20-12=(-79) 251 BC: 2x4 KDOF 418BTR SPACED 24.0' O.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 OF 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'OC. 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=( 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) Connector plate prefix designators: 0'- 0.0' -322/ 2034V -181/ 191H 5.50' 3.25 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 43'- 9.0' -251/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series JT 13: Heel to plate corner = 2.25' 'COND. 2: Design checked far net(•5 psf) 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 = 0.251' @ 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 5-10-08 0-04-11 T 5-04-05 5-05-10 5-04-05 Design conforms to main win dforce-resisting �� system and components and cladding criteria. 16-06-08 16-03-08 T 1 .( '1 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), 7 M- x8 aload duration factor=1,6, 6.00[7 M-3x45 r-, Q 6.00 Truss designed for wind loads in the plane of the truss only. M-5x6(S) M-3x4 - 0.25" 1 a + 2M-1.5x3 M-3x5 co 3 NNs 4- M-3x10 0 M-3x10 ip 1 -1 a 5 16Bi:�'� a 4 A ` , � o M-5x8 M-3x4 M-5x10 17 M-1.5x31 0.25'' M 3x4 13• o "*2X WEDGE M-5x10 M-5x8(S) 12 2.75 W/(2) M-3X4 TYP. 2.75 r==-- 2-05-012 12 $ 5-10-08 6-02 ),2 0), 5-06 5-10-12 7-09-02 8-01-02 y , 2-05-08 12-00-08 2-00 27-03 ,I- 1-08 1.0811 43-09 JOB NAME : POLYGON PLAN 5-D NH - DH3 ��o PN-1q4�, w Scale: 0.1338 '7/5//r VgW"rl/ �� WARNINGS: GENERAL NOTES,unless otherwise noted: I +)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 �' ��0 P E Truss: DH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. Ai 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 /_�" is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as od sheathing(TC)C and/or d /g ,..`,l�." Ply 9R s rywall(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++ 0 �Q 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. '}7 A_OREGON SEQ. : 6051346fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, G "/"7 O� �. design loads be applied to any component. end are for"dry condition-of use. /Q, "'y 1 4 2' TRANS I D: 407 540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if !�,P fabrication,handling,shipment and installation of components. necessary. 41 ' 1 V 7.Design assumes adequate drainage 1s provided. ``R R 11. 6.This design is furnished subject to the Irritations set forth by 6.Plates shall be located on both faces of truss,and placed so their center MIIIIIIIIIIIHMEE1 TPINVTCA In SCSI,copies which will be furnished upon request. git c ndicat with joint aIn Inches.9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) EXPIRES:12/31/2'015 111111111111 ' . Fr r • . , This IIIIIIIIIIiiThis design prepared from computer'input by, a. PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1958) 4217 14- 3=( -408) 1034 20-12=(-79) 226 BC: 2x4 KDDF #18BTR SPACED 24.0" 0.C. 2- 3=(-4923) 2340 14-15=(-1814) 3872 3.15=( -786) 446 WEBS: 2x4 KDDF 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'OC. VON. 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 BRG REQUIRED BRG AREA 8-1.504 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) vertical members (uon). 0'- 0.0' -445/ 2034V -182/ 192H 5,50' 3.25 KDDF ( 625) 43'- 9.0' -374/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,ld16 = MiTek MT series0 VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L118 MAX LL DEFL = 0.022' @ S:'• L/2 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' T 1' f 1' MAX HORIZ. TL DEFL = 0.208' @ 43'- 3"5' 5-10-08 1-09 2-05-04 3-03-12 5-02-02 NOTE:Design assumes moisture content does f f fes( f f T f f not exceed 19% at time of manufacture. 2-09 5-10-08 3-03-12 -05-04 5-05-10 5-04-05 f- '1 T .i T T T 1 T 1' T T Design conforms to main windforce-resisting 16-06-08 16-03-08 system and components and cladding criteria. T T 7 9 T 1 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 M x8 M-4x6 load duration factor=l.6, 6.00 p 6 0 4 6.00 M-3x4 Truss designed for wind loads M-5x6(S) 5 in the plane of the truss only. M-3x4 0.25" 1 4 ft M-3x5 + A*2m-1.5x3 M-3x10 ' ''V 3 M-3x10 Lo 1 14 M-3x4 M-5x1016 17 19 1� 20 *13 o o M-5x8 M-5x10 M-1.5x3 0.25' M-3x4 0 a 2,75 **2X WEDGE 2.75 - M-5x8(S) 12 W/(2) M-3X4 TYP. 12 J. ) k k k k k , k 2-05-0$ 5-10-08 6-02 k2-0 5-06 5-10-12 7-09-02 8-01-02 k 6 2-05-08 12-00-08 2-00 27-03 k 1-08 43-09 �9,0D PR()Fes JOB NAME : POLYGON PLAN 5-D NH - DH4 Scale; 0.1338 \�� 'NEs'o WARNINGS: GENERAL NOTES,unless otherwise noted: �� ;92.-‘.r/5//r Z� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individuals�'E and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: DH 4 incorporation of component Is the responsibibty of the building designer. AIIPV 2.2x4 compression web bracing must be installed where shown+, 2. Design assumes the top and bottom chords to be laterally braced at �---"y 3.Additional temporary bracing to insure stability during construction2'o.c.end at 10'o.c.respectively unless braced throughout their length by /,``r-rr �_- DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/ordrywall(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_ C/� 4.No load should be applied to any component until after all bracing end 4. Installation of truss is the responsibility of the respective contractor. -7` rl OREGON�b, 4iI !(X S E Q. : 6051347 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, nO design loads be applied to any component. and are for"dry condition"of use. i0 �Y 1 4 4- �'t"- TRAN S 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 19 fabrication,handling,shipment end installation of components. necessary. MC`b 4 7.Plates assumes adequate ne othi faces drainage is f provided., CC rD R). 6.This design is furnished subject to the limitations set forth by a.Plates shall be located on both laces of truss,and placed so their center II I II III I I III I I III IIITPIANt'CA in BCSI,copies of which will be furnished upon request. tines coincide with joint center lines. 9. Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate desigovatoessee ESR-1311,ESR-igaa(MiTek) EXPIRES:12/31/2015 II RI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0,0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF O1&BTR SPACED 24.0' 0.C. 2-3=(-64) 38 IC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. �DQND. 2: Design checked for net(-S psi') uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1UPSF LIVE LOAD, TOP MAX LL DEFL = 0.003' @ -1'- 0.0' Allowed = 0.100' 1 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0,003' @ -1'- 0.0' Allowed = 0.133' MAX BC PANEL LL DEFL = 0.001' @ 1'- 0.1' Allowed = 0.054' 1' 1' MAX TC PANEL TL DEFL = -0.002' @ 1'- 2.9' Allowed = 0.196' 12 MAX HORIZ. LL DEFL = 0.000' @ 1'- 10.9' 10.00 V MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9' NOTE:Design assumes moisture content does not exceed 19'k 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads cn o in the plane of the truss only. 0 0 N M/- C 0 �� 4�� M-3x4 1, y ) 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME : POLYGON PLAN 5-D NH - EJ1 - ,��`�(;PN�[F�F,�S's, Scale: 0.6772 ��3 !/J/•I / o� WARNINGS: GENERAL NOTES,unless otherwise noted: �� /9 7' -vim I.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 7210P.E Truss: EJ 1 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 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 et DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by ��" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). 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++ Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responslbliity of the respective contractor. 7 4.-OREGON SEQ. : 6051348 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses ere to be used In a non-corrosive environment, L/ �l"1 Q\ design loads be applied to any component. and are for"dry condition"of use. O ? 1 4 2 A.- TRAN S 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 C. fabrication,handling,shipment and installation of components. necessary. /lq[.�A ` �! 7.Design assumes adequate drainage is provided. CC:: 1l 1� 6.This design Is furnished subject to the irritations set forth by 6.Plates shall be located on both faces of truss,and placed so their center III I I II I VIII I III I I I III II I IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines co with joint center Ines. , " 9.Digits indicate size of plate In inches. MiTek USA,Inc./Comulcus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPI RES:12/31/[015 Ili M1111 III Thiis IFddesignBpreppared from computer input by 1 LUMBER SPECIFICATIONS TRUSS SPAN 3'• 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-96) 73 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 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,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.( REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = •0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = •0.003' @ -1'- 0.0' Allowed = 0.133' 12 MAX BC PANEL LL DEFL = 0.002' @ 1'. 0.1' Allowed = 0.054' 10.00 V MAX BC PANEL TL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.072' MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.9' 0 MAX HORIZ. TL DEFL = -0.001' @ 3'• 10.9' 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. o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCOL=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 co in the plane of the truss only. co o0IOIANAMIIIIIIIIM of ►. 4► � -/ M-3x4 y y y y 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,31 Q`.,0 PR ore, JOB NAME : POLYGON PLAN 5-D NH - EJ2 sale; 0,63„ .�� (N s'o WARNINGS: GENERAL NOTES,unless otherwise noted 44.I� . �/� 2K, 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 �' =�0 P E Truss: EJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.244 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at '� DES. B Y: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.end at 10'o.c.respectively unless braced throughout their length by /r� Po ly continuous sheathing such as plywood sheathing(TC)end/or drywall(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++ OREGON //�� 4.No load should be appfed to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. A_ W SEQ. : 6051349 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, `- �1-i,I O�� design loads be applied to any component. and are for"dry condition"of use. / 14 2 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 necessary. ML^R R`t fabrication, NO handling,shipment and installation of components. 7. n Design s assumes adequate drainage Is provided. fl 1- 6.This design is furnished subject la the Irritations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 111111111111M111TPINVTCA In BCS(,copies of which will be furnished upon request. lines coincide with joint center Ines. N.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.EOR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIH III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ODE p18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0' O.C. 2-3=(-144) 105 IC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7' -103/ 153V 0/ OH 1.50' 0.24 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = Mitek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 oaf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=./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 = -0.005' @ 1'- 0.1' Allowed = 0,072' I) MAX HORIZ, LL DEFL = -0.001' @ 5'- 10.9' 12 ' MAX HORIZ. TL 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), O) load duration factor=l.6, 0 Truss designed for wind loads o in the plane of the truss only. - L.0 co) PFAMINIIIM o` 1.'"-.7:7-0 411011 M-3x4 1-00 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:2.4,3j ��0 PROFfiS JOB NAME : POLYGON PLAN 5-D NH - EJ3 Scala, 0.5134 �� 'y(y�(.(��J(NE/) s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: CC��" ��ff��"- 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 = G P E r Truss: EJ 3 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 stabiety during construction 2.Design assumes the top and bottom chords to be laterally braced et Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length ��" DES. BY: LJ continuous sheathingsuch asly plywood sheathing(TC)C and/ord by DATE: 9/5/2014responsibility g g ptT ) rywel ec). C the overall structure is the res nslblii of the building designer. 3.20 Impact bridging or lateral bracing required where shown c+ 4.No load should be applied to any component until after a8 bracing and 4.Installation of truss is the responsibility of the respective contractor. -� A,OREGON a 1(�' SEQ. : 6051350 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, `� if • +� `A. design loads be applied to any component. and are for"dry condition"of use. Q F 1 4 2 A'C-• TRANS I D: 407 540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes NII bearing at all supports shown.Shim or wedge If !1 - fabncatron,handling, necessary. • 41R RVI. 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 II I I 0 III IIIII 0111 III 111 II (IIITPINVTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center tines 9.Digits indicate size of plate in inches. MiTek USA,Inc.ICompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/7015 VIII 1 N " This design prepared from computer input by PACIFIC LUMBER-BC r LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF #1&BTR 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=(-194) 130 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 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" 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 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0,0' Allowed = 0.133' MAX BC PANEL LL DEFL = 0.009' @ 1'- 0.1' Allowed = 0.054' MAX BC PANEL TL DEFL = -0.009' @ 1'- 0.1' Allowed = 0.072' A MAX HORIZ. LL DEFL = -0.003' @ 7'- 10.9' MAX HORIZ. TL DEFL = -0.003' @ 7'- 10.9' NOTE:Design assumes moisture content does not exceed 194 at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 V system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCOL=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. 0 0 N- CO 0 M-3x4 J. J. 1, J 1-00 2-00 5-11-11 [PROVIDE FULL BEARING;Jts:2,4,3I _0Q PR OFFS JOB NAME : POLYGON PLAN 5-D NH - EJ4 �� LGPRU s/ Scale: 0.4250 �\ ``715/ 1" 0 WARNINGS: GENERAL NOTES,unless otherwise noted. /` /7' 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 192.0 P E { Truss: EJ 4 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 responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at '' DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2'o.n.and at 10'o.c.respectively unless braced throughout their le th by 4601• Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalC). ,....404111148,-• DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ cc 4.No load should be applied to any component until ever all bracing and 4.Installation of truss is the responsibility of the respective contractor. 37 OREGON 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, 4- �q da design loads be applied to any component. and are tar"dry condition"of use. Q 14 2-`-',..,‘5,1- 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. necessary. M` n}L� 7.Design assumes adequate drainage is provided. ` rl 6.This design is furnished subject to the Irritations set forth by B.Plates shall be located on both feces of truss,and placed so their center II I I 11 III 11111 11111 I I ll 11 VIIITPINVTCA in BCSI,copies of which will be furnished upon request. lines coindde 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-1888(MiTek) EXPIRES:12/31/2015 111101011 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 N18BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 84 2-4=(0) 0 BC: 2x4 KDDF k18BTR SPACED 24.0' O.C. 2-3=(-72) 45 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+OL( 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' -811 31V 0/ OH 1.50' 0.05 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20NS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'ICOND. 2: Design checked for net(-5 oaf) uplift at 24 'oc spacing.) 6.00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.021' @ -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 = -0,001' @ 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), el load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 o �� o �� 0 M-3x4 RECEIVED OCT 8 2015 CITY OF TIGARD BUILDING DIVISION y y y 1-08 1-00 IP90V.DE FULL BEARINO;,itu_44_,41 F� ,0PRGle. JOB NAME : POLYGON PLAN 5-D NH - P1 �� INe si Scale: 1.0020 �� 5 O� WARNINGS: GENERAL NOTES,unless otherwise noted: �� v 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 for an Individual 72 S P E Truss: P1 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 responsibidty of the buikang designer. ,/1111" , 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.n.and at 10'e.c,respectively unless braced throughout their length ' '46.1111111r DES. BY: LJ is the responsibility of the erector.Additional permanent bracing ofy g � by „....#`411P.--, Q continuous sheathing such as plywood sheathing(TC)and/or drywa8 C). 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 at bracing end 4.Installation of truss Is the responsibility of the respective contractor. '3! OREGON 4,/ SEQ. : 60513 53 fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, L 'I �� `� design loads be applied to any component. and are for"dry condition"of use. <O Alk TRANS 1 4 2� "C- TRAN S I D: 407 540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �� fabrication,handling,shipment and Installation of components. necessary. 414 n �4 7.Design assumes adequate drainage is provided. t. A 6.This design is furnished subject to the inflations set forth by 8.Plates shall be located on both laces of truss,and placed so their center III I 111011 III Ili 1 1111 II III IIIITPI/WTCA in BCSI,copies of which wll be furnished upon request. lines cowith joint center Ones. 9.Digits indicate size of plate In Inches. MiTek USA,InC./CompuTfus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MITA) EXPIRES:12/3172015 ' n o ,.