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Plans (55) 57 (C- - (X t6 i l(..)-: ,Ce S(,L1 72--71--4.—s ` 7 , pX CONFORMS TO DESIGN CONCEPT LOEFORMS TO SF51GN CONCEPT WITH i( CONFORMS TO DESIGN CONCEPT REYISlDNS NO(ED NON-CONFORMING REVISE.RESUBMIT ' OA f aa< 0 CONFORMS TO DESIGN CONCEPT WITH .1:::,I G "1,.,:` i ,, o REVISIONS AS SHOWN fF.m F.F..R. . .._ F i.� NON CONFORMIP G REVISE AND RESUBMIT By Alexia Fukui Das 9/22/14 FCB 18 2015 THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE M I I.B R A N H T ARCHITECTS I—[J WITH THE DESIGN CONCEPT ONO At NOT:RELIEVE THE -- FABRICATOR/VENDOR OF RESPONSIB. . A CONFORMANCE WIT'THE CR1 g DESIGN D-. ASS w.•SPECIFICATIONS ALL OF AAI HAVE PRIORITY -- ---- _ - r cm a,-, w aS�. �` OVER TH.'7,OP`; ,IND. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. EhY,.,n ,".0,4.,.rL .,,14,• �,.:F'yV�. Sy: T.... Date:September 19,2014 L - • . - 4G INC; _,___ CJ 111 i. CJ1 r. VII Er CJ2 I{ 1111 r CJ3 14C, . CJ5 .. v 8: 2 v CJ8 1 a ,i---/ u CJS CJ8 r\ / CJ$ CJs_ h._ CJIL I ono CJ E141114 r.- 4' WTI ir 4CJ . _ X a \ 210:12CJ8 Cr 8:12 i \ CJB CJ5 CJ13..CJ / rk 10:1. 115 (3) CJtzJ► 2 E 3 CJ18 _ 1 ?. X21ish �1(� ..•..,............. ., . J . ... _r...R . . S- 1s ' � m r_ 2g521A1 -I GARAGE RIGHT 1r- I- 11-i 1r2' .©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 PROJECT TITLE: REVISION-1: DRAWINGS FORSALL FURTHER PLAN 5-D COFFER INFORMATION.BUILDING DESIGNER/ENGINEER N RECORD Paella" �� erPLAN: DRAWN BY.'JP REVISION-2: RESPONSIBLE FOR ALL ON-TRuss TO TRUSS CONNECTIONS.BUILDING 5 / D-D CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEDELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TOCOOF ALL 7'lY 1 1 ;,yT (},�yj L j�(` DESIGNS PRIOR CONSTRUCTION. I R V 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. A. ig 1 CONFORMS TO DESIGN CONCEPT r CONFORMS TO DESIGN CONCEPT DE/,c,cgrms TO oGN CONCEPT WITH i III CONFORMS TO DEIGN CONCEPT WITH 0 NO-CONFORM1NG-REV5E&REIT SUBMi ..,...i REVISIONS AS SHOWN CUIFIAMWEV-i, 404)" El NON-CONFORMING-REVISE AND RESUBMIT .....,.....--- Bv Alexia Fukui Da, 9/22/14 I THIS SHOP DRAWING HAS KEN REVIEWED FOR GENERAL CONFORMANCE MILBRANDT ARCHITECTS 1 WITH THE DESIGN CONCEPT ONLY AND ODES NOT RELIEVE THE ' a-- CNI FABRICATORiVENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE eN —, DESTOtilAWIV-AND SPECIFF.'OHS ALL OF WHICH HAVE PRIORITY ‘..,h CO CO OVER 111,3 SHOP-JRAMINO. ACTOR SHALL VERIFY ALL DIMENSIONS, 00 CO CO '-: Id• aton Date:September 19,2014 \ . . ,... . EER/ G INC I I / r , i , Al . . CJ1 . 1 1 l CJ1 r ' i INNIIIIIMIM,/MIMI I CJ2 r# A FCJ reir 2C . . rAl . IF , r. CJ3C • EN,...i 1• CAC ale CJ6 , e, ! : ' Fr 0 CJ5 - • --..- 0 CJ6C __ c..., . 6:12 , a . CJ8 CJ9 i vs- , - CJ10 . AIIIII CJ10 . . . . 111111 CJ11 2 ....-• CNI Ce) CO i -e. — = x .cr CJ9 ®- (..), C.), ...M. CJ9 4a- c..v • 0 x cr, 0 0 i• Ci • .. \ 10.li ._ CJ7 — • • CJ6 10 12 _ . . 6:12 CJ1 (5) , . . \ .• \ , . . 191111 CJ13 CJ15 (3) to:17 • • \ ; 1 _ CJ14 _._., HU _ CJ16 1HGUS26- 1 1D:1 .......... Fri,„.., , r HGUS26-2 CJ17 17 ...- , . , 01 II 10712 . A1 11;114,, • - 1.• yAlid!!1 . 1:. . .. 14 , 1 P I __ ASJ1 .NJ 14106,6 12 / . z 111 t•/ I F.1.. vri. <81\./ •a--- •—s .0- , s.-- • -11 1/2' . I \ A I / .usa:. vrAb. . .__—_ U Co, CV ''• "..) —Na —J --a GARAGE LEFT OD CO CO M '• 19'-81/2' 1 IV-71/2" " .. 1V-8" BERING WALL 40'-O 0 Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NVV 03/31/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL .. PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 5-D COFFER INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD pact/ um er RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5 / D-D CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRUSS COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. L MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2, Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at alt 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). N.,li f .o. rDPROPe' ANY Wryl C.p ^ G1 ' H r . ' � . `+ ; i4242 <:",/,/, <U 4 .t,t0�. A. €D 10/1‘11/ ° 5EXPIRES t 1E111111111 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/D0F/Cq=1,00 IC: 2x4 KDDF #1&BTR 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 #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4068) 864 9-10=(-1382) 6446 9- 4=(-4418) 994 WEBS: 2x4 KDDF STAND 3- 4=(-2906) 618 10-11=(-2326) 10538 4.10=( -552) 2538 LOADING 4- 5=(-6996) 1538 11.12=(-2326) 10538 10- 5=(-4306) 998 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=(-9246) 2080 12.13=(-1910) 8634 11- 5=( -718) 3206 BC LATERAL SUPPORT <= 12"OC. UON, TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 2'- 0.0" V 6- 7=(-4800) 1090 13- 8=(•1054) 4800 5.12=(-2114) 342 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 2'- 0.0" TO 9'- 7.5" V 7- 8=(-6686) 1490 12-2-16=)-4612) 2824 1824 TC UNIF LL( 50.0)+DL( 14.0)= 64,0 PLF 9'- 7.5" TO 11'- 7.5" V NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 11'- 7,5' V ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 7'- 0.0" TO 11'- 4.5" V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) TC CONC LL( 16,7)+DL( 4.7)= 21.3 LBS @ 2'- 0.0" 0'- 0.0" -682/ 3075V -34/ 41H 5,50" 4.92 KDDF ( 625) OVERHANGS: 12.0" 0.0" TC CONC LL( 16.7)+DL( 4.7)= 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 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR IUPSF 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 rows) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY 5" oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS, MAX HORIZ. LL DEFL = -0.015" @ 11'- 2.0" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.033" @ 11'- 2.0' 1-11-11 7-08-02 1-11-11 NOTE:Design assumes moisture content does T T 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 121.30# 1 21.30# system and components and cladding criteria. 12 . . 12 10,00 V 10,00 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=1.6, Truss designed for wind loads M-4x6 M-5x8 in the plane of the truss only. M- ---2411144111#/ 3X84XthM3XBN 10 11 12 13 - 8x8 M-3x8 M-3x8 M-5x6 M-7x8 y ,1 y ), 3584# , 1, 1-09-14 2-00-13 1-11-01 1-11-01 2-00-13 1-09-14 y y 1-00 11-07-08 ,<,,,N'tp PRDp�c , JOB NAME : POLYGON PLAN 5-D NH - AH1 Scale: 0,4231 �`� n� WARNINGS: GENERAL NOTES,unless otherwise noted: ,f ' n rr�� ��c-�t- v IP 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 =9u 4 0(�E r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AI-11 Incorporation of component is theresponsibilty of the building designer. 444/ 2.2o4 compression web 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 y o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,-,..'41111.. (, DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ �� �� �� �f, 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. Ix `4r SEQ. : 6051299 fastens s are complete and at no time shouts any loads greater than 5.Design assumes trusses are to be used In anon corrosive environment, �� design loads be applied to any component. end are for"dry condition"of use. �.0 9: 1 4 - TRAN S I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beatingo at all supports shown.Shim or wedge It necessary. MTR R"+�,... fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 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 11311111111111111111 TPINVTCA in BCSI,copies of which will be furnished upon request. git coincideIntwith joint center che. } 9.Digitssndsize of tplate In inches. C p 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 1101 IIIIII1 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 KODF #1&BTR SPACED 24.0" 0.C. 2.3=(-64) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL '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 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" T T 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,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. 0 O N M/`- ":1- 0 `-7O 0 0010111/01111111M11 4 11101.: M-3x4 I I I 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3J pR 8-11,t0 Ore JOB NAME : POLYGON PLAN 5-D NH - AJ1 Sale, 0.6772 ,.�,'`' ��� i\i 66/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4:' 'rrrr���� �pp -V 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual _- 0 r-. Truss: AJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the 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.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 cured where s shown 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++ /C� ' 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. '}X . OREGON >s ^V S E Q. : 6051300 fastenem are complete and at no time should any bads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, G 'cy design loads be applied to any component. and are for"dry condition"of use, / " 0- - TRANS I D: 407540 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if d 1 4 ��. fabrication,handling, Design asscessary. P R 1 L.l shipment and Installation of components. 7,Design assumes adequate drainage is provided. 4"• 6.This design is furnished subject to the Hmltations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II VIII VIII IIII VIII I III III IIII IIII TPINYfCA In BCSI,copies of which will be furnished upon request. Digit ci idicat with joint aIn Ache. 9.Digits indicate of plate in Inches. p 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:12131/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 72 2-40(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"0C. 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 SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 322V -44/ 132H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) 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 [COND. 2: Design checked for net(-5 psi') uplift at 24 "oc spacing.( REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 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" 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. 01 c:" Wind: 140 mph, h=20.9ft, TCDL=4,2,BCDL=6,0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), CO 0 load duration factor=l.6, Truss designed for wind loads co in the plane of the truss only. c-/- EAMIIIIIMI oo'- 4► -/ M-3x4 * y ), y 1-00 2-00 1-11-11 [PROVIDE FULL BEARING:Jts:2,4,3I 0ktO PR Ore JOB NAME : POLYGON PLAN 5-D NH - AJ2Scale: 0.6371 WARNINGS: GENERAL NOTES,unless otherwise noted: �a � / 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 `k' ;92,.`S PE 1- and Warnings before construction commences, building component.Applicability of design parameters and proper Truss: AJ 2Incorporation of component Is the responsibrlty of the building designee ,0 2.2x4 compression web bradng must be Installed where shown+. 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2•o.c.and at 10'o.c.respectively unless braced throughcut their len th byr�rr, DES. BY: LJ s 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 bradng required where shown++ �L OREGON �C 4.No load should be applied to any component until alter all bradng and 4.Installation of truss Is the responsibility of the respective contractor. a, ^W SEQ. : 6051301 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. •% ;11..!/' 1 4 TRANS I�: 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. irli b`i tit„ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 'Ii R L 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII VIII III[III TPINJTCA In SCSI,copies of which will be furnished upon request. Digit coinddeIntwith jointcenterinr 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 11E1111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF H1&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=(-138) 101 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 313V -63/ 178H 5.50' 0.50 KDDF ( 625) 1'- 9.2" -55/ 142V 0/ OH 5.50' 0.23 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 8.7° -99/ 146V 0/ OH 1.50' 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net1-5 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 = -0.002' @ -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" -i 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" 12 `' MAX HORIZ. LL DEFL = -0.001" @ 5'- 7.9" 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 windfarce-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), o load duration factor=l.6, N Truss designed for wind loads o in the plane of the truss only. co PIAMIIIIM o r..--- 1 4►M M-3x4 y y y )- 1-00 2-00 3-08-11 'PROVIDE FULL BEARING;Jts:2,4.3f Scale: 0.5270 X50 PRQF619 j7 JOB NAME : POLYGON PLAN 5-D NH - AJ3 INE ! CI' `%511r WARNINGS: GENERAL NOTES,unless otherwise noted: mak✓ -7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual .921*P Truss: AJ 3 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 tap 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 �" A/% ' DATE: 9/5/2014 responsibilitybuilding designer. 2x Impact suerl bracing a as plywood required quredhwgre sheathing(TC) C). the overall structure is the res onsiblil of the 3.2x Impact bdd in or lateral brad/ re aired where shown++ CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ""57 OREGON 1.1/ 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 noncorrosive environment, i' 'v/d N1''' i(," design loads be applied to any component. and are for"dry condition"of use. ,�q -7}:, ('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 Q 14 0"fabrication,handling, necessary. / P R{` y ng,shipment end installation of components. 7,Design assumes adequate drainage is provided. PRO"' 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 11E1 II II IIII VIII VIII I III VIII IIII III TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincidedicatwith joint center 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-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0,C. 2-3=(-64) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1,50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL MAXBC PANELLL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" T T MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 10.00(/ 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, ho2Oft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /111119- 111 load duration factor=1.6, Truss designed for wind loads rn in the plane of the truss only. 0 0 0NM• /- Oo▪� 1, y 1, 1-00 2-00 'PROVIDE FULL BEARING:Jts:2,4,3' c,0 PRO ar s JOB NAME : POLYGON PLAN 5-D NH - ASJ1 Scale: 0,6772 �cl•, o WARNINGS: GENERAL NOTES,unless otherwise noted: 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 4t' . 4 P E. 1- T r u s s: ASJ1 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 #u�r": DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c,respectively unless braced throughout their len th by + r�mw . ^" po ty P g continuous sheathing such as plywood sheathing(TC)end/or drywell�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 b, �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. b, W SEQ. : 6051304 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �_S design loads be applied to any component. and are far"dry condition"of use. �:O 1 4 .i' TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility Srothe 6•Design assumes full bearing at all supports shown.Shim or wedge if q h(^�t `��� necessary. `✓f�`"bni�"' fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. +'1 f-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 IIIIII VIII VIII VIII VIII I III VIII'III'IIITPI WTCA In BCS',copies of which will be furnished upon request. lines cdicae with jointcenterIinches. lines. 9.Digitsin indicate ofplateo 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 • 11111111111111 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 #1&BTR 19-11-08 GIRDER SUPPORTING 43-09-00 FROM 0-00-00 TO 14-11-08 1- 2=(•4208) 990 1.12=( -700) 3012 12- 2=( -652) 2762 17- 8=(-2250) 562 BC: 2x6 KODF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3012) 732 12.13=(-1126) 4566 12- 3=(-1854) 526 18- 8=(-1012) 4520 WEBS: 2x4 KDDF STAND; 3- 4=(-4726) 1198 13.14=( -674) 2628 3.13=( -126) 758 8-19=(•3356) 864 2x6 KDDF #2 A LOADING 4- 5=( -996) 4070 14-15=( -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 0= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)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 0= 12'OC, UON. TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0" TO 15'- 11.5" V 7. 8=(-4484) 1176 17.18=(-1390) 5802 15- 5=( -740) 282 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 15'- 11.5" TO 19'- 11.5" V 8- 9=(-3932) 1020 18-19=(-1390) 5802 15- 6=(-8356) 2104 BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 19'- 11.5" V 9.10=(-5328) 1322 19.10=( -908) 3932 16- 6=( -128) 754 NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 0'- 0.0" TO 14'- 11.5" V 10-11=( 0) 72 6-17=( -678) 2882 ALL FLAT TOP CHORD AREAS NOT SHEATHED 17- 7=( -714) 3176 TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" IC CONE LL( 100.0)+DL( 28.0)= 128.0 LBS @ 15'- 11.5" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" ADDL: BC CONC LL+DL= 3584.0 LBS @ 13'- 11.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -912/ 3929V -83/ 74H 5.50" 6.29 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 7.3" -2972/ 11613V 0/ OH 3.50' 7.82 KDDF (1485) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 11.5" -934/ 3796V 0/ OH 5.50" 6.07 KDDF M,M2OHS,M18HS,M16 = MiTek MT series ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ( 2 ) complete trusses required. QQND. 2: Design checked for net(-5 psfl uplift 2n together 2 ply with qux. d. DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. p ift 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, **HANGER BY OTHERS TO APPLY MAX LL DEFL = -0.032" @ 4'- 6" Allowed = 0.400" 5" oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.062" @ 4'• 6' Allowed = 0.533° 9" oc in 1 rows) throughout 2x4 webs, MAX LL DEFL = 0.036" @ 14'- .5" Allowed = 0.537" 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 T T T T f 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 12 T 4128# ' f ' f f 1128# f NOTE:Design assumes moisture content does 12 ♦ 12 not exceed 19% at time of manufacture. 10.00 V 10,00 V N 10.00 Design conforms to main windfarce-resisting M-4x6 M-4x6 system and components and cladding criteria. 7 M-8x8 c Wind: 140 mph, h=20,9ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, N. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x6 M-5x16 Truss designed for wind loads M-5x11 M-3x4 M-5x12 M-1.5x3 in the plane of the truss only. 3 4 5.40A".ir I 11Na 1--AA M �� M IIII'fti __ _ o ® - - J1 \.Mw E Sc 1� 12 13 14 15 16 v 17 18 19 1 0 M-5x8 M-4x6 M-3x6 M-1.5x3 M-7x8 M-4x8 M-3x6 M-5x10 0 y J' J, > M-8x14,, , , �J,584# , 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 J" y y y 8-04-08 0-05-08 11-01-08 1-00 y y y (PROVIDE FULL BEARING:Jts:1,15.101 19-11-08 1-00 JOB NAME : POLYGON PLAN 5-D NH - BH1 vs ?�QFssi Scale: 0.2765 �� ```115// WARNINGS: GENERAL NOTES,unless otherwise noted: 4 "+ * -7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4:- R 92 S S P E I-- Truss: BH1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, Incorporation at component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by App. DATE: 9/5/2014 responsibilitybuilding designer. continuous sheathing such as plywood required sheathing(TC)shown and/or drywo(Bc). w"� the overall structure is the of the 3.2x Impact bridging or lateral bracing where shown++ M CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON /,� SEQ. : 6051305 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, "G .f \fl ��w design loads be applied to any component. and are for"dry condition"of use. t. /a 9),- 14 Q TRANS I D: 407540 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment end Installation of components. Design assessary. A R R}f 7.Design assumes adequate drainage is provided. `1,/ PRO - 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 I IIIIII IIII(IIII(IIII(IIII I III(IIII IIII IIIIIPI/1/1/TCA in BCS(,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. 10. 9 MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1 1311201 3 1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #I&BTR SPACED 24.0" O.C. 2.3=1-67) 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 SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -52/ 294V -23/ 81H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -73/ 68V 0/ OH 1.50" 0.11 KDDF ( 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,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 Doff 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" MAX BC PANEL TL DEFL = 0.003" @ 1'- 7.7" Allowed = 0,206" 12 MAX BC PANEL TL DEFL = -0.005" @ 1'- 12.0" Allowed = 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. Ij Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, Ch (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=1.6, o Truss designed for wind loads CD in the plane of the truss only. cu co V o� 1� _4 M-3x4 i y y 1-00 4-00 'PROVIDE FULL BEARING:Jts:2,3,41 c0 PRQ e ' JOB NAME : POLYGON PLAN 5-D NH - BJ1 Scale: 0,6882 �. �_ll�`+77((�� rn�c� WARNINGS: GENERAL NOTES,unless otherwise noted: �4,, ` • 5/� Uf 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown end Is for an Individual '92 4 0 P E l- and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: BJ 1 Incorporation of component is the responsibility of the building designer. r�... 2.204 compression web bracing must be installed where shown+- 2,Design assumes the top and bottom chords to be laterally braced at rM: 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,�R,, DES. BY: LJ s the responsib lily 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++ O�r,-u , SEQ. : 6051306 4.No load should be appNed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. >h W 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, t' �„{_ design loads be applied to any component. and are for"dry condition"of use. �Q 9 r 1 4 T' TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If q, fabrication,handling,shipment end installation of components. ne sign assumescessary. ` R R I L-' P 7.Plates adequate ne face is p a. 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 IIIIII I II VIII VIII VIII I III VIII IIII IIIITPINVTCA In BCSI,copies of which will be furnished upon request. git coincide with joint In lines. 9.Digitssindicate nncdtsize off plateo Innnese s. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) EXPIRES:12/31/2015 11E111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&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=(-95) 77 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -35/ 332V -44/ 132H 5.50" 0.53 KDDF ( 625) 3'- 9.2" 0/ 49V 0/ OH 5,50" 0.08 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 106V 0/ OH 1,50" 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 °oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-11 MAX TC PANEL LL DEFL = 0.042" @ 2'- 5.3" Allowed = 0.305" MAX TC PANEL TL DEFL = 0.039" @ 2'- 5.3" Allowed = 0.458" MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.9" 12 -/ MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 10.00/ 1 NOTE:Design assumes moisture content does not exceed 19's at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. co0 c%0 CO NI" o� 4 10." 1 -/ M-3x4 1-00 4-00 [PROVIDE FULL BEARING:Jts_2,4,3I JOB NAME : POLYGON PLAN 5-D NH - BJ2 26', S61 PRQ,r Ss Scale: 0.5824 c'7/5/1 �{' WARNINGS: GENERAL NOTES,unless otherwise noted: r� 7' "A 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. 72.'f�oE �,,,, Truss: BJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 40400,,,t0:„ `r 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'o.c.and at 10'o.c.respectively unless braced throughout their length by 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. 3.2x Impact bridging or lateral bracing required where shown++ 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 ,OREGON. A.SEQ. : 60513 07 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, G A design loads be applied to any component and are for"dry condition"of use. //h '7 1 4 r�{ „i. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if .0 „tzC fabrication,handling,shipment and installation of components. necessary. "'Fi RIG. !' 7.Design assumes adequate drainage is provided. b 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 1111111111111111111 TPINYTCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenternche. 9.Digits indicate size of plate in inches. MITek USA,lnc./CornpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDOF #1&BTR SPACED 24.0" O.C. 2-3=(-205) 171 3.4=( -58) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+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 SQ.IN. (SPECIES) 0'- 0.0" -161 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) = CompuTrus, Inc 3'- 9.2" 0/ 42V 0/ OH 5.50' 0.07 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.9" -30/ 48V 0/ OH 1.50" 0.08 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP )COND. 2: Design checked for net(-5 psf) uplift at 24 "9c 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 = 0.009" @ 1'- 10.0' Allowed = 0.286" ') MAX TC PANEL Ti DEFL = -0.008" @ 1'- 11.4" Allowed = 0.428" 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 8.2" 10.00 V 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. 1.I o Wind: 140 mph, h=21.6ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, w (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 09 ' 111111111111111111111111 o,_ -/ o ►t 5►t M-3x4 y J, 1-00 4-00 1-08-15 (PROVIDE FULL BEARING:Jts:2"5.3"41 �k=-0 P R Q'e s JOB NAME; POLYGON PLAN 5-D NH - BJ3 Scale: 0.5270 � % �l 'v WARNINGS: G. hRAe NOTES,unless upon the noted: CC' v 7u 0 i bE 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 ✓![� r G. and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: BJ 3 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibiNty of the building designee 1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ..r w 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�rr "" 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++ �REr'rvN <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. -1270 �{� SEQ. : 6051308 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� a?;1_ design loads be applied to any component. end are for"dry full bearing of use. Q 1',' i t�', TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �{ necessary. 111 " \-.\..' fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. +l rl 4- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 11111111111111111111 TPINJfCA In BCS(,copies of which will furnished upon request. Digit coincidewith joint tecenterin lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./Com 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 11E111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF /t1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-48) 41 1.3=(0) 0 BC: 2x4 KDDF R18BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC, UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -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,CI8,CN18 (or no prefix) = CompuTrus, Inc 1'- 11.7" -39/ 51V 0/ OH 1.50" 0.08 625)KDDF M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) ( LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 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 TC PANEL TL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.196" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 1-11-11 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. -/ Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 12 load duration factor=1.6, 10.00 V 01Truss designed for wind loads ' in the plane of the truss only, r rn 0 0 0 N ('lam O of- 1'� 3�' -1 M-3x4 y y 2-00 PROVIDE FULL BEARING;Jts:1,3,21 JOB NAME : POLYGON PLAN 5-D NH - BSJ1 Scale: Q.7703 ��,;, > D pN `�s, WARNINGS: GENERAL NOTES,unless otherwise noted: !'92$r /� 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual . , •I�r7 E 1- TrussTruss: : 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+. Incorporation of component is the responsibility of the budding designer. 3.Additional temporary bracing to Insure stabiFty 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 � ' the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 P h 9 3.2x Impact bridging or lateral bracing required where shown++ * CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor, OREGON SEQ. : 6051310 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, $. I" O �.. design loads be applied to any component. and are for"dry condition'of use. //v 4 Q TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility far the 6.Design assumes full bearing at all supports shown.Shim or wedge if '/ 14 �NT fabrication,handling,shipment end installation of components. Design assumes adequate drainage Is provided. 1'"PRI y 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 IIIIII II II IIIA VIII VIII VIII VIII IIII III) TPINYTCA 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-19e8(MiTek) EXPIRES.12/31/2015 11111111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 79 2-10=( -983) 3050 3-10=(-298) 299 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(•3345) 1280 10.11=( -749) 2567 10- 4=(-182) 615 WEBS: 2x4 KDDF STAND 3- 4=(-3184) 1317 11.12=( -413) 1876 4-11=(-746) 536 LOADING 4- 5=(-2473) 1183 12-13=( -791) 2399 11- 5=(-406) 1050 TC LATERAL SUPPORT <= 12"OC. VON. 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 BRG REQUIRED BRG AREA M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.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/ 2028V 0/ OH 5.50" 3.24 KDDF ( 625) 1COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.016" @ -1'• 6.8" Allowed = 0.208" MAX LL DEFL = 0.206" @ 25'- 11,9" Allowed = 2.154" MAX TL CREEP DEFL = •0.397" @ 18'- 0.0" Allowed = 2.872" MAX LL DEFL = 0.017" @ 45'• 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.016" @ 45'- 6.8" Allowed = 0.208" MAX HORIZ. LL DEFL = 0.085" @ 43'- 6.5" 21-11-15 22-00-01 MAX HORIZ. TL DEFL = 0.139" @ 43'- 6.5' 1' '1 '' NOTE:Design assumes moisture content does 7-04 7-01 7-06-15 7-06-15 7-01 7-04-02 not exceed 1st at time of manufacture. T T Design conforms to main windfsrce-resisting 12 M-4x6 12 system and components and cladding criteria. 6.00 1.---- 4 s.00 5 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .. load duration factor=1.6, M-5X8(S) !` M-5x8(5) Truss designed for wind loads in the plane of the truss only. 0"25" 0.25" M-1.5x31(\ M-1"5x3 3 N /\IV/4P .M o 1/ 10 1 }2 13 o wm 0 M-3x8 M-3x4 d"25" 0.25 M-3x4 M-3x8 \ o M-5x8(S) M-5x8(S) y ), y 1, J, y 9-00-11 8-11-05 7-11-14 8-11-05 9-00-13 y ), y y 1-0612 44-00 1-06-12 �' 0PROp�-+$' JOB NAME : POLYGON PLAN 5-D NH - Cl Scale: 0.1506 ., INE `�% r I'll 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 ' 7PE > r- and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: C 1incorporation of component is the responsibility of the building designer. 2.204 compression web must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.end at 10'o.c.respectively unless braced throughout their Length by err DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). it 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� �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. v 1} ^V SEQ. : 6051311 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, k 2 �,.` design loads be applied to any component. and are for"dry condition"of use. 'f�j "r 1 4 T- TRAN S 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 !A��r necessary. 1 ` `�tf}4‘", fabrication,handling,shipment and 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 faces of truss,and placed so their center 111111111111111111 TPI WTCA in BCSI,copies of which will be furnished upon request. git cindicae with jointinches.9.Digitssindicate size of tplate in Ines. q 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:.12/31/201.5 11111111 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 If1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2- 9=1-1042) 3021 3- 9=(-298) 299 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3324) 1271 9-10=( -809) 2538 9- 4=(-182) 616 WEBS: 2x4 KDDF STAND; 3- 4=1-3164) 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 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3108) 1368 11- 6=(•721) 526 BC LATERAL SUPPORT <= 12"0C. 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) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 43'- 9.0" -274/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series JT 8: Heel to plate corner = 2.50" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.l 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 T f f 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. T T T T T T T Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 I/ Q 6.00 load duration tactor=l.6, 4.0" Truss designed for wind loads 5 '6' in the plane of the truss only. M-5x8(S) 0.25" M-5x8(S) 0.25" +. M-1.5x3 M-1.5x3 /\11 mM-3x8 v ,p, 0 o 9 IM-3x8 M-3x4 X0.25" 0.25) Co 0 ' M-3x4 f 12 **6 o M-5x8(S) M-5x8(S) y y 9-00-11 8-11-05 7-11-14 8-11-05 8-09-13 y 1-06-12 43-09 JOB NAME : POLYGON PLAN 5-D NH - C3 Scale: 0.1506 � tP� cs,� , 5/1 WARNINGS: GENERAL NOTES,unless otherwise noted: !!l���rrrr���� i- 7 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 F S tcfE Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2,4 compression web bredng must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stablity during construction 2.Design assumes the top and bottom chords to be laterally braced at f DES. BY: LJ2'o.c,and at 10'o.c.respectively unless braced throughout their length by 1tI is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as gg 0,- DATE: 9/5/2014 responsibilitybuilding g Impactbridging plywood drywall(BC). 11! C• the overall structure is the res onsibili of the designer. 3.2x bdd In or lateral bracingrequired where shown++ '� C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsiblity of the respective contractor. "Q' ` OREGON W': S E loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,G. design loads be applied to any component, and are for"dry condition"of use. / 2.0 «��` TRANS I D: 407540 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 i 4 �b, nfabrication,handling,shipment and Installation of components. esessary. '^•R A)+ , 7.Designlaesassumesadequateoneothi faces eis optruss,a. L 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII I III VIII III IIII TPIM7TCA in BCSI,copies of which will be furnished upon request, Digit coincidentwith joint ate In inches.9.Digits Indicate size of plate In Inches. n 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:12/31/201'.5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-13.(-1956) 5870 3.13=( -154) 354 2x6 ODE #1&BTR 72, T3 2- 3=(-6766) 2286 13-14=(-3060) 8274 13- 4=( -486) 1888 BC: 2x6 IMF #1&BTR 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=1 -92) 754 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 4- 6=(-5996) 2126 16.12=(-1910) 5602 14- 7=( -486) 380 TC LATERAL SUPPORT <= 12°OC. UON. 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"0C. 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 CONC LL( 416.7)+Dl( 116.7)= 533.3 LBS @ 10'- 0.0" 10.11=(-6614) 2318 16.11=( -190) 392 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'- 0.0" 1l-12=(-6548) 2250 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN, (SPECIES) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -1150/ 3765V -104/ 113H 5.50" 6.02 ODE ( 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 seriesJoin 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" oc in 2 rows) throughout 2x6 bottom chords, MAX LL DEFL = 0.269' @ 22'- 0.0" Allowed = 2.142" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.532" @ 22'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.078" @ 43'- 3,5° MAX HORIZ. TL DEFL = 0.127" @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 9-11-11 24-00-10 9-08-11 Truss designed for wind loads in the plane of the truss only. 5-01-03 4-04 0-06 08 5-08-15 6-03-06 6-03-06 5-08-15 0-06-08 4-04 4-10-03 T T f533.30# T f f 633.30# T T 12 12 6.00 V M-7x8(S) 4 6.00 M-5x6M-3x5 M-5x6 M 6x5 7 0 "25" 8 I. 19 y T3. M-1"5x3 M-1.5x3 \/\/ M M-3x8 0 o / 13 141' 'r ii 16 *12 a o M-3x8 M-3x8 0.25" 0.25' M-3x8 8 M-7x8(S) M-7x8(S) y 1, ), ), 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 - CH161, c .F� pRaF� Scale: 0.1499 t'� WARNINGS: GENERAL NOTES,unless otherwise noted: . �� c 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual ' 9200PE E 1'� Truss: Cuurl1 and Warnings before construction commences, building component.Applicability of design parameters and proper Incorporation of component is therespunsIMlity of the building designer. 2.204 compression web bracing must be installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by r�rr DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1/,�,� LiC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON W SEQ. : 6051313 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, i.e... '`7,q IS \ik & design loads be applied to any component. and are for"dry condition"of use. 4 1 4 P' `y t 4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.and assumes full beating at all supports shown.Shim or wedge If [3 fabrication,handling,shipment and Installation of components. necessary. 'R R t V P mP 7.Design assumes adequate drainage is provided. 4, +l!-1 1�`" 6.This design is furnished subject to the!Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 11 11 111111111110 IIIVIIIVIII II IIID IIII IIIITPIANTCA in BCSI,copies of which will be furnished upon request linesDigits coIndicatdicat e withsize jof ointplate centerin OInnes. ches. MiTek USA,InC./CornpuTru3 Software 7.6.6(1 L)-E 1 5. 0.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1346) 2900 3.13=( -97) 178 2x6 KDDF #1&BTR 72, T3 SPACED 24.0" O.C. 2- 3=(-3372) 1652 13-14=(-1691) 3901 13- 4=( -331) 1025 BC: 2x6 KDDF k1&BTR 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 6.14.1 -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 <= t2"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(•4061) 1945 7.15=( -276) 155 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(•4043) 1898 15- 8=( •18) 418 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 BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M•1.5x4 or equal at non-structural 0'- 0.0" -404/ 2034V -104/ 114H 5.50" 3.25 KDDF ( 625) vertical members (uon). 43'- 9.0" -337/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.293" @ 22'- 0.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.510" @ 22'• 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = -0.082" @ 43'• 3.5" MAX HORIZ. TL DEFL = 0.122" @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 13-03-11 17-04-10 13-00-11 Truss designed for wind loads ( 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 T T T T T T T 12 5 9 12 6.00 p M-7x8(5) 6.00 M-5x6 M 3x5 `M-4x6 6 7 ,I,0.25".25" M Bx5 r M-1.5x3 M-1.5x3 + + 1 1/4/13:. ,- M-3x8 0 m. 13 14 4' 4' (5 16 *42 d' o /M-3x8 M-3x8 0.25" 0.25' M-3x8 o M-7x8(S) M-7x8(S) y 1, > y i, 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 '<‘" t� ;N �`j.,��6S Scale: 0.1499 ( 5// / (' WARNINGS: GENERAL NOTES,unless otherwise noted: r�ry t-7C-' -y{ �+u 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 T 92 0•I'-E Truss: CI 12 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 Assivr, *WOW 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 +� DATE: 9/5/2014 responsibilitybuilding g continuous sheathing such as plywoodquired sheathing(TC)and/or drywal913C). Q'� the overall structure is the of the designer. 3.2x Impact bridging or lateral bracing required where shown++ t 4.No load should be applied to any component until after all bracing and 4.InstaIlation of truss is the responsibility of the respective contractor. OREGON ^*J SEQ. : 6051314 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, a '% �� design loads be applied to any component. and are for"dry condition"of use, /� '7}" 1 4 1Q 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. '`f . 4R}�l 6.This design is furnished subject to the IlMtatians set forth by7.Design assumes adequate drainage is provided. - 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII VIII I III IIII IIII IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coindde with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.13=(-1067) 2889 3.13=(-152) 199 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3317) 1286 13-14=( -914) 2657 13- 4=( -33) 359 WEBS: 2x4 KDDF STAND; 3- 4=(-3114) 1250 14-15=( -700) 2439 4-14=(-524) 357 2x4 OF 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 TC 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 SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -321/ 2034V -182/ 191H 5.50" 3,25 KDDF ( 625) 43'- 9.0' -251/ 1837V 0/ OH 5.50" 2,94 KDOF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,) JT 12: Heel to plate corner = 2.25" VERMAXTLLAL DEFL =DEFLECTION002 " @@IT-1 L- 8!040 Allowed80 = 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 T f system and components and cladding criteria. 5-02-03 0-04-08 5-04-05 5-05-11 5-04-06 ,( ') f'( T TT T T '( Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 5-07-06 5-05-115-04-05 0-04 08 5-02.03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ff load duration factor=l.6, 12 12 Truss designed for wind loads 6.00 M-4x6 M-3x8 • M-4x6 "7:J6.00 in the plane of the truss only. M-5x6(5) • 7 M-5X6(S) 0.25" 0.25" M-1,5x3 4 -1.5x3 1f$1.1-1.5x3 M / M 3x10 0 .i / 13 14 'r 15 (6 17 *12 Clo M-3x8 M-3x4 0.25" M-1.5x3 0.25' M-3x4 O M-5x8(S) M-5x8(S) y y J, )' y y y y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-01-03 y 1-08 43-09 WEDGE REQUIRED AT HEEL(S). D PR 0pt JOB NAME : POLYGON PLAN 5-D NH - CH3 Scale: 0,1483 .1 5 4- WARNINGS: GENERAL NOTES,unless otherwise noted: :'''';<(' • tiZt:516:/(21:- 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 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CH 3 Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design the and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction o D sig end at 1 assumes o.c.top and unless braced throughout their length by '� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/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 f, 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Ix `*•F e complete and at no time should an loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L \ fasteners ar m Y SEQ . . 6051315 pc� design loads be applied to any component. and are for"dry condition"of use. © 14.. 'T- ty 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. R R`i V- V P P 7.Plates assumes adequate ne dthlfac a is trus,provided. �'I 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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPINJTCA in SCSI,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,FOR-1988(MiTek) EXPIRES:12/31/2015 • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1262) 2926 3-14=(-151) 184 BC: 2x4 KDDF H1&BTR 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"OC. 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2248) 1390 18-12=(-1346) 2848 16- 7=( 0) 274 TOTAL LOAD = 42.0 PSF 7. 9=(-2248) 1390 7-17=(-463) 298 8- 9=( 0) 0 9-17=(-357) 819 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (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 LOAO AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 84 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -444/ 2038V -198/ 198H 5.50" 3.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 44'- 0.0" -444/ 2038V 0/ OH 5.50' 3.26 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 1COND. 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 = 0.254" @ 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' 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 ' noexceign assumes moisture content does nott exceed 19� at time of manufacture. f f f f T f f f f f 12 6 8 12 Design conforms to main windforce-resisting 6.00 D D 6.00 M-3x8 system and components and cladding criteria. M-4x6 M-4x6 7 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6 S load duration factor=1.6, ( ) M-5X6(5) Truss designed for wind loads 0.25" 0.25" in the plane of the truss only. +le\ ,. M-1.5x3 M 1,5x3 1 T 41111111111111114441111%1114114\ r /M 3x8 M 3x4 1 .25" 16 0.25)7 18 - 3 o M-1.5x3 M-3x4 M-3x8 8 M-5x8(S) M-5x8(S) y ; 1, y y y y ), y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-04-03 ,, , 1-08 44-00 1-08 JOB NAME: POLYGON PLAN 5-D NH - CH4 Sale: 0 1623 �� 1~n IN 6',`9'o WARNINGS: GENERAL NOTES,unless otherwise noted: kc -/ • r ��r , 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 - 7"92`0 P E 17- Truss: CH4 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. ,,r" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: 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 rr DATE: 9/5/2014 responsibilitybuilding designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). the overall structure Is the res onsibill of the 3.2x Impact bridging or lateral bracing where shown++ CC 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON1.14 SEQ. : 6051316fa.teners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, 12.,("r 4, \t. As. design loads be applied to any component. and are for"dry condition"of use. / I .0 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 6 14 fabrication,handling,shipment and Installation of components. Designesa � y f { 7. latesassumesadequatene othi aess otrus,provided. bt. 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 IIIIII II II IIII VIII VIII VIII VIII 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-198e(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0" 0.C. 2.3=(-71) 97 TC LATERAL SUPPORT <= 12"0C. UON. 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 BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -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 'GOND, 2: Design checked for net(-5 osf) 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 IC 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° 1' ' 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. -v Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, Truss designed for wind loads 10.00 V 1o V' in the plane of the truss only. P 0 M/- o� ►Z�4 1 M-3x4 J, y y 1-00 'PROVIDE FULL BEARING:Jts:2,3.41 6-00 )OP JOB NAME : POLYGON PLAN 5-D NH - CJ1 Bale: 0.6954 ��'<cNO��s'2 <4,.c . 11,/17` ' WARNINGS: GENERAL NOTES,unless otherwise noted: l; (]"�'`�P S"` �+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual J Truss: CJ 1 and Warnings before construction commences. buildingratico mpof nent. coAppeoatbltheof design parameters m the baand dln ropedesigner. 2.204xcompression web bracing must be installed where shown+, Incorpo2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'a.c,and at 10'o.c.respectively unless braced throughout their length by �„r+�'rAR H 04 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(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++ SEQ 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. 3! A_OREGON 40 A. SE Q. : 6051317 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, -�Jd �� design loads be applied to any component and are for"dry condition"of use. �Q -7 k 1{,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 ��11,�, !1 necessary. '✓/ "ri r'f`1 1,, V fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. ++ll!-5 4- 6.This design is furnished subject to the Nnitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 111111111111111111411 TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center che. 9.Digitssndsize of plate in Inches. ry MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-13t1,ESR-1988(MiTek) EXPIRES'12/31/2015 IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 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=(-60) 58 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 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,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 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" 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" T T 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/ 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. 0 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, no (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads cu in the plane of the truss only. 0ATAIIIMIIIMIIMIIIMIIMIIMIli o 11111.- ►14 M-3x4 y y y 1-00 'PROVIDE FULL BEARING:Jts:2,3,41 6-00 vi\tJOB NAME : POLYGON PLAN 5-D NH - CJ2 � o PR o s1s, Scale: 0.67045/17` 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 and Is for an Individual 4 . v!�72 0.tg` rTruss: CJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper /I 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. '„�'' ,+# 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length� by 1rr DATE: 9/5/2014 responsibilitybuilding designer. continuous sheathing such as plywood required sheathing(TC)and/or drywail(BC). T CC the overall structure is the of the 3.2x Impact bridging or lateral bracing where shown++ • 1r 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6051318fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, 1 24 y ON � �� design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If d 1 4, fabrication,handling,shipment and installation of components. ney S- 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 I IIIIII II II VIII VIII VIII I III VIII SII IIIITPIM?CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center 9.Digits Indicate size of plate in inches. Cp MITBk USA,Inc./CompuTrus Software 7.8.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES)RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(-49) 63 3.5=( 0) 76 BC: 2x4 KDDF Al&BTR SPACED 24.0' O.C. 2.3=(-118) 14 5-6=(-30) 95 3-6=(-99) 31 WEBS: 2x4 KDDF STAND; 3-4=) -17) 31 2x4 DF STAND A LOADING LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG 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 KDDF ( 625) OVERHANGS: 12.0" 0.0' LL = 25 PSF Ground Snow (Pg) 2'- 3.6" -125/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) 6'- 0.0' 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series �COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacinO.f 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 MAX TLCREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" '1' f MAX LL DEFL = -0.001" @ 2'- 5.5" Allowed = 0.159" MAX TC PANEL LL DEFL = 0,003" @ 0'- 11.5' Allowed = 0,081" 12 MAX BC PANEL TL DEFL = -0.003' @ 1'- 9.5" Allowed = 0.116" 10.00 V MAX BC PANEL TL DEFL = -0.006' @ 3'- 9.0" Allowed = 0.140" MAX HORIZ. LL OEFL = 0.001' @ 5'- 3,3" -/ MAX HORIZ. TL DEFL = 0.001" @ 5'- 3.3" fr NOTE:Design assumes moisture content does not exceed 19% at time of manufacture, system andfcoms no tsin dicladdingrcriterig system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, Truss designed for wind loads 6 -/ in the plane of the truss only. VM-1.5x3o/- 0 W/(2) M-2.5X4 TYP. - 2.75 12 y )' ) 2-05-08 2-09-13 0-08-11 I I I I 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2,4,6I p`c0 PRQp`ss JOB NAME : POLYGON PLAN 5-D NH - CJ2C Scale: 0.5669 \� )NE �4 WARNINGS: GENERAL NOTES,unless otherwise noted: �� T-.92 1111 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4t' PE 1' Truss: CJ 2C and Warnings before construction commences. building component.Applicability of design parameters end proper .,.✓ ' Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /r rr 41000 DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous 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++ OREGON `V 4.No load should be appbed to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. tx `Y SEQ. : 6051319 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 29\ �/4 design loads be applied to any component. and are for"dry condition"of use. Q 1 4 ty TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it ,{I `�(*�r�t c1 ' necessary. "T7 FI 1i ,,.V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. j-'1 t•5 L 6.This design Is furnished subject to the limitations set forth by H.Plates shall be located on both faces of truss,and placed so their center IIIIII IIID(IIII VIII VIII I III VIII IIII IIIITPINYTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint in Ines. 9.Dieis nde size of plateto(Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 1111111111 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 616BTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 ODE N16BTR SPACED 24.0° 0.C. 2-3=(-82) 76 TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -29/ 335V -40/ 122H 5,50" 0.54 ODE ( 625) 3'- 6.1" -127/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 55V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0,0" Allowed = 0.133" MAX 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" 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 -/ MAX HORIZ. TL DEFL = 0.000' @ 3'- 6.1" NOTE:Design assumes moisture content does 0, not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, D Truss designed for wind loads in the plane of the truss only. c%) c7 v 0 o� ►� 0.0014 -v M-3x4 ), 1- y 1-00 'PROVIDE FULL BEARING:Jts:2,3,41 6-00 Scale: 0.5917 `�� . .s7/5//r O PR5/1Q fits JOB NAME : POLYGON PLAN 5-D NH - CJ3 � INS s, WARNINGS: GENERAL NOTES,unless otherwise noted: 4✓ !�rrff 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 w 7.,o*P Truss: CJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper �!/F 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additlonel temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ..i�p DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by jp. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,„...°,411.P , 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 end 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON. 44/ SEQ. : 6051320 fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L .t (, design loads be applied to any component. end are for"dry condition"of use. / •7) r�Q\ TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 'O 1 4 �h, fabrication,handling,shipment and installation of components. nesessary. M^'/4811..\,. 6.This design is furnished subject to the!irritations set forth 7.Design assumes b el adequate onne bothtdrainage isotruss,provided. I1111 1I II 11111 X11111111 I IIS II I��II 1111 e 1 by 8 Plates shall be located faces of and placed so their center TPI/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. 10. n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201€J IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-52) 89 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-171) 21 5-7=(-69) 114 5-3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -24) 34 3-7=(-127) 76 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"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 SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' 0'• 0.0" -41/ 343V -40/ 122H 5.50" 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.1' -100/ 69V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 92V 0/ OH 5.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 pat) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.005" @ 2'- 3.8" Allowed = 0.199" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" MAX 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" T f 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. 10.4x6m Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads t,4,00 - in the plane of the truss only. N rMAPRw o IMIMMIIIIIIM o M-1.5x3 ,- ►t 6 0 0 M-3x4 M 3x4 M-3x4 I I I 2-03-12 3-08-04 I I I I 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,4,71 ,90 PROP6- JOB NAME : POLYGON PLAN 5-D NH - CJ3C Sol Scale: 0.4986 \� 'R 'O WARNINGS: GENERAL NOTES,unless otherwise noted: .p/5/iP 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 =✓ i r E Truss: CJ 3C and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,mow 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 " - AMP. po tY 9 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++ OREGON J,, 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. ^V SEQ. : 6051321 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' -°1�.R TRANS I D: 407540 \A'• A. design loads be applied to any component. and are for"dry condition"of use. Q 1 4 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If A �Q fabrication,handling,shipment and Installation of components. necessary.s47�'yy p Iy V P P 7.Design assumes adequate drainage is provided. r'1 r'1 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 Il VIII 1111111111111 IIIVIIIVIII II I'll II IlliTPIANfCA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines. Di 9.Digits indicate size of platete inches. nches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Web EXPIRES:12/31/2015 IIIIIIAll 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 #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=(-109) 95 IC LATERAL SUPPORT <= 12"OC. EON. 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 KDOF ( 625) 4'- 8.4" -118/ 148V 0/ OH 1.50" 0.24 KDOF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX 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" 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 �) 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, r- (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. •4- co co r/- c 0 c, PE:E04 M-3x4 y y y 1-00 6-00 !PROVIDE FULL BEARING;Jts:2,3,41 t. JOB NAME : POLYGON PLAN 5-D NH - CJ4 Scala: 0.5377 ��, PN o,� WARNINGS: GENERAL NOTES,unless otherwise noted: ,A51 /5r �Cf{ -7 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and Is for an individual 4 I92 S*1���E C- Truss: CJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designee Aire, 3Additional temporary bracing to insure stability during construction 2.Design assumes the tap end bottom chords to be laterally braced et is" 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 1" N� DATE: 9/5/2014 responsibilitybuilding designer. continuous sheathing such as plywood sheathing(TC)shown and/or drywall(BC). l the overall structure Is the res nsibili of the 3.2x Impact bridging or lateral bracing required where shown++ �• I� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'VY OREGON ((/ S E Q loads greater than 5.Design assumes trusses are to be used in a non-corrosive L orrosive environment, .�y9, \fX A design loads be applied to any component. and are for"dry condition"of use. `V -7'.•^ 14 (, 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.Design M '1 R`` 7. latesassumes atedadequate drainage is truss,a `' b 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,end placed so their center I IIIIII VIII VIII VIII VIII I III VIII IIII IIIITPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center hes. 9.Digits indicate size of plate in inches. MiTek USA,IDC./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 rJ IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=( -93) 129 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.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 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 BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -30/ 375V -53/ 153H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 8.5" -85/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" -1l 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. 'GOND. 2: Design checked for net(-5 Psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 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 MAX HORIZ. LL DEFL = -0.007" @ 5'- 7.5" 1' 1 MAX HORIZ. TL DEFL = 0.007" @ 5'- 7.5" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 V 0 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, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads T in the plane of the truss only. co it 4 IA8 m -/ o� _-u M-3x4 o M-1.5x3 �� 6 0 0 M-3x4 M-3x4 y y y 2-03-12 3-08-04 y y y 1-00 2-05-08 6-00 3-06-08 )PROVIDE FULL BEARING:Jts:2.4,7I �.`,�" ° PR QF�rss JOB NAME : POLYGON PLAN 5-D NH - CJ 4C Scale: 0.4610 � '115/JI-� ' "0 WARNINGS: GENERAL NOTES,unlessupon otherwise noted: 'ft.. a �(�t �-" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is nor an Individual �+ and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CJ 4 V Incorporation of component is the responsibility of the building designer. 2.204 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at ✓� , 3.Additional temporary bracing to insure stabikty during construction DES. BY: LJ is the responsibility 2'o.c.end at 10'o.c.respectively unless braced throughout their length by ly 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 appked to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 A_OREGON�c � TRANS I D: 407540 40 SEQ. : 6051323 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosiveL 4,'13'. environment, d ' design loads be applied to any component. and are for"dry condition"of use. / '(4 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 V A h '7 . } necessary. 4i 1..�, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. r'l1� 5.- 6.This design is furnished subject to the knitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII I III VIII IIII IIIITPI WTCA In BCSI,copies of which will be furnished upon request. lines coincide with jointae in Ines. 9.Digits indicatesize ofplateo Inness. 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 IIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-40(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-137) 115 TC LATERAL SUPPORT <= 12"OC. UON, LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 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, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. v 0 L;) C') r/- v CD .A- CD M-3x4 1 ,/ 1 1-00 6-00 (PROVIDE FULL BEARING:Jts:2.4,3) JOB NAME : POLYGON PLAN 5-D NH - CJ5 ��' � ,�rv�� 6s, Scale: 0.4821 '115/fr '� WARNINGS: GENERAL NOTES,unless otherwise noted: Q 7C-' '�r 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 .g t P E Truss: CJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper 111,00, 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibigty of the building designer. ;,,/''� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the fop and bottom chords to be laterally bracedtheir at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout length by . N the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d ` ," DATE: 9/5/2014 responsibilitybuilding designer. Impactbridging p 9 q 9(r s ywan�ec>. CC the overall structure is the res onsibill of the 3.2x bdd in or lateral bracing required where shown++ 4.No load should be appged to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 4•OREGON ICI shouldSEQ. : 6051324f.steners are complete and at no time any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. 't2 �A` A. design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if /6 14 cvP fabrication,handling,shipment and installation of components. Designnecessary. �R V` i 7. latesassumes adequate drainage is truss, 4.4 6.This design Is furnished subject to the gMtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIII I II I IIII)II II IIIII I III IIII IIII IIIITPI/WTCA in BCSl,copies of which will be furnished upon request. lines coincide with joint center Nnes 9.Digits Indicate size of plate In Inches. 10. MiTek USA,lnc./CompuTfus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131/201.5 1110E IIIIII 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 H18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-150) 175 6-5=( 0) 18 BC: 2x4 KDDF H18BTR SPACED 24.0" O.C. 2-3=(-257) 55 5.7=(-195) 224 5-3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -87) 66 3-7=(-249) 216 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0° 0.0" 0'- 0.0" -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 psP) 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" '' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design j0 systemconforms ln lra 12 andcomponentsandcladdingcriteri . 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 -4- 111611111.- 11111111111111111.- A17 . c...r �i M-3x4 o M-1.5x3 10124 o 1.024 6 0 M-3x4 M-3x4 J, ) ) 2-03-12 3-08-04 > i' y 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2.7,4( � ;0 PRQFF JOB NAME : POLYGON PLAN 5-D NH - CJ5C Sala: D.4046 �� r (N f0 WARNINGS: GENERAL NOTES,unless otherwise noted: 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 4' ((rs's 0 P E ('R and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CJ 5CIncorporation of component is the responsibility of the building designer. 2.2x4 compression web bredng must be installed where shown+. 2-Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their length by r�rA . - DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (',_- DATE" 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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. ih ^V 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, L� �7 \ A. design loads be applied to any component. and are for"dry condition"of use. Q 1 4 tK 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 !1 fabrication,handling,shipment and installation of components. necessary. 'K7 'ts ti`t "' V P P 7.Designlaesassumes adequateatedon otdrainage is Psa !-\ 1.- 6.This design is furnished subject to the!irritations set forth by 6.Plates shall be located both faces of truss,and placed so their center 1111114111111111111111111 TPIANTCA in SCSI,copies of which will be furnished upon request. Digit cdicawith joint anr lines. 9.Digits indicate size of plate in inches. c+ MiTek USA,Inc./COrf1 UTfus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 • 11111 IIIIII 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 N16BTR LOAD DURATION INCREASE = 1.15 1-2c( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-217) 192 3-4=(-115) 66 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF DL ON BOTTOM CHORD = 10,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -79/ 216H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11,2' -242/ 398V 0/ OH 1.50" 0.51 KDDF ( 625) M,M2OHS,MIBHS,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 1OPSF 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 = 0.074" @ 2'- 9.2" Allowed = 0.481" /10. MAX TC 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' 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=22.2ft, 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`rTruss designed for wind loads min the plane of the truss only. Mr/- Cc.0 y y y y 1-00 6-00 1-02 'PROVIDE FULL BEARING:Jts:2,5,3,41 JOB NAME : POLYGON PLAN 5-D N H - CJ6 'Ip Ppl N ,cs'f Scale: 0.4578 ` {� 5// {* WARNINGS: GENERAL NOTES,unless otherwise noted: rr�� 7rr' �1-,,. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual > 'P E Truss: CJ 6 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2z4 compression web bredng must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at DES. BY: LJ s the res nsibil' of the erector.Additional 2'o.c.and et 10'o.c.respectively unless braced throughout their length by r ..7 po dy permanent bracing of 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. 3.2z Impact bridging or lateral bracing required where shown++ rz- J,� " 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '1' OREGON. 1% W SEQ. : 6051326 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, i . Aq \ design loads be applied to any component. and are for"dry condition"of use. © }' 14 6- ^y- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing u all supports shown.Shim or wedge if �` Q fabrication,handling,shipment and installation of components. necessary, `✓/�.` H tT 7.Design assumes adequate drainage is provided. {� I1:„ 6.This design is furnished subject to the hnitatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111110.VTPI WTCA in SCSI,copies of which will furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size offplate in inches. «� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1985(MiTek) EXPIRES:12/31/2015 11 IIIIIII 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-7=(-114) 160 7.6=( 0) 18 BC: 2x4 KDDF #16BTR 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"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 IN O C LOCATIONS REACTIONS REATINS SIZE SO. . SPECIES) OVERHANGS: 12.0" 0.0" ( LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -29/ 387V -80/ 217H 5.50" 0,62 KDDF ( 625) Connector plate prefix designators: 5'- 7.5" -16/ 131V 0/ OH 5.50' 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -147/ 230V 0/ OH 1.50" 0.29 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND 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 osf) uplift at 24 "oc soacing.1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0,003" @ -1'- 0.0" Allowed = 0.133" MAX 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 1. MAX HORIZ. TL DEFL = 0.009" @ 5'- 7.5" -/ NOTE:Design assumes moisture content does not exceed 19k at time of manufacture. 0 Design conforms to main windforce-resisting system and components and cladding criteria. 01 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 12 U, 10.00 V M-4x6 1111111111b.- e, M-3x4Alm_ o ✓ ��i�m M-3x4 8 = N 7 M-1.5x3 -/o O 0 M-3x4 y y y 2-03-12 3-08-04 y ). y )' 1-00 y 2-05-08 4 08 09 , , 6-00 1-02-01 PROVIDE FULL BEARING:Jts:2.8,4.51 JOB NAME : POLYGON PLAN 5-D NH - CJ6C 5�� PR Scale: • 0,3413 w ‘‘'.7/5///7y ��� WARNINGS: GENERAL NOTES,unless otherwise noted: { . .C�5 r 11.- 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 0 f Truss: CJ6C end 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. ,r ' 3.Additional temporary bracing to insure stebilty during construction 2.Design assumes the top and bottom chords to be laterally braced et 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggt�h by 46101018. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). M 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 as bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4"OREGON "V SEQ. : 6051327 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �/ ''1I .0�� design loads be applied to any component. and are for"dry condition"of use. © 1 4 - t�`, " 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, Design as. 'R R I i `� shipment and installation of components. 7.Design assumes adequate drainage is provided. +'f b 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I I II IIII VIII VIII 01 VIII IIII III TPI WTCA in SCSI,copies of which will be furnished upon request. git coincide with joint acenter che. 9.Digits Indicate size of plate In inches. MITBk USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 111111 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 #1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 72 2-5=(0) 0 BC: 2x4 WOOF N18.BTR SPACED 24.0" O.C. 2-3=(-266) 237 3.4=( -90) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BUG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -93/ 2498 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 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -226/ 355V 0/ OH 1.50" 0.45 KDDF ( 625) M,M2OHS,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 1OPSF 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 = 0.118" @ 2'- 11.7" Allowed = 0.481" j0 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 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting jsystem and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. N. CO r/- V 0� 51.---z-,4 -/ 0 M-3x4 y J, y y 1-00 6-00 2-04-07 'PROVIDE FULL BEARING:Jts:2,5,3,4i JOB NAME : POLYGON PLAN 5-D NH - CJ7 Scale: 0.4129 �� " tm 9 5 // ' WARNINGS: GENERAL NOTES,unless otherwise noted: `V 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual T 92t/IC1C[.. Truss: CJ 7 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. ",;d'° iire''''r 3.Additional temporary bracing to Insure stadGty during construction 2.Design assumes the top and bottom chords to be laterally braced at r�I�a. DES. BY: LJ 2'o.c.and at 10'o.c,respectively unless braced throughout their length by lwpanr Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). MP°" CC : 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. 'V OREGON to SEQ. : 6051328 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, Lim it \ A, design loads be applied to any component. and are for"dry condition"of use. A -7)' 1 4 2,0 b:k" TRANS I D: 407540 5.CompuT us has no control over and assumes no responsibility for the S Design assumes full beating at all supports shown.Shim or wedge if V 61 fabrication,handling, necessary. '17/4 n l�t y shipment and Installation of components. 7,Design assumes adequate drainage is provided. c» rt t. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (VIII II I VIII VIII VIII IIII IIII IIII TPINViCA In BCSI,copies of which will be furnished upon request. git coincide with joint aIn che. 9.Digits indicate size of plate In inches. MiTek USA,InC./CORIpuTrua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIII1 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 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-7=(-115) 164 7.6=( 0) 18 BC: 2x4 KDDF k1&BTR SPACED 24,0" 0,C. 2-3=(-235) 82 6-8=(-149) 211 6-3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=(-216) 173 3-8=(-234) 166 LOADING 4.5=( -68) 31 IC LATERAL SUPPORT <= 12"0C. 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 8RG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES) OVERHANGS: 12.0" 0.0" ( 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,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. B'- 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 spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 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" I I NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. i Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: (40 AllmHei hts),7Enclosed,4Cat.2, Esp.9 ASCE MWFRS)Dir), 10.00 V load duration factor=1.6, Tr: inuss thedplaneed offor thetruss wind loads u; M-4x6 co r Allii _ v �� 8 7M-3x" ' M-1.5x3 o M-3x4 M-3x4 y y y 2-03-12 3-08-04 J, ), y y 1-00,, 2-05-08 5-10-1 1 6-00 2-04-07 'PROVIDE FULL BEARING:Jts:2.8,4,5) n. 0PROr. JOB NAME : POLYGON PLAN 5-D NH - CJ7C Scale: 0.3027 �5 ! (" WARNINGS: GENERAL NOTES,unless otherwise noted: •- " 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 r E Truss: CJ7C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'continuous and at 10'o.o respectively unless braced throughout their le th by rel" DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalBC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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�b, izi SEQ. : 6051329 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, / ,9 j Q design loads be applied to any component. and are for"dry yja bearing gf use. Q. 1 4 TRANS I D: 407540 S CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beating at all supports shown.Shim or wedge if pp`� V� shipment and installation of components. necessary. fabrication,handling, ''''/ F0110.-. ''/ fy 1`S P 7.Design assumes adequate drainage is provided. +l L- 8.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 111111111111111111 TPIM TCA In BCSI,copies of which will be furnished upon request. it coincide with joint aIn nche. 9.Digits Indicate size of plate in inches. �7 n MITekUSA,InC./CompuTrusSoftw9B+7.5,6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.9° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-319) 286 3-4=(-102) 45 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. VON. 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 BOG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.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 IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TO PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" 0 MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" r 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/ system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, °� Truss designed for wind loads in the plane of the truss only. v 0 co m r.,--- O f- 0.6=-.41 -f CI M-3x4 1' ,J b 1-00 6-00 3-06-14 (PROVIDE FULL BEARING;Jts:2,5,3,4i pc..0 PR OFA` JOB NAME : POLYGON PLAN 5-D NH - CJ8 Scale: 0.3715 ``�. IN, s"/O WARNINGS: GENERAL NOTES,unless otherwise noted: 4t' =.f�rr7G�� /!'1"r7 Et- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 0 0r r Truss: CJ8 and Warnings before construction commences. building component.Applicability of design parameters end proper w 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ;+•e - 3.Additional temporary bracing to Insure steMSty during construction 2.Design assumes the top end bottom chords to be tateratty 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 ! Po ty P 9 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++ ,r,r,. N /�� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. •1' `V SEQ. : 6051330 fastenem 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/ 'if \� �C" design loads be applied to any component. and are far"dry condition"of use. ,0 -r 1 4 2. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibdily for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ` �y fabrication,handling,shipment and installation of components. necessary. �""RF11:3\-1/2v015 t�� {J 7.Designlatesassumesadequateon edth faess otrus,provided. C 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 IIIIII VIII VIII I VIII 1111(III III)III TPINJTCA in BCS(copies of which will be furnished upon request. Digit coincide withzjoint centernche. 9.Digits indicate size of plate In inches. MiTek USA,IGC./CO r puTrua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES;12/31/2015 I. III 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-374) 304 3-4=(-142) 57 TC LATERAL SUPPORT <= 12"OC, UON, LOADING 4-5=( -56) 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 BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SG.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 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 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" /0.00 MAX TC PANEL TL DEFL = -0.072' @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.006" @ 9'- 11.2' MAX HORIZ. TL DEFL = -0.006" @ 9'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v load duration factor=1.6, o Truss designed for wind loads o) in the plane of the truss only. co .- y * * 1-00 6-00 4-09-04 'PROVIDE FULL BEARING;Jts:2,6.3.4' 0. R Ore JOB NAME : POLYGON PLAN 5-D NH - CJ9 ss 5� � PN t.,, li7 Scale: 0.3424 x7jr j/ 1- WARNINGS: GENERAL NOTES,unless otherwise noted: �' •e-'u7i�'rs 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 T7 r Truss: CJ 9 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 responsiNlity of the building designer. / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chorda to be laterally braced et .any . DES. BY: LJ N the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rim) + "' Po tY P 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 bradng required where shown++ • OREGON /, 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ^V SEQ. : 6051331 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, G/ Al C N. TRANS I D: 407540 design loads be eppRed to any component.mand are for"dry condition'g use. Q y 1 4 \,4 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if r` (1 fabrication,handling, Design asscessary. 'r''SF?R I L V shipment and installation of components. 7.Design assumes adequate drainage Is provided. +•:r'T rl 6.This design is furnished subject to the IMtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPI/WTCA In BCSI,copies of which will be furnished upon request. Digit coincidentwith joint acenter lines. . 9.Digits indicate size of plate in Inches. C 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 IIIIII I VIII This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" 0.C. 2.3=(-411) 381 3.4=(-192) 140 TC LATERAL SUPPORT <= 12°0C. UON. LOADING 4.5=( -55) 29 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 356H 5.50" 0,60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CempuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5.50" 0,11 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 380V 0/ OH 1.50" 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" 1371 194V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.7" -30/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 it 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" 0MAX HORIZ. TL DEFL = -0.007" @ 11'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, rn (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), o load duration factor=1.6, "d' Truss designed for wind loads o in the plane of the truss only. o ; ti o 6._1 -/ o M-3x4 y )' ; y 1-00 6-00 5-11-11 'PROVIDE FULL BEARING:Jts:2,6,3.4,51 0 PROpe Scale: 0.3221 � JOB NAME : POLYGON PLAN 5-D NH - CJ10 5� \ ,�N�44';5i� WARNINGS: GENERAL NOTES,unless otherwise noted: t aru l,F7 t- "�-^ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual f_G and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CJ 10incorporation of component is the responsibility of the building designer. AOPX,,,,0 2.204 compression web bredng must be Installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at r � 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by ,,w r�imR; 8,4110 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 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 1)" 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, !� '7 1 13 design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407540 5.CempuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if A x2 fabrication,handling,shipment end Installation of components. necessary. '� R ty`t ly, P P 7.Design assumes adequate drainage is provided. +l rl b 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 IIIIII II II VIII VIII VIII I III VIII(III IIITPI WTCA in SCSI,copies of which will be furnished upon request. hogs coincide with joint center lines. Digits indicatesize of plate In Inness. MiTek USA,Inc./CempuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-454) 427 3-4=(-246) 188 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4.5=( -77) 55 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 BRG 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,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -262/ 373V 0/ OH 1.50" 0,48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -169/ 239V 0/ OH 1.50" 0.31 KDDF ( 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ;i 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 10.00 V system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), O load duration factor=1.6, Truss designed for wind loads a in the plane of the truss only. ,i M V RIMMIIIIIIIIIIIIMM o M-3x4 1, /, y y 1-00 6-00 7-01-10 (PROVIDE FULL BEARING:Jts:2,6,3,4,5I ° PRQF5- JOB NAME : POLYGON PLAN 5-D NH - CJ11 �� ` Scale: 0.2976 ti ''''7/5//r (N �� WARNINGS: GENERAL NOTES,unless otherwise noted: 14.7 . 's5// '"' 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 = /P E. tX Truss: CJ11 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 responslMNty of the building designee ✓ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,/a"a�rr - +� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON t'� 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. ' ^�.f SEQ. : 6051333 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4./y',', ,, Ou design loads be applied to any component. and are for"dry condition"of use. 'O 1 4 2- �" ' TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If t"1 necessary. 4./ PRIi 1 V fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. fl 1.. 6.This design is furnished subject to the NMtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II IIII VIII VIII III VIII IIII III 7PINvfCA In SCSI,copies of which will be furnished upon request. git coincidentwith joint ate In nche. 9.Digits indicate size of plate In inches. c+ MiTek USA,InC./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES;12/31/2015 1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3o(-336) 304 3-4=(-109) 56 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG 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,M2GHS,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 1OPSF 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" 0 MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.005" @ 9'- 11.0' MAX HORIZ. TL DEFL = -0.005" @ 9'• 11.0" NOTE:Design assumes moisture content does not exceed 1995 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), it Trussduration designedffor owind6loads in the plane of the truss only. co0 co co v PJAIIIIIMIIIIIIMIIM M-3x4 1-00 6-00 3-11-12 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : POLYGON PLAN 5-D NH - CJ 12 �.. , PROre. Scale: 0.3645 \ .r� WARNINGS: GENERAL NOTES,unless otherwise noted' .r rr "7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual =✓2®i r-E r Truss: CJ 12 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibilty of the building designer. r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be Laterally braced at 44 DES. BY: LJ is the res nsibiN of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by f r rr Po H P 9 continuous sheathing such as plywood sheathing(TC)and/or drywalBC). l t44- DATE: DATE: 9/5/2014 the overall structure Is the responsibility at the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �✓ 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. • SEQ. : 6051334 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, i. ,{� 1 4 Mt' i'`. design loads be applied to any component. and are far"dry condition'of use. V 2- TRAN S I D: 407540 a.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. tj'�R t` P P 7.Plates assumes adequate one d th face Is provided. L 6.This design Is furnished subject to the[Irritations set forth by 8.Plates shall be located both faces of truss,and placed so their center 1111111111111111111 TPINYTCA In SCSI,copies of which will be furnished upon request. git coincide with jointf center che. 9.Digitsso ncide size of platein 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 1111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTA SPACED 24.0' O.C. 2-3=(-249) 222 3-4=( -91) 37 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -88/ 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 10 PSF 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 = 0.095" @ 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. ( Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22,5ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co o load duration factor=l.6, o Truss designed for wind loads o in the plane of the truss only, n c) v c?/- 5=� -/ 0 M-3x4 , y y ), 1-00 6-00 1-11-10 (PROVIDE FULL BEARING;Jts:2,5,3,41 _to PRo)r " JOB NAME : POLYGON PLAN 5-D NH - CJ13 Scale: 0.4253 os t,�/OI N ss4o WARNINGS: GENERAL NOTES,unless otherwise noted: k. �.'r�'���fff "r'1 t- "�1,,,;. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual =9 t�G Truss: CJ 13 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 atr DES. BY LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by4011 • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(fC)and/or drywal C). ` .-. 14 DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Im act bridging or lateral bracing required where shown++ CC4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ORE'EON\ 1, , SEQ. : 6051335fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used In a corrosive environment, �7 �fq � x design loads be applied to any component. 5.CompuTrus has no control over end assumes no responsibility for the and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge If �' 14 2, �^•1ti- TRANS I D: 407540 fabrication,handling,shipment and Installation of components. necessary. / F R V`L 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 VIII II II II II VIII I III VIII VIII IIII IIII TPINYTCA in BCSI,copies of which will be furnished upon request. it coincide with joint tecenterIn lines. 9.Digits indicate size of plate In Inches. c� MITekUSA,InC./COfTIpulrusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) EXPIRES:12/31/2015 1111 'VIII' This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-137) 115 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON, LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG 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" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,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 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 IC PANEL LL DEFL = 0.160° @ 3'• 7.2" Allowed = 0.478" ,, MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8" Allowed = 0,718" -/ MAX HORIZ. LL DEFL = -0.002" @ 5'• 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 0 NOTE:Design assumes moisture content does 12 (� not exceed 19% at time of manufacture. 10.00/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads co in the plane of the truss only. 0 +x- c, a co cPAPTI a,/- r=te 4ts�� -V M-3x4 1, 1, 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,4,3' R 0 PROpr. JOB NAME : POLYGON PLAN 5-D NH - CJ 14 Scale: 0.4821 �o . '7/5//rIN `psi WARNINGS: GENERAL NOTES,unless otherwise noted: kr nn . . f�- +1-- Truss: •,,, 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 .; SPE Truss: CJ 14 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to bet laterally braced at ,.e is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length b`/ DES. BY: LJ rm�r!, Po ty P g continuous sheathing such as plywood here s and/orndrywall(C). CC DATE 9/5/2014 the overall be is theresponsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON `,� SE /� 4.No load should be applied to any component until alter alt bracing and 4.Installation of truss Is the responsibility of the respective contractor. "',px ^W S E Q. : 6051336 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G` \�` t. design loads be applied to any component. and are for"dry condition"of use. © /' 1 4 �' 1y^�- TRAN S I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing u all supports shown.Shim or wedge If necessary. /1 b t y e1. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R I ., 8.This design is furnished subject to the tinYtations set forth by 8.Plates shall be located on both faces of truss,end placed so their center .. IIIIII II II VIII'III IIID I III I III'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. MITekUSA,InC./COffIpUTrusSoftware 7.6.61L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 1111110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDOF #1&BTR SPACED 24.0" O.C. 2-3=(-133) 112 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" -32/ 398V -64/ 180H 5.50' 0.64 KDDF ( 625) 5'- 9.0" -108/ 165V 0/ OH 1,50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M1BHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Desian 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 = 0.141" @ 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 0not 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, 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 LO in the plane of the truss only. N O rn CO 7,- -4- 0 -/ O'er P.-4141�� M-3x4 ,1 y ), 1-00 6-00 'PROVIDE FULL BEARING;Jts:2"4,31 JOB NAME : POLYGON PLAN 5-D NH - CJ 15 Scale: Q.484Q cos 1PROF- ,<,.. ..0 rN o, ,.4 WARNINGS: GENERAL NOTES,unless otherwise noted: 4,r • J 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 =.7 21110PE r" Truss: CJ 15 and Warnings before construction commences. building component.Applicability of design parameters and proper y 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibmty of the building designer. ,r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at p DES. BY: LJ is the res nsiNli of the erector-Additional permanent bract of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / , �i� Po ty Pa ng continuous 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 applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON to SEQ. : 6051337 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-- ��i cab A., design loads be applied to any component. and are for"dry condition"of use. Q -i 1 c} 2. 4 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 "0 necessary. 44Z..ty RI L\ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r'i 6.This design Is furnished subject to the Nmitations set forth by B.Plates shall be located on both faces of truss,and placed so their center -.. IIIIII II I VIII VIII I III I II I II II'III TPIM/rCA in BCSI,copies of which will be furnished upon request. it coincide with joint acenter Ines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc/Com UTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES;12/31/2015 • 11E111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" 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 #18BTR SPACED 24.0" O.C. 2.3=(-89) 81 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 SQ.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/ 58V 0/ OH 5.50' 0,09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 inn uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' 3-10-15MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.082" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.109" 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 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.2" 10.001/ 1 HORIZ. TL DEFL = -0.001" @ 3'- 10.2" 1 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, to (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads c"" in the plane of the truss only. co v o 0 M-3x4 > y ), 1-00 [PROVIDE FULL BEARING:Jts:2,3"4I 6-00 apt; ) PROjes JOB NAME : POLYGON PLAN 5-D NH - CJ16 Scale: 0,5878 \4 r INS `9,/ 44CWARNINGS: GENERAL NOTES,unless otherwise noted: .115//lr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual o rn�7OC$40 P E r Truss: CJ 16 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. ,r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at � � ,.. DES. BY: LJ is the responsibilityof the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by l "err P r� 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++ OREGON /��� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �[✓. SEQ. : 6051338 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/ ,-, 14, Q\>h design loads be applied to any component. and are for"dry condition"of use. Z 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 t1 necessary. "R F 1f 1 V... fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. +'i 1"•4 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II VIII VIII VIII VIII VIII VIII III'III TPI/WTCA in SCSI,copies of which w 11 be furnished upon request. git indicate nd cat with joint ain inches.9.Digits coincide size of tplate ein tines. MiTek USA,Inc.ICompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E 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 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-137) 115 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" -341 402V -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0,12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6' -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,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 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 TC PANEL LL DEFL = 0.160" @ 3'- 7.2" Allowed = 0.478" 5-11-10 T MAX IC 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" r NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 u; M 7 o/- ►_ 4►/ y O M-3x4 J, 1, y 1-00 6-00 'PROVIDE FULL BEARING:Jts:2,4,3' 4 c;0 PR OPe, JOB NAME : POLYGON PLAN 5-D NH - CJ 17 Scale: 0.4821 ;Fp (NE `�!2) WARNINGS: GENERAL NOTES,unless otherwise noted: � IS/l 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CC' 7 924 SPE r- Truss: CJ 17 and Warnings before construction commences, building component.Applicability of design parameters and proper41011, 2.274 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 et DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c,respectively unless braced throughout their length by r+�r�rr F ur P continuous sheathing such as plywood sheathing(TC)end/or drywal C). 40 /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++ 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. `V SEQ. : 6051339 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. 'if,� Q 1)` A•" design loads be applied to any component. and are for"dry condition"of use. © ) 14 d 2. �" TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If cy fabrication,handling,shipment and installation of components. Design Iii . t� 1 V 7. necessary. Design assumes adequate drainage is provided. `- 1l L`'^ 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII IIII 11111E 11111 IIII TPINViCA in BCSI,copies of which will be furnished upon request. Digit coincide with joint ain Ines. " 9.Digits indicate size of plate in Inches. MiTek USA,IrIC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015. IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3,8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF A16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 84 2.4=(0) 0 BC: 2x4 KDDF N1$BTR SPACED 24.0" O.C. 2-3=(-69) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 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,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Desian checked for net(•5 osf) uplift at 24 "oc spacing.I 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 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -1'• 8,0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'• 8.0" Allowed = 0.222" MAX TC PANEL LL DEFL = 0.004' @ 1'- 5.5" Allowed = 0.204" MAX TC PANEL TL DEFL = 0.004" @ 1'- 4.3" Allowed = 0.307" MAX HORIZ. LL DEFL = -0.000" @ 3'• 3.0" 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=2Oft, 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, N Truss designed for wind loads in the plane of the truss only. NI- 111111111111111110 o/- 211111.--- 114�� M-3x4 1, J. y y 1-08 2-00 1-03-12 (PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : POLYGON PLAN 5-D NH - CSJ1 �,<(,. IN� u(S, Scale: 0.8191 ! ' WARNINGS: GENERAL NOTES,unless otherwise noted: u �� R 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 � 0 P Truss: CSJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper Incorporation of component Is the responsibility of the building designer. r ,r 2.2x4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced their len length by ✓1 DES. BY: LJ is the responsibility of the erector.Additional permanent bracingof )g " •" Po P continuous sheathing such as plywood s braced throughout and/or drywength . DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ O ETON /�� CC 4.No load should be appNed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'KJ SEQ. : 6051341 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, �� .74IA � design loads be applied to any component, and are for"dry condition"of use. ,� 14 2. "'�^' TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 0� fabrication,handling,shipment and Installation of components. necessary. ill A}ice\„ P P 7.Plates assumes adequate ne drainage is psa. r l f't 6.This design is furnished subject to the NMtations set forth by 8.Plates shall be located on both feces of truss,and placed so their center 1111111111111111111111 TPI/WTCA In BCSI,copies of which will be furnished upon request. git coincideIntwith joint ate in Ines. B.Digits size of plate in inches. f1 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 111111011 IIIIIIIIII 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 qt&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 84 2-4=(0) 0 BC: 2x4 KDDF lit&BTR SPACED 24.0" 0.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 BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -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,CI8,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 nsfl uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0,019" @ -1'- 8.0' Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1° Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072' MAX HORIZ. LL DEFL = -0.001" @ 6'- 7.0" 12 3 MAX HORIZ. TL DEFL = -0.001" @ 6'- 7.0" 6.00 G .. NOTE:Design assumes moisture content does ') not exceed 19% at time of manufacture, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co0 o) v cp 52111111111111 o� 2►I-I 41111 .81111 M-3x4 ; y ), y 1-08 2-00 4-07-12 (PROVIDE FULL BEARING:Jts:2,4,31 t,0 PROre JOB NAME : POLYGON PLAN 5-D NH - CSJ2Scale; 0.5840 <�� INS44, .0 WARNINGS: GENERAL NOTES,unless otherwise noted (A, / , CSJ2 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 '4' ®PE c Truss: CSJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper d 2.204 compression web bredng must be installed where shown+. Incorporation of component is the responsibility of the building designer. ;,r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bract of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rrr ' Po dY P ng continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n N DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing ng required where shown + l,� 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. q OREGON 10 SE Q. : 6051342 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, TRANS I D: 407540 L \� design loads be applied to any component. end are for"dry condition"of use. e 91" 1 4 2,0 �'" 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge If {� necessary.sign 04R10.- V fabrication,handling,shipment and 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 faces of truss,end placed so their center 111111111111111111110111 TPI/WTCA In BCS',copies of which will be furnished upon request. MITek USA,InC./COuTfus Software 7.6.61L-E 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(MITekj EXPI RES:12/31/2015 VIII II IIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 84 2.10=(•1663) 4302 10- 3=( -341) 1053 7-15=(-233) 532 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-4933) 1929 10-11=(-1542) 3951 3.11=( -803) 466 15- 8=(-245) 335 WEBS: 2x4 KDDF STAND; 3- 4=(-3524) 1351 11-12=(-1082) 3153 11- 4=( 0) 366 2x4 DF STAND A LOADING 4- 5=(-2875) 1233 12.13=) -838) 2581 4-12=( -703) 297 LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2533) 1289 13-14=( -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 BAG 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) 43'- 9.0" -274/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) JT 9: Heel to plate corner = 2.25" ICOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing.1 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" 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% at time of manufacture. 1. 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=24,7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 14( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), +� M-5x8(S) load duration factor=l,6, rcTruss designed for wind loads in the plane of the truss only. M-3x4 0"25" M-5x6(S) o� 0.25" M-1.5x3 M-3x5 M-3x10 co M-3x10 Lo _ o or' M-5x8 11 12 X14: 11 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2.15=(-2614) 8670 15- 3=1 -370) 1254 2x6 KDOF #1&BTR T2, T3 2- 3=)-10024) 3052 15.16=(-2336) 7040 15- 4=( -248) 1598 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -9298) 2850 16-17=(-3184) 8740 4.16=1 -394) 310 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7446) 2614 17-18=(-3194) 8672 16- 5=1 -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- 7=( -6642) 2370 19-20=(-3010) 8132 7.17=1 •444) 1282 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=( -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=1 -8444) 3242 18- 8=(-1376) 636 9-10=1 -8660) 3238 18- 9=( -616) 326 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0,0" 10.12=1 -5882) 2108 9-19=1 -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=1 0) 0 19-10=1 -182) 968 12-13=1 -6614) 2320 10.20=(-2810) 1316 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13-14=1 -6546) 2252 12-20=1 -498) 1858 OVERHANGS: 20.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20-13=1 -192) 394 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector late prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) C,nnecto CNI8 or no prefix) = Com uTrus, Inc 0'• 0.0" -1151/ 3765V -104/ 113H 5.50" 6.02 KDDF ( 625) ( P ( 2 ) complete trusses required. 43'- 9.0" -1096/ 3584V 0/ OH 5.50' 5.73 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series J� Join together 2 ply with 3"x.131 DIA GUN nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, �OQND. 2: Design checked for net(•5 5sf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, iL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.005' @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.300" @ 22'- 8.7" Allowed = 2.142" MAX TL CREEP DEFL = -0.594' @ 22'- 8.7" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.109" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.180" @ 43'• 3.5' 9-11-11 24-00-10 9-08-11 NOTE:Design assumes moisture content does T T T T not exceed 19% at time of manufacture. 3-02-03 0-06-11 2-03-08 5-11-03 0-06-11 4-10-02 T 1' 1' "( ' '(" "( T Design conforms to main windforce-resisting 2-07-0 3-07-09 4-02-13 6-02-11 5-04-08 4-03-14 system and components and cladding criteria. T T T TT f T T T TT T 9 10-08 9-07-08 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T '4533.30# 4533.30# T load duration factor=1.6, 12 M-3x4 M-7x8(S) 12 Truss designed for wind loads 6.00 M-4x85 6 M-3x5 B 0 V 25 M-x5 11 M-5x6 Q 6.00 in the plane of the truss only. 12 M-3x44 M-1.5x3 + 3 M-1.5x3 co M 3x10100°' �� M 3x8 c, oo I M-7x10 M-3x8 M-15 16 7x; 0.2mmill 59 M-20 3x8 *14 � **2X WEDGE M.-7x10 M-7x8(S) -. 0 2.75 W/(2) M-3X4 TVP. 2.75 12 12 ) > ) ) J. ) ) ) -05-01, 6-09-12 5-02-12 1, 2-00 9-02-04 9-00-08 9.00 04 y , 2-05-08 12-00-08 2-00 27-03 y 1-08 43-09 0 PRop JOB NAME : POLYGON PLAN 5-D NH - DH1 Scale: 0.1467 ! f WARNINGS: GENERAL NOTES,unless otherwise noted: �� .r /�p17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4t' o •`E r- Truss: DH1 and Warnings before construction commences. building component.Applicability of design parameters and proper AO", 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et � r. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �%, PAAlmr�' DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ a► CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'V OREGON `V 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, `/ A. rl r,\ "% design loads be applied to any component. end ere for"dry condition"of use. • ' 14 . "�-' 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,shipment and installation of components. necessary. ty �+ 7.Designlaesassumes atedadequatendrainage isprovided.truss,a. r'1 b 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 1111111111111111111111111111111111110.TPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Innches, r� ft MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1958(MiTek) EXPIRES:RES:12/ 1/201i55 - 1111111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-15=(-1943) 4359 15- 3=( -193) 596 2x6 KDDF #1&BTR 72, T3 SPACED 24.0" O.C. 2- 3=(-5055) 2323 15-16=(•1536) 3431 15- 4=( -422) 947 BC: 2x6 KDDF #1&BTR 3- 4=(-4703) 2253 16-17=(-1804) 4102 4.16.1 -367) 244 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-3503) 1741 17-18=(-1726) 4096 18- 5=( -445) 1192 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-19=(-1757) 4235 16- 7=(-1321) 632 TC LATERAL SUPPORT <= 12"OC. UON. 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- 8=( •297) 376 8- 9=(-3989) 1950 18- 8=( -633) 396 LL = 25 PSF Ground Snow (Pg) 9-10=(-4094) 1897 18- 9=( -318) 152 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-12=(-2734) 1406 9-19=) -258) 201 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 0 19-10=) -53) 491 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-3119) 1526 10.20=(-1364) 635 13.14=(-3258) 1577 12.20=( -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 SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -405/ 2034V -104/ 113H 5.50° 3.25 KDDF ( 625) 43'• 9.0" -337/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net(-5 paf) 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" T 13-03-11 17-04-10 13-00-11 NOTE:Design assumes moisture content does (3-02-03 3-05-12 2-03-08 5-11-03 �(3-05-12 4-10-02 not exceed 19% at time of manufacture. 2 07-04 f 3-07-09 f 1./' - 2 . 6-02-11 1- -05-027 f 4-03-14 - T Design conforms to main windforce-resisting system and components and cladding criteria. T T T f T T T T T T T T 9-10-08 9-07-OS Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 6 M-3x4 11 T T load duration ),factor=1.6rCat.2, Exp.B, MWFRS(Dir), M-7X8(5) 12 Truss designed for wind loads 6.00 V M-5x614-3x4 a 05x M-3Qx5 M-4x6 Q 6.00 in the plane of the truss only. T _ y 13 M-3x4, Z M-1"5x3 M 1���� \\/ + 3 r M 3x10 M-3x8 0 C,1- , 1s 1s 17 .,- ee o o M-7x10 M-3x8 M-7x8 18 0.251"9 20 *14 002X WEDGE M-7x10 M-3x8 0 12 2.75y/(2) M-3X4 TYP. 2.75 o M-7x8(S) 12 12 y )- y ), ), y ), ,L 05-0$ 6-09-12 5-02-12 y2-00, 9-02-04 9-00-08 9-00-04 y , 2-05-088 12-00-08 2-00 27-03 •y 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - DH2 Scale: 0.1467 ,�, * )))PNQ,�F6s WARNINGS: GENERAL NOTES,unless otherwise noted: .✓ ` ' �� 1,;, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ..Z92.0 P E r Truss: DH2 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 bradng 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). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7A_OREGON 1.0SEQ. : 6051345fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G '7 " 1A TRANS I D: 407540 � design loads be applied to any component. end are for"dry condition"of use. .�jt '"� 14 2. Y 5.CompuTrus has no control over and assumes no responsibility far the 6.Design assumes full bearing et all supports shown.Shim or wedge if Vt} fabrication,handling,shipment and installation of components. necessary. / ri R 1 t{ 7.Design assumes adequate drainage is provided. 1.• 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 IIIIII 13 1111111 VIII VIII III VIII IIII IIII TPINYTCA In BCSI,copies of which will be furnished upon request. it coincide with joint centerinches.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 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1627) 4217 14- 3=( •332) 1034 20-12=(-79) 251 BC: 2x4 KDDF #1&BTR 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 DF STAND A LOADING 4- 5=(-2869) 1223 16.17=1 •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=1 -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 BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) 0'- 0,0" •3221 2034V -181/ 191H 5.50" 3,25 KDDF ( 625) Connector plate prefix designators: 43'- 9.0" -251/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 pan uplift at 24 "oc spacing.( JT 13: Heel to plate corner = 2.25" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.251" @ 14'- 6.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.474" @ 14'- 6.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.124" @ 43'- 3.5" 16-07-11 10-08-10 16-04-11 MAX HORIZ. TL DEFL = 0.208" @ 43'- 3.5" 5-10-08 1-09 5-04-05 0-04-11 5-02-02 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 2 09 5-10-08 0-04-11 5-04-05 5-05-10 T 5-04-05 Design conforms to main windfarce•resisting T T T T T TT T T system and components and cladding criteria. f 16-06-08 1' 16-03-08 f Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 12 M-4x6 7 M X8 M 4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 6.00 M-3x4 8 0 �I6.00 Truss designed for wind loads 111111+1 T in the plane of the truss only. M-5x6(5) M 3x4 411111 0.25" 14 + + M-1.5x3 2M-3x53 r M 3x10M-3x10 0 v 1 x14 15 16 M�14w = A ** o M-3x4 M-5x10 17 18 119 20 1s M-3x4 0 **2X WEDGE M-5x10 M-5x8(S) a 2.75 W/(2) M-3X4 TYP. 2.75 0 12 12 J, /' ), .1 y y ), ), y ,-05-0¢ 5-10-08 6-02 ),2 00), 5-06 5-10-12 7-09-02 8-01-02 y , 2-05-0yy8 12-00-08 2-00 27-03 y 1-08 43-09 aF0 PROF �,s JOB NAME : POLYGON PLAN 5-D NH - DH3 Scale: 0.1338 x` %5/1 ' 'Q WARNINGS: GENERAL NOTES,unless otherwise noted: 17 r�i p 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual444 . •r E and Warnings before construction commences. building component.Applicability of design parameters and proper .,r Truss: DH 3 2.2x4 compression web bracing must be installed where shown+, Incorporation of component is the responsibility of the building designer. r 3.Additional temporary bracing to Insure stability during construction e,....°''' 2.Design assumes the top and bottom chords to be laterally braced at 11111 DES. BY: LJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length byrur A""^" Po ty P 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++ OREGON /, 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �,, W SEQ. : 6051346 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, y� „A dN '�. design loads be applied to any component and are for"dry condition"of use. 0 1 4 2" y� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all suppo is shown.Shim or wedge if �1 ct,? necessary. `-Fi Rti �..- V fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage is provided. r'i!-1 11.. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII II II VIII VIII VIII I III VIII(III(IIITPINJTCA in SCSI,copies of which will be furnished upon request. 9 lines coincide indicate sizejoint inrinches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/20151 1111101111111 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 #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(•1958) 4217 14. 3=( -408) 1034 20-12=(-79) 226 BC: 2x4 KODF #18BTR SPACED 24.0" O.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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 1B-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 20-130(-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"0C UON. FOR 1E-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 M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -445/ 2034V -182/ 192H 5.50" 3.25 KDDF ( 625) ** For hanger specs. - See approved plans 43'• 9.0" -374/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) Connector plate prefix designators: 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ •1'- 8.0" Allowed = 0.167" JT 13: Heel to plate corner = 2.25" MAX TL CREEP DEFL = -0.021" @ -1'- 8,0' Allowed = 0.222" MAX LL DEFL = 0.299" @ 16'• 6.5" Allowed = 2.142" MAX TL CREEP DEFL = -0.474" @ 14'- 6.0" Allowed = 2.856" 19-11-11 4-00-10 19-08-11 MAX HORIZ. LL DEFL = -0.145' @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.208" @ 43'- 3.5" 5-10-08 1-09 2-r05-04 3-03-12 5-02-02 NOTE:Design assumes moisture content does T ( T 'r3-03-12 f f f f T not exceed 19% at time of manufacture, 2-09 5-10-08 -05-04 5-05-10 5-04-05 T T - T f f T f f T '( "( Design conforms to main windforce-resisting system and components and cladding criteria. 16-06-08 16-03-08 -' 1' 7 9 ( T Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12M-4x6 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 1 " 6 M-ix8 o Q 6.00 load duration factor=1,6, M-3x4 Truss designed for wind loads M-5X6(S) - 5 in the plane of the truss only. M-3x4 0.25" 1 4 M-3x5 f + +. + /*2M-1.5x3 M-3x10 iii M 3 M-3x10 0 if A c. v 1 4 15 1611.x"'^ s 7 0 M-5x8 M-3x4 M-5x10 M-5x10M-1t 85x30.25' M 3x4 *f3 0 - 2.75 **2X WEDGE 2,75 o M-5x8(S) 12 W/(2) M-3X4 TYP. 12 y > )' )' /' y y . y 2-05-0a 5-10-08 6-02 ),2 00), 5-06 5-10-12 7-09-02 8-01-02 y 2-05-08 12-00-08 2-00 27-03 , y 1-08 43-09 JOB NAME: POLYGON PLAN 5-D NH - DH4 4,«,r- p� o)r �. Scale: 0.1338 C'''\ ' .7./5///'Y { 15/1 ' WARNINGS: GENERAL NOTES,unless otherwise noted: 17 C, p C 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 T ®I""Truss: - T r u s s: DH4 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. �✓P 3.Additional temporary bracing to Insure stebiGty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the res nsibiti of the erector-Additional permanent bracinget 2'o.c.and at 10'o.c.respectively unless braced throughout their length by + r y Po ly P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ..'"r �,. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '7 OF1EGON 4./ SEQ. : 6051347 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, ii N. �., and are for"dry condition"of use. -41). rya ,,{ design loads be applied to any component. ( (k !. fyT� 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, necessary.eL-y ` V shipment and Installation of components. 7-Design assumes adequate drainage is provided. CC{7 `l,"b 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII II I IIII VIII VIII(III IIII III IIIITPINYTCA In BCSI,copies of which will be furnished upon requestlinescoincide with joint center lines.. Di 9.Digits indicate size offpplatetein 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 11E1 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: 204 KDDF N1&BTR SPACED 24.0" 0.C. 2-3=(-64) 38 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT 0= 12"0C. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0,0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for 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" @ -I'- 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" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10,9" 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=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. o0 0 cm NPlrjjIIIIIIIIIMO O� 111.--- 41� M-3x4 y 1, y 1-00 2-00 'PROVIDE FULL BEARING:Jts:2,4,31 �} PRDp, JOB NAME : POLYGON PLAN 5-D NH - EJ1 5� INE'yh s, Scale: 0,6772 ! JyrJJ q,�+ (? WARNINGS: GENERAL NOTES,unless otherwise noted: `"CI �. /�pc fit..`:. 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. OPE Truss: EJ 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 responsibility of the building designer. 3.Additional temporary bracing to Insure stedity during construction 2.Design assumes the top and bottom chords to be laterally braced at ��II0r DES. BY: LJ Is the responsibility of the erector.Additional g 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 "' p ty permanent bracing at continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1Z-. 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 /t''"� t1 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 ,�qq_� ^cF SEW" : 6051348 rasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� "7.1 p'\ design loads be applied to any component. end are for"dry condition"of use. - 14 �^}- TRAN S I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Designare assumes full bion"o at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. ��+.r.,R IS + 7.Design assumes adequate drainage Is provided. C 4 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 111111111111111111111 TPI WTCA in BCS'copies of which will be furnished upon request. Digit coincide with Joint ate In nches 9.Digits Indicate size of plate In inches. + MiTek USA,Inc./CornpuTrun Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF li1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF N1&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 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" -411 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,CNIB (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacino.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0,002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0,133" 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. CO Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oo O load duration factor=1.6, Truss designed for wind loads co in the plane of the truss only. M/ V O L M-3x4 y ; y y 1-00 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:2,4,3I .i\pPRap . JOB NAME : POLYGON PLAN 5-D NH - EJ2 Scale: 0,6371 trrss \ ”75///1. 4l' WARNINGS: GENERAL NOTES,unless otherwise noted: 4t. . P r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual end Warnings before construction commences. building component.Applicability of design parameters and proper Truss: EJ 2incorporation of component Is the responslbibty of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction the erector.Addition DES. BY: LJ is the responsl2'o.c.and at 10'o.c.respectively unless braced throughout their length by b lity of al 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++ � OREON0.� �!,. 4.No load should be appiied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ^c/ SEQ. : 6051349 fasteners are complete and at no time shouts any bads 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-cf use. '��(„}" 1 4 • TRANS I D: 407540 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 �"` [] necessary. 41. R t^i y 1 \.,, V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is rovided. r l R 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 IIIIII II II VIII VIII VIII VIII VIII IIII IIIITPINVTCA in SCSI,copies of which will be furnished upon request. git coincide with joint centerIn lines. 9.Digitsindicate ncdtsize ofplate o Innnese s. MiTek USA,InC./COmpuTrum Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.1:2/31/2015 11111 I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0° O.C. 2.3=(-144) 105 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 309V -66/ 185H 5.50" 0.49 KDDF ( 625) 1'- 9.2" -65/ 156V 0/ OH 5.50" 0.25 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,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 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 DUEL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DUEL = -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" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 I MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 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=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. u; cc) Illigillil o/- o ►� 4►� M-3x4 ; y 1, y 1-00 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:2,4.31 JOB NAME : POLYGON PLAN 5-D NH - EJ3 4 � �Nt1 ssf Scale: 0.5134 1 't (5/11,.0 �4' WARNINGS: GENERAL NOTES,unless otherwise noted: �f�f p��c-`` -'$y�,,, 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 =7 1 E-G Truss: EJ 3 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsiblhty 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: LJ2'ss 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 drywaf(BC). ` r , DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n 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. `p OREGON 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, .2 y�i A design loads be applied to any component. and are for"dry condition"of use. L. '7 1 4 �'(, +�• TRANS I D: 407540 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If .0 �t1 fabrication,handling,shipment and installation of components. DesignDecessary. /�,� F Fl 1 7. latesassumes atedadequate drainageh is truss, L 6.This design Is furnished subject to the PrNtatlons set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII I III VIII IIII IIII TPINJTCA In SCSI,copies of which will furnished upon request. lines coincide with joint center che. 9.Digits Indicate size of plate In inches. c+ 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 r • 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. 2-3=(-194) 138 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" 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 'COND. 2: Design checked for net(•5 psi) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -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" 0) 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 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=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 0 n co EArijIIIM " �� 4 PEM4 0 M-3x4 y 1y y 1-00 2-00 5-11-11 (PROVIDE FULL BEARING:Jts:2,4,3' t c 0 PROpen s JOB NAME : POLYGON PLAN 5-D NH - EJ4 Scale: 0.4250 �,P t. E /4 WARNINGS: G. his a NOTES,unlessupon otherwise noted: 4L' ./92 PE 1-- 1.Bulkier and erection contractor should be advised of all General Nates 1.This design Is based only upon the parameters shown and is for an Individual `" and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: EJ 4 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 bet teraly braced at DES. BY: LJ is the responsibility of the erector.Additional permanent braci of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po ty P n9 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++ OREGON� �+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. th SEQ. : 6051351 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, / ZQ ' A and are for"dry condition"of use. design Toads be applied to any component. Q 14 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing u all supports shown.Shim or wedge If A-�'` (7 fabrication,handling,shipment and Installation of components. necessary. t� 1='- V P P 7.Design assumes adequate drainage is provided. T'1 1l. 8.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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA In BCS(,copies of which will be furnished upon request. git coincide with joint acenter lines. 9.Digits indicate size of plate In Inches. MiTek USA,InC./CompuTfua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIII1IH This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'• 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF #1$BTR LOAD DURATION INCREASE = 1.15 1-2=) -7) 84 2-4=(0) 0 BC: 2x4 KDDF #1$BTR 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)+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" -156/ 460V -5/ 51H 1.50" 0.74 KDDF ( 625) 0'- 11.2" -105/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -81/ 31V 0/ OH 1.50' 0.05 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series t2 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6.001/ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.021" @ -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 IL 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'b at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. - r,/- O O EMU O/- II 114 M-3x4 J, 1, i 1-08 1-00 :r I 1i I . . ,c(), C) PRQoE, JOB NAME : POLYGON PLAN 5-D NH - P1 5' SNE si Scale: 1.0020 c� *it k, �511 WARNINGS: GENERAL NOTES,unless othermse noted: O rrr��� c- 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 .9 `P E Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,.. DES. BY: 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 sheatNng(TC)and/or drywail(BC). tr � DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bradn required where shown++ r /�� 4.No load should be appted to any component until after all bracing and 4.Installation of truss is the responsibility the respective contractor. '� OREGON tx ,K SEQ. : 6051353 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Lim it °\ A. design loads be applied to any component. and are for"dry condition"of use. -7 y 1 4 2, t^`- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 1y fabdcation,handling,shipment and installation of components. necessary. - / [.�F(.y y V 7.Design assumes adequate drainage is provided. C f4.1. 6.This design Is famished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111111111111111110.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. �1 MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPO R ES:12/31/2015 ,