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Plans (11) /1.LS7-7-v1(t- 012,3 1S37rS ) scall 4ror � 0 CONFORMS TaDESIGxCwacEpi CTM.O M 0 CWNFORREVisiINSNS TO DEIGN CONCEPT WITH WMUTED 19Mr t 0 NOH{OrdFORMING REV/SE S RESUBMIT as :.:SM1S MESAS,Hi.SEE.SEESIS.E,s:4,4E,C.A.LiaitEkL, 8.5x12 PITCH °, Alexia Fula Da...W4/14 MILBRANDT ARCHITECTS e'-0' 121 TAK.S4 8'-0' T „. li525555555525 ER AgCEIVED <i) I I r . �r1 FEB 8 ?016 lir -, p Da GOLDIN DIVISION. 1 A ill ",p , at ma DCJ5 ///r._ i- Mira mEj i am Du P -r./�//1.- / NI r DJ, /'Vy/r/Ia_I, umA Aiimu K DJs 1 PS es 01 , DA 4t _ NIrLP id DJB a o = o CJ4 OP DJ! \ik CJ2 `' \tunCJ1 �M I 1 lla All t. -K1v - to �.�� GILD 1 $JZ f Ili.1% 88:71 b SA lir 111C144 K1 } )- } I \ as: 7 811 1 iii�;� I ® CONFORMS 1D DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH 4" p " R GARAGE REVISIONS AS SHOWN 0 NON CONFORMI IG REVISE AND 134NRIT �1 r /y I. 4r�4 IH SHOP DRAWING N0 BE 1 Jr to A .gI I �o 1V-5 1/!. WITH THE[- � -is E D L AN:�.[C to R L f E iH 5RI A R V F tIA OF RF.FOKSIKLITY FOR C0NrCRA4SE 'I 'NE D S a5 DIVAlkll AND 14TIORS AL fg RIE':HOE FRIGRIT7 OVER THEE S1OR WIPING, 11E Sy: Arnold A.Solomon Date:December 10.2014 I 17 i CT ENGINEERING INC IS Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 11/21/14 PLACEMENT CALCULATIONS AND PROJECT TITLE: REVISION-1: ENGINEEINGS FORRED STRUCTUTHER RAL al DRAWALL FUR1 um 5017-D POLYGON INFORMATION BUILDING -TRUSS Ki, DESONSIBLE FOR OF RECORD er PLAN: DRAWN BY: DM REVISION-2: TO TRU RESPONSIBLE FOR ALL NOBUILD NG RE TRUSS CONNECTIONS.BUILDING 5017-D / D-D CHECKED By: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL :g DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. TRUSS , COMPANY 0.1111-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. t Iwo CONFORMS TO DESIGN CONCEPT D':"°RMSTgEo FO:CONCEPT WITH WREVISIONS REVOSB 41-01 0r t a. =747'5 te: E.f C.EL. 10. By Alexia ERIN' Date 12/22/14 8=5112 PITCH MILBRANDT ARCHITECTS eP WMW 51nINIE11I lialltr1110/110 Eir WI 11111161 I ChiNNIMMEM& mmw1ON, V1.11111111 Mk..NTITM =MIN 11116.11m!!°11111111 Milli 41 ; MIMINIIIM 111111NIMIIMO gni =IA NM MIA 11. 1111•1111111 r:brl imommi A AM ori Orrrr;:rril 0 AK§r DC.14 DC.15 DCA 0 A AIIMIAMK._,Oljedill e4Deal2: pA5r.mn=In tims AMMI111111 11.11111.1.1111 IR! 111P AZU. PLrILV, c,J3 MEI RINFAefr 116FarrAllM CAM priricm . 471 DIM:L"ii3;41-- '119 17-D / D- 5 lI BUILDER KI Mir r.Ar GARAGE • TH2 I " I 44 2 Pu)0ELRYGCSON NwIP11111111r PROJECT TITLE 5017-D POLYGO 1 PLAN: 50 DRAWN BY: DM CHECKED Br - 1,11112-711,. mum Alm 11/21/14 REVISION-1: REVISION-2: DELJVERY LOCATION: SCALE: REVISION-3: 1.11111771 rim igit an - a 101.2 v- 5 5 5 5 1114* 11'4" 43) siDai CONFORMS TO DESIGN CONCEPT 0 CONFORMS 10 DESIGN CONCEPT WITH REVISIONS AS SHOWN Li NON-CONFORMING-REVISE AND RESUBMIT 131"P WA/TAG ilAS HEN POSIT/ED FOR TEE/PAL CMFORIANCE "-Cr%,--y750tv AK)1X1ES NO,ELIEE MAt4MI:A-DR.;VENW. HMS:BLIP'PUP CMNA:MilmNCE.1014 THE DESI%FiMOCE ::MECIFICATIONS Ali O.'klIC,1 HAVE A:V... OVER THIS SHOP DFOCIG. Arnold R.Solomon CT ENGINEERING INC A :614311111121 ISSUE4DATE: ABOVE 0.11"-1' ABovE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.RF_FER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTHER INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL DESIGNS PRIOR TO CONSTRUCTION. Dote:December 00.21,1 tc, @ Copyright CompuTnis Inc.2006 S & TRUS All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. mu er COMPANY 1.11.111.1111118 ltiTek USA, inc. l CompuTrus Software Warnings St General Notes WARNINGS 1 Suter 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 oven; tee is the responsibilityof the builfmg 4. No load shotdd be amlied to any component old aft rA bracing and fasteners are complete and at no time should any loads tweeter thsm design toads be stroked to any component. 5; CorrtpuTrus has no control over and assumes no responsibility for the Wition,handling,shipment and and installation of corvvo rets. 8C This design is furnishedsubject to the limitations set farm by IFIU%fifltik in SCSI,copies of which will be furnished upon request. GENERAL NOTES,t�mise notd: I This is based any' n t e parameters shown and ts for anlividual bulking component Applicability of design prenmeters and proper incorporation of component is the responsibility the bui dktg designer. 2, Design assumes the top avid bottom chords to be laterally braced at 2'o.c.and at 10'ct.c.respectively unless lid throusOloutthroughout their length by continuous&mating such as plywood sheeting(TC)ardor*ywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4 on of truss is the responsibility of the respective contractor. 5. Design assumes Inisses are to be used in a non-corrosive ertvi onment,' mid are for y cctrtdt or r of use. 6, Desio assumes full treeing at all supports shown.Shim or wedge if necessary. 7., Design assumes adequAt drainage is provided. 8. Plates shad be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. lis size of plate in'etches. 10. For basic connector plate design values see ESR-1311,FSR-16�`Tecj. , 0 PRopt. ro" �t 0 i0 EXPIRES'12,131,0$ II I IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-206) 187 1-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -82) 34 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) TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 238V -65/ 172H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -198/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) 8'- 2.8" -10/ 9V 0/ OH 1.50" 0.01 KDDF ( 625) 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.087" @ 2'- 11.8" Allowed = 0.448" MAX TC PANEL TL DEFL = -0.065" @ 2'- 11.9" Allowed = 0.672" A- 3 -f MAX HORIZ. LL DEFL = -0.002" @ 8'- 2.0" w( MAX HORIZ. TL DEFL = -0.002" @ 8'- 2.0" 12 (A NOTE:Design assumes moisture content does 8.50 p not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 2 system and components and cladding criteria. Wind: 140 mph, h=22.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (�) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, m ou Truss designed for wind loads 0 o1 in the plane of the truss only. 1 N N p O 1 I rn CDI c f I f 1� 4.t -/ cp M-3x9 b ), 1, 6-00 2-02-12 PROVIDE FULL BEARING;Jts:1,4,2,31 JOB NAME : 5017-D POLYGON - ADJ1 'i , PRD9 Scale: 0.4972 �� {��I/��,p `0� WARNINGS: GENERAL NOTES,unless otherwise noted: 4t. T 9 p E 1, 1.Builder and erection contractor should he advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 7 f Truss• ADJ1 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: EE is the res onsibili of the erector.Additional rmanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r, P ty Pe continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .+�' . 1111614,- DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 4, SEQ. : 6120970 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, Q��.. design bads be applied to any component. and are for"dry condition,of use. ��^/,' 'y 3. TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 6.Decease assumes full bearing at all supports shown.Shim or wedge If r r�n ii l fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. ' )C)t 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 IIII IIII IIIITPINYTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.1 /31/2015 IIIIIIIIIIIIII This desigMBERn prepared from computer input by -BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.8" TC: 2x9 KDDF 9l&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX 1-3=(-2=) 8) 8F0) 9 7 2-5=(0)2-5=(0) 0q=1.00 BC: 2x9 KDDF 915BTR SPACED 29.0" O.C. 2 0 2-3=(-208) 187 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( -81) 33 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 18.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 956V -72/ 230H 5,50" 0.73 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -188/ 335V 0/ OH 1.50" 0.93 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 2.8" -12/ 20V 0/ OH 1.50" 0.03 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 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" 0 -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" 'I MAX TC PANEL LL DEFL = 0.087" @ 2'- 11.8" Allowed = 0.452" MAX TC PANEL TL DEFL = -0.062" @ 2'- 11.9" Allowed = 0.677" MAX HORIZ. LL DEFL = -0.002" @ 8'- 2.0" 8.50 12 3 MAX HORIZ. TL DEFL = -0.002" @ B'- 2.0" NOTE:Design assumes moisture content does e) not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. c Wind: 140 mph, h=23.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, o (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. rri oisirg �� 5 0 �� M-3x4 ), ,1 .1 1-06 6-00 2-02-12 y PROVIDE FULL BEARING;Jts:2,5,3,4I JOB NAME : 5017-D POLYGON - ADJ2 ,Q, r pRQ� Scale: 0.9561 �_.� �yy.,/� X12 WARNINGS: GENERAL NOTES,unless otherwise noted: 4.? lgii 0 v v/f Truss: ADJ2 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�f / b7EC and Warnings before construction commences. building component.Applicability of design parameters and proper ^�9G 1 [," 1'r 2.204 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY• EE 3.Additional temporary bracing to Insure stab illy during construction 2.Design assumes the top and bottom chords to be laterally braced at / is the responsibility of the erector.Additional permanent bracing of 2'o.c,and et 10'o.c,respedivaty unless brood throughout their length by DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3 20 Impact sheathing such aeral s acing e srequired whwe shown and/or drywall(BC). 4.No load should be applied to anycomponent until eller all bracing and 4.Installation of bridgingusIs thte responsibility f the espective contractor. d `+. SEQ. : 6120971 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, 4 OREGON A.. TRANS I D: 412903 design beds be appped to any component. and are for"dry condition"of use. �i b 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �) " }r ,)-r Q .•L. fabrication,handling,shipment and installation of components. necessary. ,. P 6.This design Is furnished subject to the limitations set forth 8.Plates assumes adequate on both drainage is provided. ` 1111111101111111 VIII VIII VIII VIII IIII Ill TPIANTCA In BCSI,copies of which will be furnished upon request. 8 lines coincide with Joint center liness of truss,and placed so their center L; late In Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.orr9.Digits basic�ocate nnectorsizeoplate design values see ESR-1311,ESR-1988(Nick) EXPIRES:12/31/2015 This design prepared from computer input by III111111IIIII PACIFIC LUMBER-BC IBC 2D12 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 13-07-00 GIRDER SUPPORTING 35-08-00 FROM 0-00-00 TO 7-00-00 1_ 2=(-6780) 1999 1- 8=(-1092) 5202 8- 2=(-368) 1790 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-)700-NTA, -Rep) 2_ 3=(-5376) 1234 8- 9=(-1082) 5152 2- 9=(-878) 232 BC: 2x6 KDDF STAND; LOADING 3- 9=(-4386) 1034 9-10=( -846) 9296 9- 3=(-618) 2730 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5 ) 5304) 1206 10-11=( -780) 3936 9- 4=(-376) 324 2x9 DF STAND A 5- 6-)-5134) 1102 11- 6=( -778) 3928 4-10=)-526) 2416 TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 13'- 7.0" V 6_ 7=( 01 64 10 5=(-1991 702 TC LATERAL SUPPORT <- 12"OC. UON. 8C UNIF LL( 420.6)+DL( 306.21= 727.0 PLF 0'- 0.0" TO 7'- 0.0" V 5-11=(-290) 98 BC LATERAL SUPPORT <= 12"OC. DON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 7'- 0.0" TO 13'- 7.0" V ADDL: BC CONC LL+DL= 3004.0 LBS @ 7'- 7,0" BEARING MAX VERT MAX HOBO BRG REQUIRED BRG AREA L17:11 :00 OCATIS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 29"OC UOS. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1251/ 5638V -98/ 90H 5.50" 9.02 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 13'- 7,0" -787/ 3578V 0/ OH 5.50" 5.73 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP �C2: 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 ( 2 ) complete trusses required. MAX LL DEFL = 0.030" @ 7'- 12.0" Allowed = 0.633" -ter Join together 2 ply with 3"x.131 DIA GUN MAX TL CREEP DEFL = -0.086" @ 7'- 12.0" Allowed = 0.849" nails staggered at: MAX LL DEFL - -0.001" @ 14'- 7.0" Allowed - 0.100" 9" oc in 1 rows) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.001" @ 14'- 7.0" Allowed = 0.133" *** HANGER TO APPLY CONC. 6" oc in 2 rows) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.010" @ 13'- 1.5" LOADS) EQUALLY TO ALL MEMBERS. 9" oc in 1 rows) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.023" @ 13'- 1.5" 1 05 10 6-00 11 NOTE:Design assumes moisture content does 6-00-11 not exceed 198 at time of manufacture. � T T 3-03 2=09=11 1-05-10 2=09-11 3-03 Design conforms to main windforce resisting ( T 12 system and components and cladding criteria. 8.50 M 4x6 :M-6x6 Q 8.50 Wind: 140 mph, h=21.3ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 3 9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ArAll so 4�I1,;, M-5x10 M-5Abh, 0,�4� o o � ® f ctc 9 10 II - 7 I o 1' 8 0 o M-3x6 M-7x8 M-4x8 M-1.5x3 7- J. 7- *** +3004# y b y Y ), 3-01-04 2-07-09 2-03-03 2-05-13 3-01-04 y y y 13-07 WEDGE REQUIRED AT HEEL(S). 1-00 ROpes JOB NAME : 5017-D POLYGON - B3 Scale: 0.3314 ,c) P f < s1: WARNINGS: GENERAL NOTES,unless otherwise noted: Q' -g�®�p E 1R 1.Builder and erection contractor should be advised of all General Notes 1.This g designcois based only Applicabilityon the of ardealgeters erreshown and dis proper for an Individual Truss B3 and Warnings before br ang mut bcommences. bIncorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing ng 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 length by 60141 DES. BY: EE Is the responsiMBty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). K�REGON � DATE: 11/21/2 014 the overall structure is the responsibility of the building designer. 3.2u Impact bridging or lateral bracing required where shown++he respective contractor. "37 /jam 4.No load should be applied to any component until after all bracing and 4.5.Designation of truss Is the assumes trusses are to be used In a non-corrosive environment, 4., ,rii, N.,. r 4 (�N 1. SEQ. : I D:0 412903 12 fasteners are complete and at no time should any loads greater than and ere for"dry condition"of use. PT' design bads be applied to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge If TRANS I D: 412 9 0 3 5.CompuTrus has no control over and assumes no responsibility for the necessary. { �,�, 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 8.Plates shall be located on both faces of truss,and placed so their center IIII VIII VIII VIII VIII VIII IIII IIII TPIMIfCA In BCSI,copies of which will be furnished upon request. y lines Indicate with size of plate int cIn enter lines. IIIIIII 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 TC: 2x9 KDDF #1&BTR TRUSS SPAN 6'- 0.0" LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 BC: 2x4 KDDF #1&BTR 1-2=( 0) 65 2-5=(0) 0 SPACED 29.0" O.C. 2-3=(-150) 101 TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. LOADING 3-9=( -52) 0 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 9,5" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 396V -55/ 1880 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -149/ 250V 0/ OH 1.50" 0.32 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 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" f 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 6'- 9.5" Allowed = 0.079" MAX TL CREEP DEFL = -0.001" @ 6'- 9.5" Allowed = 0.106" 12 3 MAX TC PANEL LL DEFL = 0.103" @ 3'- 7.9" Allowed = 0.449" 11141 8.50 2 MAX TC PANEL TL DEFL = -0.114" @ 3'- 5.0" Allowed = 0.673" MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" NOTE:Desi.gn assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting mo system and components and cladding criteria. i N CD Wind: 140 mph, h=23ft, TCDL=4.2,HCDL=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. rn 7/- •=, /- c o� M-3x4 b y 1-00 6-00 l y 0-09-08 (PROVIDE FULL BEARING;Jts:2,5,31 JOB NAME . 5017-D POLYGON - BDJ pp Qfi Scale: 0.5095 �q s WARNINGS: GENERAL NOTES,unless otherwise noted: I{!°. Truss: B D J 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 9n 111 and Warnings before construction commences, building component.Applicability of design parameters and proper 211 E 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. _. DES. BY: EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DATE: 11/21/2014 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 SEQ. the overall structure Is the responsibility of the building designer. 3.2x Impact bridging sheathingous late al bracsuch as ing req uired where Cshowno«drywall(BC). - S E 4. : 6120973 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. (, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment. 'J7� A_OREGON /' TRANS I D: 412903 design bads be applied to any component. and are for"dry condition"of use. '7 +W 5.CompuTas has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 1� k 1 4 2.° fabrication,handing,shipment and Installation of components, necessary. Is6.This design is banished subject to the imitations set forth 7.Design assumes adequate drainage is provided. /�q 1 IIIIII VIII VIII VIII VIII VIII VIII III IIII TPIIWTCA In BCSI,copies of which will be furnished upon request. 8 Ines coincide with joint centertlines.9. s of truss,and placed so their center b M iT6k USA,IDC./COfnpUTrug Software 7.6.6(1 L)-E 10.For basic asicts �connector cate size of plate design values see ESR-1311,ESR-1988(Welt) EXPIRE&12/31/2015 This design prepared from computer input by IIIIIIilllllll PACIFIC LUMBER-BC 23-09-08 HIP SETBACK 3-10-08 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 23-09-08 GIRDER SUPPORTING 6-00-00 1- 2=(-3643) 1229 1- 8=( -946) 2872 8- 2=( -530) 1767 5-12=(-2577) 1018 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) I--- TTTBB 3=(-2872) 10138- 9= 832) 5111B =(-2593) 1026 12- 6=( -52517582x6KDDF #1&BTR T24=( 5224) 19219 1119011221/!!!!113-89:10-0261 0= 2154) 59803 =( -171) 902B2x6KDDFSTSBTRADING5=(-5215) 191710-11= 2154) 59809 =( -867) 394WES: 2x4KDDFSTANDL = 25 PSGround Snow ( 6=(-2876) 101511-1 = 1B28) 510210 =( -7448LATERAL SUPPORT <= 12"OC. UON. C UNIF LL( 50.0)+D 19.0)= 69.0 PLF 00.0" TO3' 10.5" 7=( 3698) 123112 = -946) 28761 =) _874908ATERAL SUPPORT <= 12"OC. UON. CUNIFLL73.4)+D20.6)= 94.0 PIE 310.5" TO19'- 11.0"CUNIFLL50.0)+D19.0)= 69.0 PLF 1911.0" TO23'- 9.5" BEARINGAX VERT HORZBRGREQUIREDBAREACUNIFLL0.0)+ 29.4)= 29.9 PLF 00.0" TO23'- 9.5" LOCATIONSEACTIONSCTIONSSIZEREQUI (SCIES)T : 2x4 BRACING AT 29"OCUON. FOR C UNIFLL50.0)+ 39.0)= 89.0 PLF 00.0" TO23'- 9.5" 0,_ 0.0„ / TIONS -51/ ONS 5.50" 3.95 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 92.8)+DL( 26.0)= 118.8 LBS @ 3'- 10.5" 23'- 9.5" -785/ 2471V 0/ OH 5.50" 3.95 KDDF ( 625) TC CONC LL( 92.8) 11.0" �COND. 2: Design checked for net(-5 psf) uplift at 24 "Sc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = 0.196" @ 11'- 10.7" Allowed = 1.194" MAX TL CREEP DEFL = -0.392" @ 11'- 10.7" Allowed = 1.525" BOTTOM CHORD CHECKED FOR lOPSE LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HO RIZ. LL DEFL = 0.053" MAX HORIZ. TL DEFL = 0.089" OTiassumes 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=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3-10-03 in the plane of the truss only. 3-10-03 16-01-02 1' 1' T T 4-04-11 3-11-07 3-06-10 3-06-10 3-11-07 f 4-04-11 ,r •I• +118.80# ,r T+1l8.80# 12 12 8. .. -,18.50 50 M-4x8 M 4x8 M-3x8 M-3x8 M-3x8 5 ,- A 4/2 0 t ,-I p 0 0 1 NM i _f- I A-I1-- 8 9 10 11 0.25" M-3x4 M-5x6 M-3x8 I M 3x8 M-5x6 M 3x4 2 M-7x8(S) J' J, y y J' J, b4-02-15 3-06-10 3-06-10 4-02-15 4-01-03 4-01-03 y J, 23-09-08 �,`t0 PRo/<zs� JOB NAME : 5017-D POLYGON - Cl Scale: 0.2715 ti`s � ,,,, WARNINGS: GENERAL NOTES,unless otherwise noted: .92 1,.. 1.Builder and erection contractor should be advised of all General Notes 1.This design ing igncois based onyluppotlily efn the para'meters errashownsand andis properrrn Individual Truss: Cl and Warningsmbefore constructiongmust commsnces, buincorporation of component is the responsibility of the building designer. 2.204 compression web 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 �,fr�1P,= �, permanentcontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DES. SY: is the responsibility is the erector.Additionaldoingdesigner. bracing of OREGON �t,, DATE: 11/21/2014 the overall structure the responsibility of the building designer. 3.4.In Impact bodging or lateral bracing required where shocontractor. 7 wn++ V W 4.No load should be applied to any component until after all bracing and 5.Design assumesof strusses ars is the e responsibility be used in a nonof the corrosive environment, �,h A 4 2.'C) ( ..„ S E Q. : 6120974 fasteners are complete and at no time should any loads greater than and gra fss"dryume condition"of use. V {gQ` design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if d.rh f'f i <Z TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for thenecessary. 4!� +i R I L� 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 III 1111 VIII 11111 VIII 1111111111111 TPI VVECA In BCSI,copies of which will be furnished upon request. 9.lines Bits Indicate size jof plate inoint rinches. t n MITekUSA,Inc./CornpUTrusSoftware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP(�{ErJ',�21�1% 41�J I - IIIIIIII II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1#16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-63) 34 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -59/ 294V -17/ 69H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -66/ 62V 0/ OH 1.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 32V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 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 lOPSF 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'- 0.0" Allowed = 0.072" 1-11-11 MAX BC PANEL LL DEFL = 0.003" @ 1'- 9.9" Allowed = 0.148" T T MAX BC PANEL TL DEFL = 0.002" @ 1'- 7.2" Allowed = 0.197" MAX BC PANEL TL DEFL = -0.003" 0 2'- 0.6" Allowed = 0.197" 12 B.50 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. 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), `^ load duration factor=1.6, 0 0, I Truss designed for wind loads 0 o in the plane of the truss only. I o rn I o/- N Io O 1 f o ��9 M-3x4 J' ,l y 1-00 3-10-08 !PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 5017-D POLYGON - CJ1 Scale: 0.6967 , ,,\�� F s WARNINGS: GENERAL NOTES,unless otherwise noted: i I a fir w/° 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4. ±92**n c Vic" Truss: CJ1 and Warnings before construction commences, building component.Applicability of design parameters and proper r G 2.204 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. ror 3.Additional temporary bracing to Insure stability during constructionAmpopp 2.Design assumes the top and bottom chords to be laterally braced at , DES. BY: EE 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: 11/21/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). ,,,,,+ ., prr Po ty g 3.In Impact bridging or lateral bracing required where shown++ SEQ. : 6120975 4.Na bad should be applied to any component until after all bracing end 4.Installation of truss is the nd/orcontractor. CCare used In a noncorrosive environment, A_OREGON �'W TRANS I D' 412903 design bads be applied to any component. and are for"dry condition'of use. �l�i S.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 „71" 14 �, K1�,. fabdcation,handing,shipment and installation of components. necessary. V 8.This design Is furnished subject to the limitations set forth by7.Designlatesassumes adequate shall be atedodrainageace is provided.a. � V i !IIIA I IIIIIIII VIII IIIII IIIA IIIA IIIIIIII TPIIWTCA in BCSI,copies of which will be furnished upon request. 8.linesecoincide with joinpt center both boos.9. s of truss,and placed so their center C L MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late In inches. 10.For lbasic connectots Indicate size r plate late desi n values see ESR-1311,ESR-1988 P 9 (MiTek) EXPIRES:12/31/2015 . IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-83) 59 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" 1.2" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 326V -32/ 108H 5.50" 0.52 KDDF ( 625) 3'- 7.7" 0/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -59/ 103V 0/ OH 1.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF 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 = 0.010" /- --', MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.013" 3 MAX TC PANEL LL DEFL = 0.024" @ 2'- 3.7" Allowed = 0.264" MAX TC PANEL TL DEFL = 0.022" @ 2'- 3.7" Allowed = 0.397" MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" 12 '' MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" 8.50 p NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. o Design conforms to main windforce-resisting N system and components and cladding criteria. I 1 Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, co Truss designed for wind loads in the plane of the truss only. 01o f- I of 4►� -/ M-3x4 f ,1 ), lb 1-00 3-10-08 0-01-03 PROVIDE FULL BEARING;Jts:2,4,31 ��'p P R OF��' JOB NAME : 5017-D POLYGON - CJ2 Scale: 0.6641 .�� a �N `�/d GENERAL NOTES,unless otherwise noted: �CI OP WARNINGS: 9(� © 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual '� #✓2"P E c- Truss: CJ2 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braan must be Installed where shown+, incorporation of component la the responsibility of the building designer. 3.Additional temporary bracing 9 a Insure sI bili Burin construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE p ry g ty g 2'o.c,and at 10'o.c.respectively unless braced throughout their length by / 80 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). tr DATE• 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON b �f,. 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "J7 ^W SEQ. : 6120976 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, 4.4 "zr 0 ` design bads be noapplied control to any component andDes gra for"dry conditions g t a. ) 'f t� t�-i., TRANS I D: 412903 5.CompuTms has no control over and assumes no responsibility for the 6.necessary.assumes full bearing at all supports shown.Shim or wedge if �y t (1 fabrication,handling,shipment and Installation of components. 7,pesign a umes adequate drainage is provided. r'I S 1.`" V 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11110111110111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. 9. liner 9i�s Indicate aizector f pint ate Inrinches. M iTek 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 I 1E1111IIll 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: 2x9 KDDF 1916BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5-(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-170) 145 3-4=( -55) 24 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -16/ 313V -51/ 159H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 41V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -124/ 211V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -32/ 56V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (GOND. 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 TC PANEL LL DEFL = 0.007" @ 1'- 10.0" Allowed = 0.264" MAX TC PANEL TL DEFL = -0.005" @ 1'- 11.5" Allowed = 0.397" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 3 Design conforms to main windforce-resisting 8.50 7 N system and components and cladding criteria. o ') - o Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, u Truss designed for wind loads 1 in the plane of the truss only. rn of-- 104111.1. o/ 5.' M-3x9 1 1 1 1 1-00 3-10-08 2-01-03 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5017-D POLYGON - CJ3 Fs (� PROF Scale: 0.5401 cc� l‘4,G046',41,/ ,V0 WARNINGS: GENERAL NOTES,unless otherwise noted: C,(C:;.J v' ii I 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 !92®11PE r Truss: CJ3 and Warnings before construction commences. building component.ApplicaNlity 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: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectivety unless braced throughout their length by 4,40111W DATE: 11/21/2014 the overall structure Is the responsibilityof the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)end/or drywall(BC). �Iltw! 9 3.2x Impact bridging or lateral bracing where shown++ -40 it SEQ. : 6120977 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. 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, 4. A_OREGON N. ,^W TRANS I D• 412903 design bads be applied to any component. and are for"dry condition"of use. �7.i S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge if �n -1)' 1 d '"- fabrication,handing,shipment and Installation of components. necessary. V �� 6.This design is furnished subject to the limitations set forth 7.Plates assumes adequate onne bothdraface is of truss,ed. '"+l RIO- 6. IIIIII VIII VIII I III VIII VIII IIII IIII IIII by 8.Plates shall be located faces of and placed so their center C 1+ TPIM?CA in BCSI,copies of which will be famished upon request lines coincide with joint center lines. its MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.FFor basic connectorcate size oplalate in Inches. te design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 MIL IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 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) 65 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-238) 213 3-4=( -88) 60 TC LATERAL SUPPORT <= 12"OC. SON. 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" 2.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -9/ 298V -66/ 202H 5.50" 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 37V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -179/ 289V 0/ OH 1.50" 0.37 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.0" -76/ 113V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF 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 = 0.000" @ 0'- 0.0" Allowed = 0.022" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" Z MAX TC PANEL LL DEFL = 0.006" @ 2'- 0.9" Allowed = 0.264" MAX BC PANEL TL DEFL = -0.005" @ 2'- 0.6" Allowed = 0.197" MAX HORIZ. LL DEFL = -0.002" @ 7'- 8.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 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. Wind: 140 mph, h=23.4ft, TCDL4.2,BCDL6.0, ASCE 7-10, (AlHeights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ITruss designed for wind loads in the plane of the truss only. b b y b 1-00 3-10-08 4-01-03 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5017-D POLYGON - 0J4 ,v,t.a RRaFts Scale: 0.4651 ��44(;1 �i/ � �j spa WARNINGS: GENERAL NOTES,unless otherwise noted: :Ip�f !p"�c-' 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 0 OPE Truss• CJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the res nsibili of the erector.Additional permanent bracin of 2'ntin and et ea o.c.respectively unless braced throughout their length by 1 � d po ty 9 continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). � DATE• 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ©R +aC•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. 7 ' , SEQ. : 6120978 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �1 s,b' design loads be applied to any component and gra for"dry condition"of use. '/"0 k 1 65 TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 6.an neceasassumes tall bearing at all supports shown.Shim or wedge If. AA�^ blai fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '�•t�r-r{.t\ 6.This design is famished subject to the Imitations set forth by 8.Plates shall be locatedpp In inches. O. late on both faces of truss,and placed so their center IrWTCA in I,copies of ch wit be furnished upon ines coincide with joint center lines. IIIIII IIII VIII VIII VIII VIII IIII IIII IIII MTPsSA, noJC0f11puT us(Software 7.6.6(1 L)E request. I9.Digits incate size ofForr basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I 111111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(0) 0 BC: 2x4 KDDF #16:871 SPACED 24.0" O.C. 2-3=(-307) 280 3-4=(-172) 136 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -59) 27 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSE Ground Snow (Pg) 0'- 0.0" -12/ 304V -85/ 256H 5.50" 0.49 KDDF ( 625) 3'- 7.7" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -170/ 262V 0/ OH 1.50" 0.34 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -144/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) 9'- 11.7" -26/ 45V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5 -, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 1'- 10.0" Allowed = 0.264" MAX BC PANEL TL DEFL = -0.004" @ 2'- 0.6" Allowed = 0.197" MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" 12 4 MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 8.50 p j NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o ' Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ' o( All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o I load duration factor=1.6, 00 3 r Truss designed for wind loads in the plane of the truss only. or 7,- ,,,I f hiNO O M-3x4 f ), .6 ), 1-00 3-10-08 6-01-03 'PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME : 5017-D POLYGON - CJ5 s � PR ore Scale: 8.3941 �� .' ,o ``, WARNINGS: GENERAL NOTES,unless otherwise noted: ({• '7117117 i 4"' 1.Builder and erect on contractor should be advised of sit General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 . _7,921,PE 1-- Truss: CJ5 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: EE 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: 11/21/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,,,Aim r p° ty e 3.2x Impact bodging 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. li SEQ. : 6120979 fasteners are complete and et no time should any loads greater than S Design assumes trusses are to be used In a noncorrosive environment, ▪ �y`OREGON �\ TRANS I D• 412903 design loads be spoked to any component. and are for"dry condition"of use. S.CompuTrus hes no control over and assumes no responsibility for the S Design assumes full bearing at all supports shown.Shim or wedge if iQ f 1 4 2- ^v fabrication,handling,shipment and installation of components. necessary. 0' 6.This design Is furnished subject to the Imitations set forth by7.Designlaesassumes adequateadodrainage iso trussed. Ly 11= I IIIIII VIII VIII VIII VIII VIII VIII'III'III 8 Plates shall be located on both feces of truss,and placed so their center C+l 4 TPINVECA in BCS',copies of which will be furnished upon request. lines coincide with Joint center Ines. MiTek USA,InC./CompUTrus Software 7.6.6(1 L)-E late in Inches. 10.FForr9. its basicicate size of connector sate design values see ESR-1311,ESR-1988 a 9 (Mitek) EXPIRES:12/31/2015 1111. IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 9.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 65 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-359) 336 3-4=(-239) 199 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -91) 56 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) LL = 25 PIF Ground Snow (Pg) 0'- 0.0" -14/ 307V -101/ 3038 5.50" 0.49 KDDF ( 625) 3'- 7.7" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -168/ 246V 0/ OH 1.50" 0.31 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2"11'- 9.7" -67/ 108V 0/ OH 1.50" 0.191/ 300V 0/ OH 1.50" 7 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. rOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. 5 -f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" /t MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 2'- 0.9" Allowed = 0.264" MAX BC PANEL TL DEFL = -0.005" @ 2'- 0.6" Allowed = 0.197" MAX HORIZ. LL DEFL = -0.005" @ 11'- 8.9" MAX HORIZ. TL DEFL = -0.005" @ 11'- 8.9" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 8.50 Design conforms to main windforce-resisting it system and components and cladding criteria. 4 in Wind: 140 mph, h=24.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '�' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o oo load duration factor=l.6, or II Truss designed for wind loads ao o in the plane of the truss only. a, 3 rn 0 i o M-3x4 s- . y ,6 3 1-00 3-10-08 7-11-03 PROVIDE FULL BEARING;Jts:2,6,3,4,51 �4 p PR4FcSn JOB NAME : 5017-D POLYGON - CJ6 Scale: 0.3496 .• ,,, Gi" /0 WARNINGS: GENERAL NOTES,unless otherwise noted: IIp�fz1 2-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 �` s 92 i i PE ("- Truss• CJ6 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 impossibility of the building designer. .IAS' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE s the res onsibili of the erector.Additlonel manent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +f p ty Pe 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' �. DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �t, 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. "7f c! SEQ. : 6120980 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �. '1f, �s1 design loads be applied to any component. and are for"dry condition"of use. ,(�,} 1 4 h. TRANS I D: 412903 5.GompuT us hes no control over end assumes no responsibility for the 6.necegsse assumes full bearing at all supports shown.Shim or wedge if �y S fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. b R 11,.\- w 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 VIII VIII VIII IIII IIII TJ9lrequest. 9.Digits Me USA,lnoCompuT uSoftware 7.6.6(1L)E lines coincide indicate cost For basic connector piste 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 35-08-00 STUB MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1225) 477 8- 9=( -169) 220 8- 1=(-3059) 1079 11- 5=( 0) 416 2x4 KDDF #1&BTR Ti 2- 3=(-1091) 426 9-10=(-2150) 4969 1- 9=( -889) 2557 5-12=(-1882) 953 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-5505) 2261 10-11=(-2850) 6658 9- 2=( 0) 230 12- 6=( -377) 1643 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6680) 2738 11-12=(-2737) 6417 9- 3=(-4490) 1973 6-13=(-4939) 2114 2x6 KDDF #2 A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 2'- 0.0" V 5- 6=(-4914) 2011 12-13=(-1826) 4249 3-10=( -270) 1325 13- 7=( -383) 281 2x4 KDDF #1&BTR B; TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 2'- 0.0" TO 35'- 8.0" V 6- 7=( -60) 64 2x4 KDDF STUD C BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 8.0" V 14- 4=(-1444) 240 4-11=( 0) 240 TC LATERAL SUPPORT 24"OC. UON. TC CONC LL( 83.3)+DL( 23.3)= 106.7 LBS @ 2'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1143/ 2953V -124/ 138H 5.50" 4.72 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 8.0" -1253/ 3018V 0/ OH 5.50" 4.83 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.334" @ 18'- 6.3" Allowed = 1.738" MAX TL CREEP DEFL = -0.612" @ 18'- 6.3" Allowed = 2.317" MAX HORIZ. LL DEFL = -0.102" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.152" @ 35'- 2.5" 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=21.3ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1-11-11 33-08-05 1-11-11 15-08-05 18-00 1-X08-0f2 6-08-19 6-08-14 6-X08-14 6-08-14 7-00-06 12 x+106.70# T 8.50 p M-5x6(S) M 7 -4x62 M-6x10 -M-6x6 -M -6x6 M-6x10 M-3x6 s 01 ! ,-.4 A ` + B \ o + \/N..../ +ri- A �io p IQafM� g+.q a _ FF 10 (1 12 M-3x9 x1,1-4x4 0.25' M-4x6 M-6x83 M 8x10 -M-8x8(5) / ,l )' / 1 l 1-06-06 8-06-14 8-05-02 8-05-02 8-08-10 35-08 y JOB NAME : 5017-D POLYGON - D1 t0 PRpr Scale: 1/8" c _ tri WARNINGS: GENERAL NOTES,unless otherwise noted: J `411 / f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual '' f 92 e e PE .. Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 7GI 2.244 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ,d DES. BY: EE 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at ;+ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 11/21/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as bracing a sheething(fC)end/or drywell(BC). 3.in Impact bridging iors the rel onsbi required the where shown+a -10 SEQ. : 6120982 4.No load should be appfied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 7,. •_OREGON ke TRANS 1 D: 412903 design bads be applied to any component, and are for"dry condition"of use. vl.11" 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if /� -7 f •4 2Q k*, fabrication,handling,shipment and installation of components. necessary. 8.This design is famished subject to the limitations set forth bysse �4� T Design assumes adequate drainage is provided. `` t IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPII TCA In BCSI,copies of which will be famished upon request 8 Ines coincide with jo nt on bothcenter fines s°f truss,and placed so their center l ." M iTek USA,InC./COmpUTrus Software+7,6.6-SP1(1 L)-E1 S 9. f plate In inches. ogribasicts i onnectocate size rplatetdesign values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1,00 LUMBER SPECIFICATIONS LOAD DURATION IREASE = 1.15 1- 2=( -620) 214 9-10=)-182) 201 9- 1=(-1551) 912 6-13=( -939) 300 TC: 2x6 KDDF #1&BTR; SPACED .0" O.C. 2- 3=) 0) 0 10-11=(-795) 2971 1-10=( -320) 1268 13- 7=( -73) 820 2x9 KDDF #1&BTR T1 2- 4=( -517) 203 11-12=( 899) 3323 10- 2=( -17) 158 7-19=( 2967) 616 BC: 2x6 KDDF #1&BTR LOANG 4- 5=)-2739) 679 12-13=(-833) 3204 10- 4=(-2233) 580 19- 8=( -191) 106 WEBS: 2x4 KDDF STAND; LL) 25ERED. L( :.0) ON:TOPcH0RD = 32: 0 PSF5- 6=(-3335) 77413-14=) 563) 21229-11= -18) 6692x6KDDF #2A67=(-2954) 57911- 5= 730) 207DL ON BOOM CHORD = 10 PSF 7- 8=( -56) 635-12= 0) 60TCLATERALSUPPORT <= 12"OC. UGHTALLOAD = 40 PSF 12- 6= 0) 272BCLATERALSUPPORT <= 12"OC. UONLL = 2SFGundSnow (Pg) BEARINGMAXVERTMAX HORZBOGREQUIREDBOGAREANOTE: 2x9BRACINGAT29"OC UON. RLIMITEDSTORAGEDOESNAPPLY DUETO HE SPATIALLOCATIONSREACTIONSREACTONSSIESQ.IN. (SPECIES)ALLFLATTOPCHORDAREASNOT SHEATHED REQUIREMENTS OF IBC 20AND IRC 2012 OT BEING MET. 0'- 0.0" -236/ 1488V -129/ 138H 5.50" 2.38 KDDF ( 625) 35'- 8.0" -192/ 1508V 0/ OH 5.50 2.41 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.155" 8 18'- 6.3" Allowed = 1.737" MAX TL CREEP DEFL = -0.313" 8 18'- 6.3" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.046" 8 35'- 2.5" MAX HORIZ. TL DEFL = 0.076" 8 35'- 2.5" 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=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-11-11 31-08-05 )Ail Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3-11-11 13_080 18 00 Truss designed for wind loads 7-00-06 in the plane of the truss only. 1�08-02-03-09� 9-05-0 5 6-08 r ; 4 T T 4 2-00 T 1' 12 8.50 7 3 .5x3 M-9x6 / M 3x8 M-3x4 M-5x6(S) M-3x4 M-3x8 M-1.5x3 Z.� 4 s ,f, '�M-9x4 „ Ci-� .. /.ee I 1 , f r } o A r o \ \/ / A r `° t A d N O NtM M 13 ,,IA -/ f M-1.5x3 M-3x4 0.25'12 M-3x4 M-3x8 M-4x10 M-7x8(S) Y Y 1, Y Y Y 1-06-06 8-06-14 8-05-02 8-05-02 8-08-10 Y Y 35-08 4,t PR 0 �`5<S' JOB NAME : 5017-D POLYGON - D2 Scale: 0.1771 � `\i 17 °q WARNINGS: GENERAL NOTES,unless otherwise noted: t� ! P E f 1.Builder and erection contractor should be advised of a0 General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,,v 2.2x4 compression web bracingmust be installed where shown+. Incorporation of component Is the responsibility of the building designee .,+' 3.Additional temporary bracing to Insure stability during constructlon 2 Design assumes the top and bottom chords to be laterally braced et IA. ii y 9 2'o.c.and et 10'o.c.respectivey unless braced throughout their length by �„1`rr "�"� DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r DATE• 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ l ©{i ia�1 �f,. SEQ. : 612 0 9 8 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ^Y fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, G,a ,� j 2�� design bads be applied to any component, and are for"dry condition"g use. ¢,, 8.Design assumes full bearing at all supports shown.Shim or wedge If /�,� LL TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the necessary. R R` t' fabrication,handng,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 IIIIII VIII VIII VIII VIII IIIA VIII IIII IIIITPINVICA In BCSI,copies of which will be furnished upon request. g,Iines coincide Diess indicate size joint lateteri lines. t " MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) CX!I RES:12/31/201 (IE111IIIII This design prepared from computer input by PACIFIC LUMBER-BC RBMBBR hSR8BEFH@AtiONS See approved plans TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1348) 352 8- 9=(-134) 180 8- 1=(-1451) 391 5-11=(-135) 758 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1051) 367 9-10=(-294) 1803 1- 9=( -216) 1150 11- 6=(-218) 203 WEBS: 2x4 KDDF STAND 3- 4=(-1921) 541 10-11=(-325) 1919 9- 2=( -2) 421 LOADING 4- 5=(-1512) 460 11- 7=(-361) 1628 9- 3=(-1066) 297 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1924) 499 3-10=( 0) 412 BC LATERAL SUPPORT <= 12"0C, (JON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2146) 526 10- 4=) -59) 157 TOTAL LOAD = 42.0 PSF 4-11=( -647) 200 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -186/ 1485V -210/ 157H 5.50" 2.38 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 8.0" -194/ 1511V 0/ OH 5.50" 2.42 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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 = -0.093" @ 19'- 2.2" Allowed = 1.738" MAX TL CREEP DEFL = -0.187" @ 19'- 2.2" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.040" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.067" @ 35'- 2.5" 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=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 11-11 19-08-10 9-11-11 load duration factor=l.6, 1 ( Truss designed for wind loads 5-11-11 6-06-02 6-08-05 6-08-05 4-08-08 5-01-01 in the plane of the truss only. 1 1 1 1 1 1 1 12 12 B.507 M-4x6 M-5x6(S) M-4x68.50 M-3x4 .425" s Q A ii M-3x5 M-1,5x3 ,n + + 70 \/ 1 r rn 0 N O $ M-1.5x3 M-3x8 0.25"fto + o M 3x8 M-3x5 , M-5x8(S) .1 / / ). b 5-07-12 10-02-04 10-02-04 9-07-12 .1 35-08 y JOB NAME : 5017-D POLYGON - D3 � PRopt 0 Scale: 0.17573 * GtIN /0 WARNINGS: GENERAL NOTES,unless otherwise noted: <;C w 1 /t . 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 ' ^�®®PE (^ Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the 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: EE 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 continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). 4:.4;4 :::;::::14:1:: lq DATE: 11/21/2014 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ y� I• SEQ. : 6120984 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. ''? OREGO p� �/t fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ^V TRANS I D• 412903 design loads be applied to any component. and are for"dry full tion"of use. S.CampuTrus has no control over end assumes no responsibility for the S Design assumes full bearing at all supports shown.Shim or wedge If ,(` 1 4 ty fabrication,handling,shipment and installation of components. eessary. 7.Designlaesassumes adequate drainage Is provided. �y p t 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 ��'T f'l{.be ch wit be furnished upon lin s coincide with j int IIII I III VIII VIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of M Te USA,lnc/CompuT s ISoftw a 7.6 6(1 L)E request. 10.For basic co nectoroplate design values see ESR-1311,ESR-1988(Wei()center lines. 9.Digits indicate size of plate in Inches. EXPIRES:12/31/2015 1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1348) 435 10-11=(-134) 181 10- 1=(-1451) 468 BC: 2x4 KDDF 41&BTR SPACED 24.0" 0.0. 2- 3=( 0) 0 11-12=(-3B5) 1809 1-11=( -286) 1149 WEBS: 2x4 KDDF STAND 2- 4=(-1061) 423 12-13=(-429) 1914 11- 2=( 0) 430 LOADING 4- 5=(-1926) 629 13- 9=(-440) 1628 11- 4=(-1075) 328 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1528) 539 4-12=( 0) 425 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 12- 5=( -59) 157 TOTAL LOAD = 42.0 PSF 7- 8=(-1926) 602 5-13=( -655) 209 8- 9=(-2146) 626 7-13=( -136) 752 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 13- 8=( -210) 193 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -266/ 1485V -210/ 157H 5.50" 2.38 KDDF ( 625) 35'- 8.0" -261/ 1511V 0/ OH 5.50" 2.42 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = -0.093" @ 19'- 2.2" Allowed = 1.737" MAX TL CREEP DEFL = -0.187" @ 19'- 2.2" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.040" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.067" @ 35'- 2.5" 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. 7-11-11 15-08-10 11-11-11 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), 5-09-08 2-02-03 4-06-02 6-08-05 4-06-02 2-02 -03 4-08-08 5-01-01 load duration factor=1.6, .' T T T T T 1 T T Truss designed for wind loads 6-00 10-00 in the plane of the truss only. T T 3 6 f T 12 M-5x6(5) 12 M-4x6 N4=44X6 .50 8.50 p M-4x4 0.525" Q 8 /I\ y 99 IM-1.5x3 M-3x5 + 8 0 1 N 4 0 90 13 f 0M--1.5x3 M-3x8 0.25 2 M-3x8 M 3x5 0 M-5x8(S) .0 1, b .0 ). 5-07-12 10-02-04 10-02-04 9-07-12 b b 35-08 JOB NAME : 5017-D POLYGON - D4 .(«.., pROF� ,� Scale: 0.1717 44!*7 , / /( WARNINGS: GENERAL NOTES,unless otherwise noted: 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 individual 4t T.9 O f E 'l Truss• D4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown a. Incorporation of component is the responsibility of the building designer. J 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at , DES. BY• EE Is the res onsiblii of the erector.Additional rmanent bracin of 2'o.c,and at 10'o.c,respectively unless braced throughout their length by p N Pe g continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). "! r ` DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ v � �fCC 4.No bad should be applied to any component until after alt bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'i' iEGvNW SEQ. : 6120985 fasteners we complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1 �� TRANS ID: 412903 design bads be onappled control to any and assumes and are for"dry condition"g t a. /Q �!' 14 • S CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing et all supports shown.Shim or wedge If fabrication,handing,shipment end Installation of components. nesessary. l��•, P Po 7.Design assumes adequate drainage is provided. 0 r7 RI k-k+• 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 IIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be 17.6.6(1 upon request. 9.IDiges coincide iniith sizejofnttlate InrInches. cC� q/q q�1y MITBkUSA,Ino./CompUTruSSoftware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2140) 467 1- 8=(-289) 1680 8- 2=( 0) 281 6-11=(0) 281 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND2- 3=(-1672) 490 8- 9=(-290) 1679 2- 9=(-969) 237 3- 9=(-1250) 462 9-10=(-170) 1324 9- 3=(-153) 613 LOADING 4- 5=(-1250) 462 10-11=(-288) 1619 9- 4=(-219) 107 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1672) 490 11- 7=(-287) 1621 4-10=(-218) 107 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2140) 467 5-10=(-153) 613 TOTAL LOAD = 42.0 PSF 10- 6=(-970) 237 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -214/ 1498V -236/ 236H 5.50" 2.40 KDDF ( 625) ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 8.0" -214/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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 = -0.077" @ 17'- 10.0" Allowed = 1.738" MAX TL CREEP DEFL = -0.157" @ 17'- 10.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.041" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.068" @ 35'- 2.5" 13-11-11 7-08-10 13-11-11 NOTE:Design assumes moisture content does T not exceed 19% at time of manufacture. 7-02-13 6-08-14 3-10-05 4-00-08 6-06-12 7-02-13 Design conforms to main windforce-resisting T 12 T T T T T 12 T system and components and cladding criteria. 4x6 (7 M 8.50 3 M 3x4 SM-4x6 Q 8 50 Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. u-, M-3x4 2 ro o 0 m 0 m voNM-3x4 y8 I o M-3x5 M-1.5x3 9 l0 7 M-3x8 M-3x8 M-1.5x31M-3x5 ** o M-3x5(S) .1 ), 1, . .1 ). 7-01-01 6-06-12 8-04-07 6-06-12 7-01-01 b ), y * 15-08 20-00 35-08 y JOB NAME : 5017-D POLYGON - D5 1,, .0 PROpts Scale: 0.1825 ,k )N S> WARNINGS: GENERAL NOTES,unless otherwise noted: (.. ;I I 'l `'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 T. i O P c- fir' Truss: D5 and Warnings before construction commences. building component.Applicability of design parameters and proper L 2.2x4 compression web bracing must be installed where shown+• incorporation of component Is the responsibility of the building designer. s^ ., 4500011r. DES. BY: EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by DATE: 11/21/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood Ing(TC)and/or drywall(BC). ,,. ram , po ty 9 3,2x Impact bridging or lateral bracing required where shown++ ty. SEQ. : 612 0 9 8 6 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. `'*i fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, X_ G� ^G� TRANS I D: 412903 design loads be applied to any component, and are for"dry condition"of use. ar��i t- 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if '''l -7!' '1 4 ea\ fabrication,handing,shipment and installation of components. necessary. 6.This design is furnished subject to the imitations set forth b 7.PlatesPshall be assumes adequate on bothdthifae is truss,sed. p+.� i t IIIIII I IIIIIIII VIII VIII VIII VIII IIII IIII TPIANTCA In BCSI,copies of which will be furnished upon request. 8 necoincide with joint center lifaces9. of and placed so their center < y1. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e In Inches. 10.FFor baits sic onnecordicate size oplf atetdesign values see ESR-1311,ESR-1988(MITek) EXPIRES;12/31/2015 This design prepared from computer input by 1111111111This LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2140) 578 1-10=1-382) 1687 10- 2=( 0) 281 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2- 3=1-1672) 604 10-11=1-383) 1685 2-11=1-469) 229 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 11-12=1-255) 1327 11- 3=(-177) 624 LOADING 3- 5=1-1250) 550 12-13=1-387) 1619 11- 5=(-231) 137 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1250) 550 13- 9=(-386) 1621 5-12=(-231) 137 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=) 0) 0 7-12=(-177) 623 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1672) 604 12- 8=(-469) 229 8- 9=1-2140) 578 8-13=( 0) 281 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -290/ 1498V -237/ 237H 5.50" 2.40 KDDF ( 625) 35'- 8.0" -290/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) 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 = -0.077" @ 17'- 10.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.157" @ 17'- 10.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.041" @ 35'- 2.5" 15-11-11 3-08-10 15-11-11 MAX HORIZ. TL DEFL = 0.068" @ 35'- 2.5" f T NOTE:Design assumes moisture content does 7-02-13 6-06-12 2-02-03 10-0? 6-06-12 7-02-13 , 1not exceed 19% at time of manufacture. T �-10 0 Z-02 Oi Design conforms to main windforce-resisting 14 00 19 00 . system and components and cladding criteria. ( 4 6 ( 12 f 12 M 9x6 M 9x6 Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 7 Q 8.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.50 p 3 g Ar load duration factor=l.6, s� Truss designed for wind loads in the plane of the truss only. kr, M 3x9 r M-3x4 6 co .41111111,1 2 i I r ; Allikk ' 11111111111111h\ O O 13 *9;:I o �� 1** 10 M-1105x3 M-3x8 M-3x8 M-1.5x3 M-3x5 0 o M-3x5(S) ,1 y ,l b i )- 7-01-01 7-01-01 6-06-12 y 8-09-07 6-06-12 7-01-01 y y 20-00 15-08 y 35-08 �c0 PRQF,F�� JOB NAME : 5017-D POLYGON - D6 Scale: 0.1668 � c��/Iry �d� WARNINGS: GENERAL NOTES,unless otherwise noted: _4 � ,f � 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 an individual Truss• D6 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 bracingo Insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at p ry 2'o.c.and at 10'c.c.respectively unless braced throughout their length by �,rl' rr 4� DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheelhing(TC)end/or drywall(BC). t� t`" DATE: 11/21/2 014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ -q OREGON�N v./ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6120987 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 f ,� � design loads be applied to any component and are for"dry condition"of use. Q 'f 4 TRANS I D• 412903 6.Design assumes full bearing at all supports shown.Shim or wedge if f3 5.CompuTrus has no control over end assumes no responsibility for the taik necessary. Cs RIO- V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 4r'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 VIII VIII VIII VIII VIII IIID IIII IIII ide with joint center Ones. M fe SAnIDCBI,copies of/CompuTrus ich will be furnished upon Soflwere 7.6 6(1 L)E request. lines 190.For basic cccon ectorsize of plate In Inches. plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201 5 EH llfli This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2118) 465 1- 9=(-279) 1812 2- 9=(-254) 229 BC: 2x4 KDDF ql&BTR SPACED 24.0" O.C. 2- 3=(-1909) 500 9-10=(-172) 1516 9- 3=( -71) 499 WEBS: 2x4 KDDF STAND 3- 4=(-1374) 471 10-11=(-171) 1386 3-10=(-656) 289 LOADING 4- 5=(-1375) 466 11- 7=(-268) 1600 10- 4=(-359) 1190 TC LATERAL SUPPORT <= 12"0C. OON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1903) 479 10- 5=(-654) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2116) 445 5-11=( -52) 493 TOTAL LOAD = 42.0 PSF 7- 8-( 0) 65 11- 6=(-251) 206 OVERHANGS: 0.0" 12.0" ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -236/ 1498V -324/ 317H 5.50" 2.40 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 8.0" -282/ 1616V 0/ OH 5.50" 2.58 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.086" @ 17'- 10.0" Allowed = 1.738" MAX TL CREEP DEFL = -0.172" @ 17'- 10.0" Allowed = 2.317" 17-10 17-10 MAX LL DEFL = -0.002" @ 36'- 8.0" Allowed = 0.100" 1' f . MAX TL CREEP DEFL = -0.003" @ 36'- 8.0" Allowed = 0.133" 6-01-13 5-09-09 5-11 5-11 5-09-09 6-01-13 T 1' '1' T ,- 'f .' MAX HORIZ. LL DEFL - 0.044" @ 35'- 2.5" 12 12 MAX HORIZ. TL DEFL = 0.069" @ 35'- 2.5" M-9x 8.50 6 Q 8.50 NOTE:Design assumes moisture content does 4.0" not exceed 19% at time of manufacture. 4 ,6,, $ Design conforms to main windforce-resisting system and components and cladding criteria. M-5x6(5) NM-5x6(S) Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" 0.25" load duration factor=1.6, 3 5 Truss designed for wind loads og- ,co in the plane of the truss only. 0 0 00 0 r M 1.5x31/A\6: A „M-1.5x3 rn r. r o o o kM-3x5 M-3x4 18.25" M-3x9 M-3x5+` e o M-5x8(S) 1, 1, 1, .1 y 9-01-05 8-08-11 8-08-11 9-01-05 b 35-08 1-00 b 1-00 JOB NAME : 5017-D POLYGON - D79,tO PROFe Scale: 0.1635 \ GIqN �/ � WARNINGS: GENERAL NOTES,unless otherwise noted: ..457 ill Ai/ : 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 Tr`9200 PE Y' Truss: D7 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. DES. BY EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be latera ly braced at is the responsibility of the erector.Additional permanent bracing of T c.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 11/21/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheething(TC)and/or drywali(BC). �rJIs1�!u Po d1' g 3.2s Impact bridging or lateral bracing required where shown++ r „ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsiusty of the respective contractor. f, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, OREGON `V S EQ. : 612 0 9 8 8 TRANS I D• 412 903 design loads be applied to any component. and are for"dry condition"of use. +��s. If� N� S.CompuTrus has na control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q }` 14 2O4 fabrication,handling,shipment and Installation of components. necessary. 7.Designlaesassumes adequateed drainage Is truss, t 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center i 5.- lines coincide with int center lines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA In M TB SA,Inc s/CompuT us Software 7.6.6(1 L)E I,copies of which will be furnished upon request. 10.For basic connectorrplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits Indicate size of plate In Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-10=(-251) 1804 3-10=(-251) 206 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2- 3=(-2116) 445 10-11=(-171) 1513 10- 4=) -51) 493 3- 4=(-1902) 479 11-12=(-171) 1385 4-11=(-654) 289 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1374) 466 12- 8=)-263) 1599 11- 5=(-353) 1188 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1374) 466 11- 6=(-654) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=(-1903) 479 6-12=( -52) 493 TOTAL LOAD = 42.0 PSF 7- 8=(-2116) 445 12- 7=(-251) 206 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 65 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -281/ 1612V -329/ 329H 5.50" 2.58 KDDF ( 625) 35'- 8.0" -281/ 1612V 0/ OH 5.50" 2.58 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 17-10 17-10 MAX LL DEFL = -0.086" @ 17'- 10.0" Allowed = 1.738" T MAX TL CREEP DEFL = -0.172" @ 17'- 10.0" Allowed = 2.317" 6-01-13 5-09-04 5-11 5-11 5-09-04 6-01-13 MAX LL DEFL = -0.002" @ 36'- 8.0" Allowed = 0.100" f f f f f f f MAX TL CREEP DEFL = -0.003" @ 36'- 8.0" Allowed = 0.133" 12 M-4x6 12 MAX HORIZ. LL DEFL = 0.043" @ 35'- 2.5" 8.50 p Q 8.50 MAX HORIZ. TL DEFL = 0.069" @ 35'- 2.5" 4.0" 5 , NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-5x6(S) M-5x6(5) system and components and cladding criteria. .2 " 0.25" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �y, v, load duration factor=l.6, Truss designed for wind loads oo in the plane of the truss only. 1 o M-1,5x3 C 1 M-1.5x33 7 .. / ili ,1 rn 0 rria 12 . 9 o • o "M 3x5 M-3x4 1 .25" M-3x4 M-3x5 o M-5x8(S) .1 l ), ), b 9-01-05 8-08-11 8-08-11 9-01-05 y b 1-00 y 35-08 1-00 1 �Q` ,Q PROP �.� JOB NAME : 5017-D POLYGON - D8 Scale: 0.1572 �Co l.AeiN `9/ WARNINGS: GENERAL NOTES,unless otherwise noted: v 451 /'� / CJ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4: ^:92$*PE E r Truss: D 8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the 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 Wpm. DES. BY: EE s the res ons b 11 of the erector.Additional ermanent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t ,40. p ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). ry., DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required wherepshown++ ,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. ^tJ S EQ. : 6120989 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �df `t design loads be applied to any component. and are for"dry condition"of use. /<- '7 1 4 . ��T' T RAN S I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 6.and assumes foil bearing at all supports shown.Shim or wedge if yy S fabrication,handing,shipment and Installation of components. necessary. M^'-- RIO- 6. P Po 7.Design assumes adequate drainage is Provided. 6.This design Is fumished subject to the irritations 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 IIIITPI WfCA In BCSI,copies of which will be furnished upon request. 9.Digit cid cat with jointfppateIn inches.10.For MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E F �bats isicconnector � oplate design values see ESR-1311,ESR-1988(Weir) 12/31/2015EXPIRES: / : 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-14=(-595) 2572 14- 3=(-145) 832 20-11=(-368) 173 BC: 2x4 KDDF #1&RTR SPACED 24.0" O.C. 2- 3=(-3257) 814 14-15=(-542) 2321 3-15=(-542) 170 11-21=( 0) 250 WEBS: 2x4 KDDF STAND 3- 4=(-2268) 638 15-16=(-387) 1791 15- 4=( 0) 292 LOADING 4- 5=(-1875) 645 16-18=(-314) 1567 4-16=(-466) 174 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1458) 571 17-19=1 -11) 50 16- 5=(-278) 862 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 19-20=(-325) 1563 16- 6=(-492) 208 TOTAL LOAD = 42.0 PSF 6- 8=(-1567) 612 20-21=(-399) 1635 6-18=( -34) 300 8-10=(-1351) 554 21-12=(-398) 1636 17-18=( 0) 80 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pq) 9-10=( 0) 0 18-19=(-316) 1525 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1770) 616 18= 8=(-123) 124 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2158) 583 19- 8=( -71) 139 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 65 8-20=(-435) 140 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 10-20=(-156) 652 M-1.5x4 or equal at non-structural vertical members (urn). BEARING MAX VERT MAX BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -346/ 1612V -221/ 221H 5.50" 2.58 KDDF ( 625) 35'- 8.0" -346/ 1612V 0/ OH 5.50" 2.58 KDDF ( 625) 0-06-07 1'1 2-02-03 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I 15-11-11 3-08=10 Q '( 15-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2 09 4-06 09 4-06-04 1-07 12 4 08-03 3-00-07 5-06 12 6-02-13 f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" "( ( >( T f f f f f MAX LL DEFL = -0.102" @ 13'- 7.0" Allowed = 1.737" 12-00 12-00 MAX TL CREEP DEFL = -0.207" @ 13'- 7.0" Allowed = 2.317" f 12 M-4x6+ M-3x6 M 9x6+ 1' T MAX LL DEFL = -0.002" @ 36'- 8.0" Allowed = 0.100" 12 MAX TL CREEP DEFL = -0.003" @ 36'- 8.0" Allowed = 0.133" 8.507 M-44 :��NO.25" system Q 8.50 �r��®Ill� MAX HORIZ. LL DEFL = 0.066" @ 35'- 2.5., M-9x6 MAX HORIZ. TL DEFL = 0.110" @ 35'- 2.5" NOTE:Design assumes moisture content does M Sx6(Snot exceed 19% at time of manufacture. M-Sx6(S) Design conforms to main windforce-resisting 0.25and components and cladding criteria. o Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4,1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3x4 Truss designed for wind loads 3 in the plane of the truss only. 1111 1111111111116. 0, • M-3x6 N� 111cz 1 , 2xwedge M-3x4 M-3x8 0 18i !1y �o "4Ns cofi o M-5x6 o M-1.5x3 M-5x6 0.25' 21 0 M-1.5x3 M-3x5 M-1.5x4+M-1.5x4+ M-5x8 . 3.75 M-5x8(S) 12 1 .0 .0 b b b .0 l l 2-05-08 4-06-04 4-08 1-11-04 4-11-02 5-06-02 5-06-12 6-01-01 1 J, y 2-05-08 10-11-12 22-02-12 1-00 1-00 35-08 1-00 JOB NAME : 5017-D POLYGON - D9 Scale: 0.1504 ��`..� f�pfrvO ts,� WARNINGS: GENERAL NOTES,unless otherwise noted: 451 1�Ct/ 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 .92`$P E Truss: D 9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional 2'o.c.end at 10'o.c.respectively unless braced throughout their length by P ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). , lr! DATE: 11/21/2014 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. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, q ,,_OREGON TRANSI D: 412903 design loads be applied to any component. and are for"dry condition'of use. •�!� �� lc SEQ. : 6120990 S.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 1 4 �„ "}- fabdcatian,handling,shipment and Installation of components, necessary. {, 8.This design is furnished subject to the limitations set forth 7.Plates assumes adequateated bothdraface is provided. 414"*�n}�� Sr� 111111 III X111111111110111111 IIIA IIi�iI�� by 8.Plates shall be locatedon faces of truss,and placed so their center TPINVECA in SCSI,copies of which will be furnished upon request. sines coincide with Joint center lines. M ITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.FF9. orits basicicate c nneize ctorof platete in Inches. desgn values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/311/2015 1E141 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE - 1.15 1- 2=( 0) 65 2-14=(-595) 2572 14- 3=1-145) 832 20-11=(-368) 173 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-3257) 814 14-15=1-542) 2321 3-15=(-542) 170 11-21=( 0) 250 WEBS: 2x4 KDDF STAND 3- 4=(-2268) 638 15-16=(-387) 1791 15- 4=( 0) 292 LOADING 4- 5=1-1875) 645 16-18=1-314) 1567 4-16=(-466) 174 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1458) 571 17-19=( -11) 50 16- 5=1-278) 862 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=1 0) 0 19-20=1-325) 1563 16- 6=(-492) 208 TOTAL LOAD = 42.0 PSF 6- 8=1-1567) 612 20-21=1-399) 1635 6-18=( -34) 300 8-10=(-1351) 554 21-12=1-398) 1636 17-18=( 0) 80 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18-19=(-316) 1525 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1770) 616 18- 8=(-123) 124 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2158) 583 19- 8=1 -71) 139 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=) 0) 65 8-20=(-435) 140 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 10-20=(-156) 652 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -346/ 1612V -221/ 221H 5.50" 2.58 KDDF ( 625) 35'- 8.0" -346/ 1612V 0/ OH 5.50" 2.58 KODF ( 625) 'COND. 2: Design checked for net1-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0-06-07 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 13-11-11 7-08-10 13-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.102" @ 13'- 7.0" Allowed = 1.737" 2-09 4-06-04 4-06-04 1-07-12 4-08-03 /,-02-03 5-06-12 6-02-13 MAX TL CREEP DEFL = -0.207" @ 13'- 7.0" Allowed = 2.317" MAX LL DEFL = -0.002" @ 36'- 8.0" Allowed = 0.100" 12=00 1'3-00-07 12-00 MAX TL CREEP DEFL = -0.003" @ 36'- 8.0" Allowed = 0.133" ,( 1' T f MAX HORIZ. LL DEFL = 0.066" @ 35'- 2.5" 12 M-330 9 12 MAX HORIZ. TL DEFL = 0.110" @ 35'- 2.5" f 8.50 M-4x6 M-4x6 Q 8.50 NOTE:Design assumes moisture content does 8 6 M 3x8 g not exceed 19% at time of manufacture. 6 M-5x6(5) (5) Design conforms to main windforce-resisting system and components and cladding criteria. 0.25"rn4 101,1-25x6 . 5 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o A /A/k .. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oc load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. 111111111111116. cr,M 1x4 M-3x8 . 1817 i9 ° zl �.rs o o M-1.5x3 M-5x6 0.25' M-1.5x3 M-3x5 o M-1.5x4+M-1.5x4+ M-5x8 . 3.75 M-5x8(5) 12 .0 b b , y l l b l 2-05-08 4-06-04 4-08 1-11-04 4-11-02 5-06-02 5-06-12 6-01-01 y l 2-05-08 10-11-12 22-02-12 l 00 1 y 1-00 35-08 1-00 JOB NAME : 5017-D POLYGON - D10t. ` 0 PROF- Scale: 0.1504w�� (�il�Il r �/�1 WARNINGS: GENERAL NOTES,unless otherwise noted: l', rf„nr 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an Individual >+ r E Truss D10 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracingto insure stabilityduring construction 2.Design assumes the top and bottom chords to be lateral braced at DES. BY: EE p ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 411 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � �N f, 4.No load should be applied to any component until aft "7 �j alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. � `V S EQ. : 6120991 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 "1/. \ design bads be applied to any component. and are for"dry condition"of use. f k1 4 p. ‘,,„±TRANS I D: 412903 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 {3, necessary. fie R RI V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r�'l1 it t" 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 VIII VIII VIII VIII VIII VIII IIII IIII TPI N?CA in BCSI,copies of which will furnished upon request. git coincide with joint ain inches.9.Digitssindicate icesize oplate ein Inness. vv 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: 2/31%2Q1rJ IIII I IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-11=(-527) 2545 11- 3=(-125) 823 16- 7=( -72) 139 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-3258) 693 11-12=(-4B0) 2296 3-12=(-538) 174 7-17=(-424) 113 WEBS: 2x4 KDDF STAND 3- 4=(-2268) 523 12-13=(-314) 1786 12- 4=) 0) 292 8-17=(-153) 653 LOADING 4- 5=(-1876) 526 13-15=(-200) 1568 4-13=(-465) 194 17- 9=(-376) 192 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1459) 484 14-16=( -7) 50 13- 5=(-234) 862 9-18=( 0) 250 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1568) 511 16-17=(-205) 1564 13- 6=(-492) 164 TOTAL LOAD = 42.0 PSF 7- 8=(-1352) 466 17-1B=(-306) 1638 6-15=( -23) 286 8- 9=(-1772) 504 18-10=(-304) 1640 14-15=( 0) 80 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2160) 476 15-16=(-199) 1525 ALL FLAT TOP CHORD AREAS NOT SHEATHED 15- 7=(-106) 98 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -270/ 1616V -207/ 214H 5.50" 2.58 KDDF ( 625) ** For hanger specs. - See approved plans 35'- 8.0" -224/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.102" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.207" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.066" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.110" @ 35'- 2.5" 11-11-11 11-08-10 11-11-11 NOTE:Design assumes moisture content does 2-09 4-06-09 9-08-07 1-05-09 5-02-10 5-02-10 5-06-12 6-02-13 not exceed 19% at time of manufacture. T 1' 1' 1' T 1' 1' '1' 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 8.50 7 M 9x65 M-3x9 M-3x8 a-4x6 N 8.50 J, 6 .7 NIIIN Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) load duration factor=l.6, 0.25" Truss designed for wind loads in the plane of the truss only. 40.25" rn v?. I A- Addii111166. 0 01 M-3x4 3 • a 1 12 151:4 AIMIIIIhli 1 2xwedge M 3x4 M 3x8 0 14 16 18 1Y* o o M-5x6 o OM-1.5x3 M-5x6 0.25 M-1.5x3 M-3x5 I M-1.5x4+M-1.5x4+ M-5x8 ...,:n 3.75 M-5x8(S) 12 1' 1, 1, 1, ). 1, 1, 1, ), 2-05-08 9-06-09 4-08 1-11-04 9-11-02 5-06-02 5-06-12 6-01-01 ) 2-05-08 10-11-12 22-02-12 /, /, ,1 1-00 35-08 JOB NAME : 5017-D POLYGON - D11 pts P�Q)c� Scale: 0.1510 Cs GIN /(�y�j'Q �/ WARNINGS: GENERAL NOTES,unless otherwise noted: L{,f /'''11 + I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual �' ;921IPE r Truss: D 11 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 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: EE 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 4 ` continuous sheathing such as plywooding(TC)and/or drywell(BC). DATE: 11/21/2014 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. -�� OREGON lf � 4o SEQ. : 6120992 fasteners Sre complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, tt ^W design bads be applied to any component. and are for"dry condition"of use. / TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4 �� fabrication,handling,shipment and installation of components. necessary. s p �y p 6.This design is furnished subject to the limitations set forth by 8. PlateDesisshallbe locateassumes d on both faces drainage of truss,and placed so their center 1 n I� IIIIII IIII VIII(IIIIII I III I IIII IIII IIII TPINVECA in BCSI,copies of which will be famished upon request. Digit coincidenctwith joint center nlines. he 9.Digits indicate size of plate in Inches. M iTek USA,IDC./COmpuTrua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11 IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-13=(-732) 2598 13- 3=1-185) 839 10-19=(-196) 833 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3318) 955 13-14=1-667) 2345 3-14=1-592) 278 19-11=(-117) 134 WEBS: 2x4 KDDF STAND; 3- 4=1-2258) 678 14-16=1-610) 2522 14- 4=1-166) 911 2x4 KDDF #1&BTR A LOADING 4- 5=( 0) 0 15-17=( -29) 118 14- 6=(-992) 300 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=1-1761) 604 17-18=1-554) 2371 6-16=( 0) 285 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2514) 817 18-19=(-520) 2121 15-16=1 0) 82 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2140) 716 19-12=1-455) 1604 16-17=1-528) 2269 8-10=(-1560) 551 16- 7=( -81) 220 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 17- 7=1-162) 146 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-1981) 625 7-18=(-360) 64 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=1-2127) 640 18- 8=( -6) 345 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8-19=(-873) 269 OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF 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) ** For hanger specs. - See approved plans 0'- 0.0" -323/ 1616V -136/ 143H 5.50" 2.58 KDDF ( 625) 35'- 8.0" -279/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.146" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.294" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.079" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.131" @ 35'- 2.5" 9-11-11 15-08-10 9-11-11 NOTE:Design assumes moisture content does 2-09 5-00-08 2-02-033-05-09 5-03 4-09-12 2T 02-033-10-04 3-11-05 not exceed 19% at time of manufacture. f f f ' '' ' )-02-OS ' ' f Design conforms to main windforce-resisting 8-00 8-00 system and components and cladding criteria. T 1' T 1' 125 M-5x8(S) 9 12 Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.50 M-4x6 M-4x6 Q 8.50 load duration factor=1.6, f M-3x4 0.25" M-3x4 o Truss designed for wind loads 6 /P,A79 O in the plane of the truss only. rn o M-1.5x3 o M-3x51 A G, M-3x6 t A 7 X :-.109.13 2xwedge M 34x8 0 16 s 17 >� 9 **12 /-i M-5x6 OM-1.5x3 M-3x8 0.25 M- x8 M-3x5 0 0 M-1.5x4+M-1.5x4+ M-5x8 a 3.75 M-5x6(S) 12 ,1 ) ,i b )' b b J' 2-05-08 5-02-04 5-11-04 4-11-08 4-08 4-09-12 7-07-12 / / 1 / 2-05-08 10-11-12 22-02-12 / ) / 1-00 35-08 JOB NAME : 5017-D POLYGON - D12 "(�� PR es Scale: 0.1445 �J !_,IGIJN 'sl WARNINGS: GENERAL NOTES,unless otherwise noted: 'J 'Cl/PT, 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 4 . a 92.1 PE Truss•• D12 and Warnings before construction commences. buliding 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 ��p DES. BY• EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4/tta�'" is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as ood sheathing(TC)C and/or d II BC. PIcw 9(r s ( ) ty. DATE• 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� I`,i� 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibitty of the respective contractor. � A�OREGON h W' SEQ. : 6120993 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, y �d N TRANS 1 D 412903 design bads ben control to any component. and are far"dry condition"of use. pF wedge 'hh '7 P ^} • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or if .+r Q fabrication,handling,shipment and Installation of components. necessary. f)C)I I `` y 9. P P° 8.Plates assumes adequatedodrainage Isprovided.truss, 1+ 6.This design is famished subject to the Amhatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center (IIIIII VIII VIII VIII VIII IIII VIII IIII IIII TPI/WTCA in nc./ copies of which will be famished upon request. lines coincide with joint centnr nInes. 9.Digits Indicate size of plate In Inches. ❑ 12/31/2015 MITek USA,InC./COff pUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wel() EXPIRES. 1 11111 I II1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-11=(-637) 2598 11- 3=(-156) 839 16- 7=( -13) 345 BC: 2x4 KDDF #1076 SPACED 24.0" O.C. 2- 3=(-3318) 807 11-12=(-581) 2345 3-12=(-590) 294 7-17=(-873) 238 WEBS: 2x4 KDDF STAND; 3- 4=(-2258) 541 12-14=(-477) 2522 12- 4=(-144) 911 8-17=(-179) 833 2x4 KDDF #1&BTR A LOADING 4- 5=(-1761) 503 13-15=1 -23) 118 12- 5=(-992) 271 17- 9=(-129) 148 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2514) 685 15-16=(-436) 2371 5-14=( 0) 285 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2140) 602 16-17=(-388) 2121 13-14=( 0) 82 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1560) 462 17-10=(-373) 1604 14-15=(-415) 2269 8- 9=(-1981) 510 14- 6=1 -50) 205 LL = 25 PSF Ground Snow (Pg) 9-10=(-2127) 530 15- 6=(-162) 146 NOTE: 2x4 BRACING AT 24"OC UON. FOR 6-16=(-360) 72 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -247/ 1616V -136/ 143H 5.50" 2.58 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -204/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.l 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 = -0.146" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.294" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.079" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.131" @ 35'- 2.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 7-11-11 19-08-10 7-11-11 Design conforms to main windforce-resisting T T .( T system and components and cladding criteria. 2-09 5-02-11 5-05-09 5-03 4-09-12 4-04-08 3-10-04 3-11-05 '( T T T T T T T . Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x8(S) load duration factor=l.6, 8.50(7 M 4x6 M-3x4 0.625" M-3x4 e 4x6 Q 8.50 Truss designed for wind loads k _1_ ,‘ in the plane of the truss only. r a, M-1.5x3 09 M-3x50 1Mz7/. co .., Mk Aa, o o2xwedge M 3x8 0l4: A/o x6 c,44-1.5x33M 3X8 0.2la 56 M-3x8 M-3x5 D v M-1.5x4+M-1.5x4+ M-5x6(S) .a 3.75 M-5x8 12 J'' b .1 i b i' b y y-05-0 y 5- 02-04 5-11-04 y 4-11-08 4-08 4-09-12 7-07-12 b y y-05-08 10-11-12 22-02-12 1-00 35-08 y JOB NAME : 5017-D POLYGON - D13 sale: 0.1706 5' < ."- �h,sss/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 41 ti//tiJ(/ . 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 Q' !924 0 PE 1-"' Truss: D13 and Warnings before construction commences. building component.Applicability of design parameters and proper ANir 2.2z4 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: EE 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 . 4410.1W continuous sheathing such as plywooding(TC)end/or drywall(BC). DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ CC SEQ. : 6120994 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibitty of the respective contractor. "3rL OREGON `, 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, ^ S V TRANS I D• 412903 design loads be applied to any component and are for"dry condition"of use. / �� .CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beefing at all supports shown.Shim or wedge if 41 4 2. 4 fabrication,handing,shipment and Installation of components. necessary. ,r 1- 9 7.Design assumes adequate drainage is provided. ,{�' b rs i 4 6.This design Is furnished subject to the IlnJtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r'1!-1 L. IIIIII I VIE I III IN VIII VIII IIII IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. MiTek USA,Inc./COmpuTR S Software 7.6.6(1 L)-E lines coincide with joint center Nnes. 9.Digits Indicate size of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IlL IIIIIEMI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-08-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 64 2-11=(-2038) 5418 11- 3=( -602) 1690 15- 8=( -380) 1154 BC: 2x6 KDDF #10TR 2- 3=(-6808) 2396 11-12=(-1840) 4884 3-12=( -640) 246 8-16=(-1672) 904 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-5164) 1894 12-13=(-2578) 6210 12- 4=( -710) 2188 16- 9=1 -618) 2136 2x4 KDDF #1&BTR A LL = 25 PSF Ground Snow (Pg) 4- 5=(-4194) 1584 14-15=) -152) 376 12- 5=(-2618) 1316 9-17=(-4404) 1898 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V5- 6=(-7530) 3110 15-16=(-2410) 5784 5-13=) -660) 1714 17-10=( -310) 230 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 35'- 8.0" V6- 7=(-7458) 3080 16-17=(-15441 3584 14-13=( 0) 112 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 8.0" V7- 8=(-6734) 2782 13-13- 6=( -348) 814 8- 9=(-4818) 1946 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 9-10=1 -58) 68 13-15=(-2616) 6450 7-15=(-1174) 716 NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -1038/ 3041V -88/ 162H 5.50" 4.87 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -1245/ 3004V 0/ OH 5.50" 4.81 KDDF ( 625) ** For hanger specs. - See approved plans ( 2 ) complete trusses required. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.1 Attach 2 ply with 3"x.131 DIA GUN nails staggered: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.239" @ 13'- 7.0" Allowed = 1,737" MAX TL CREEP DEFL = -0.444" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL = -0.076" @ 35'- 4.5" MAX HORIZ. TL DEFL = 0.119" 0 35'- 4.5" 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. 29-08-05 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-11-11 load duration factor=1.6,(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2-09 3-00-08 3 09-19 3-11-10 9-11 08 5-09-11 5-06-03 5-09 11 End vertical(s) are exposed to wind, T 1' 320# ? Truss designed for wind loads 12 M-Sx6(S) in the plane of the truss only. 8.50 M 9x6 M 3x4 M 1.5x3 0.25" M 3x9 M-3x8 M-1.5x3 f 5 6 >1. 7 8 9 � -s cr., M-3x5 4111prir N. 4.00011°T.WF,IINVI:CD + I M o 101 M-3x6 12xwedge 12 frO **1.7 x8 M-6x6 M-3x8 119 M-7x8 M 15 9x12 0.25 5 M-3x8 M 1.5x9+M 1.5x4+ M-1.5x3 M-7x8(S) a 3.75 12 ,1 y b b b b b 2-05-08 3-02-09 7-11-09 5-01-04 8-05 8-06-12 1' y y y 2-05-08 10-11-12 22-02-12 y b 1-000 35-08 JOB NAME : 5017-D POLYGON - D14 A . Pr�o,� s Scale: 0.1647 SO r\AG(N �/" WARNINGS: GENERAL NOTES,unless otherwise noted: v i�I � -, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4t 7 P c L r Truss: D14 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 .gip. DES. BY: EE is the res ons bid' of the erector.Additional ennanent bract of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by 10.E p riY P ng continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON IrC 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responslbihty of the respective contractor. "�. ^c/ SEQ. : 6120995 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" '%1 NN\ ''^ design bads be appied to any component. and are for"drycondition" full b bearing of use. 6 r 14 4 a"'�" TRANS I D: 412 9 0 3 5.CompuTrus has no control over and assumes no responsibility for the 6.aand ar assumes full bearing at all supports shown.Shim or wedge if [ {� fabrication,handling,shipment and Installation of components. 7,Design sumes adequate drainage Is provided. R»RML � �✓ 8.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 IIIIII IIII VIII VIII VIII VIII VIII IIII IIIITPIANiCA In BCSI,copies of which will be famished upon request. lines coincide with joint center hnes. 9.Digits ndsize of platein inches. MITek USA,Inc./CompuTrus 3 Soffware+7.6.6-SP1(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12 q 1tt2Q1nJ 1E111 111 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(-53) 96 6-5=( 0) 18 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-180) 24 5-7=(-85) 148 5-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=( -33) 36 3-7=(-157) 90 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" -47/ 352V -34/ 113H 5.50" 0.56 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -94/ 79V 0/ OH 1.50" 0.13 KDDF ( 625) 6'- 0.0" 0/ 96V 0/ OH 5.50" 0.15 KDDF ( 625) 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.' BOTTOM CHORD CHECKED FOR lOPSF 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" 3-11-11 MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.170" T MAX TL CREEP DEFL = -0.010" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" @ 5'- 5.6" Allowed = 0.078" 12 MAX BC PANEL TL DEFL = -0.002" @ 3'- 12.0" Allowed = 0.164" 8.50 p /- -/ MAX HORIZ. LL DEFL = -0.006" @ 5'- 5.6" MAX HORIZ. TL DEFL = 0.008" @ 5'- 5.6" ) NOTE:Design assumes moisture content does M-4x6 not exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting t system and components and cladding criteria. 0 Oo Wind: 190 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o `V (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, 0 Truss designed for wind loads r!--) in the plane of the truss only. ., 111IIIIIIIIIIIIIIIIMIIIIT 10 71110- 11 -7 o �I o M-1.5x3 11111111111111 7 f o M6-3x4 M-3x4 M-3x5 r b 1, b b I 2-03-12 3-01-13 0-06-07 .1 3 3- 3 1-00 , 2-05-08 3-06-08 3, PROVIDE FULL BEARING;Jts:2,4,7( 6-00 JOB NAME : 5017-D POLYGON - DCJ2 <c` O PRD,c�st Scale: 0.5479 Ch�Co d�/�yN ��pyJ{-'yl �/11 WARNINGS: GENERAL NOTES,unless otherwise noted: 17 V / ' Itt-- 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 G {" Truss• DCJ2 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 designer. +°' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY• EE 2'o.c.and at 10'o.c.respectivey unless braced throughout their length by y Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,r •Alm?r DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ T til (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. - OREGON ,(u SEQ. : 6120996 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, -,6 :4f design bads be applied to any component. and are for"dry condition"of use. TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all suppo is shown.Shim or wedge If Q 4 2Q 1siC _P fabrication,handing,shipment and Installation of components. nnvironassumes adequate drainage is provided. ' M i}�ti;,. 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 T I/VVTCA in BCSI,copies lines coincide with int center Ines. IIIIII III III VIII VIII VIII VIII III IIII M Te USA,Inc./CompuTrus Software 7.6.6(1L)-Z request. 10.For basic co nectoroplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size ofplate in inches. EXPIRES:12/31/2015 1111111111 'llll llllll 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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(-138) 172 6-5=( 0) 18 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-263) 57 5-7=(-218) 267 5-3=( O) 51 WEBS: 2x4 KDDF STAND 3-4=( -73) 59 3-7=(-289) 232 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" -37/ 395V -51/ 159H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 5.6" -11/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.7" -63/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) 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.[ BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.013" @ 2'- 3.8" Allowed = 0.254" 1' 1' MAX TL CREEP DEFL = -0.016" @ 2'- 3.8" Allowed = 0.339" 4 - 12 MAX HORIZ. LL DEFL = -0.015" @ 5'- 5.6" MAX HORIZ. TL DEFL = 0.015" @ 5'- 5.6" 8.50 p 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. M I Wind: 140 mph, h=22.7ft, 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, ro o I 3 Truss designed for wind loads o �O in the plane of the truss only. bIIIIIIIIIIIIIIIh.-_ r, N11111111111111111MMIMM _, =� rn On 7t f-- ill , M-3x4 r'.-- M-1.5x3 I ` ► 6 o M-3x4 M-3x5 A- [PROVIDE FULL BEARING;Jts:2,7,4 J. ,l 1 .0 2-03-12 3-01-13 0-06-07 * .0 ,0 1 1-00 2-05-08 3-06-08 b * 6-00 JOB NAME : 5017-D POLYGON - DCJ3 DPROF Scale: 0.4837 fGIN Ws�� WARNINGS: GENERAL NOTES,unless otherwise noted: v/// 7/ : 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 .92,0 P E 1F Truss• DCJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: EE 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). ,,x/r t DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -17CIREGON jU SEQ. : 6120997fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, { �ftX design loads be applied to any component. and are for"dry condition"of use. / rf(� TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 G' �h fabrication,handling,shipment and installation of components. necessary. 41' {{ S' 7.Design assumes adequate drainage Is provided. "'� .ri R t . 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 1111111111 11111 11111 11II II II 11111 II III[ TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center 9.Digits Indicate size of plate in inches. MiTek USA,Irm./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 • I IIIIII IIIIII 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 %l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-7=(-101) 156 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-239) 47 6-8=(-160) 242 6-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=(-162) 130 3-8 (-257) 170 LOADING 4-5=) -58) 25 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 383V -6B/ 207H 5.50" 0.61 KDDF ( 625) 5'- 5.6" -8/ 126V 0/ OH 5.50" 0.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -137/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 11.7" -19/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10151 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 7-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" /- 5 -, MAX TLMCREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" j MAX HORIZ. LL DEFL = -0.011" @ 5'- 5.6" 12 MAX HORIZ. TL DEFL = 0.013" @ 5'- 5.6" 8.50 p 4 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0( Design conforms to main windforce-resisting rn system and components and cladding criteria. 0+ o Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), °J load duration factor=l.6, M-4x6 Truss designed for wind loads 3 in the plane of the truss only. ko �O ,, 1111111.11■.---N .0 -, o -m c, M-1.5x3 I 2 o M- 3x9 MM3x54 s- l l ) l 2-03-12 3-01-13 0-06-07 l l l y 1-00 l 2-05-08 5-06-03 l l 6-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,8,4,5I JOB NAME : 5017-D POLYGON - DCJ4 (, fi 0 PROP Scale: 0.3819 C1 t cS© WARNINGS: GENERAL NOTES,unless otherwise noted: 44.,tc3c ',III"/1 1.Builder and erection contractor should be advised of all General Nates 1.This design Is based only upon the parameters shown and is far an individual '-920 0 PE r' Truss: DCJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper G 2.2x4 compression web bradng 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 i^ DES. BY: EE 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: 11/21/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as ptywood required sheathing(TC)and/or drywall BC. Pa ty 0 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be applied to any component until after allb acing and 4.Installation of truss is the responsibility of the respective contractor. t SEQ. : 6120998C 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, hb' �.14 TRANS I D• 412903 design bads be appBed to any component. and are for"dry condition"of use. X11` ,,,,OREGON S.CampuTrus hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �'a '7 F 14 2,5 4 fabrication,handling,shipment and installation of components. necessary. '3� 6.This design is furnished subject to the limitations set forth by7.Plates assumes adequateofaces drainage is provided. I IIIIII I III VIII VIII VIII VIII VIII IIII IIII 8.Plates shall be located on both of truss,and placed so their center -44F110-. TPI/1MCA In BCSI,copies of which will be furnished upon request. lines coinccate sizeide with joint center lines.MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.Forlbasiciconnecto rplplate te design values see ESR-1311,ESR-1988(Weft) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-7=1 -B4) 149 7-6=1 0) 18 SPACED 24.0" O.C. 2-3=(-224) 98 6-8=(-133) 231 6-3=1 0) 50 BC: 2x4 KDDF ST3-4=(-236) 199 3-8=(-246) 142 WEBS: 2x4 KDDF STANDNDR LOADING 4-5=( -90) 54 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -26/ 377V -B5/ 256H 5.50" 0.60 KDDF ( 625) 5'- 5.6" -7/ 120V 0/ OH 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -186/ 302V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -64/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF 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/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 9-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T T MAX LL DEFL = -0.009" @ 2'- 3.8" Allowed = 0.254" -> MAX TL CREEP DEFL = -0.013" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = 0.010" @ 5'- 5.6" MAX HORIZ. TL DEFL = 0.013" @ 5'- 5.6" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 8.507 Design conforms to main windforce-resisting system and components and cladding criteria. c) Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 41 0, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q, o load duration factor=l.6, Truss designed for wind loads .�, in the plane of the truss only. 0 co M-4x6 3 AIP:ILII 'd -m o M-1.5x3 �i Mjx4� co o M-3x4 M-3x5 .1 b /' J, 2-03-12 3-01-13 0-06-07 .1 1' .1 /' 1-00 2-05-08 7- 6-03 y y 6-00 3-11-11 PROVIDE FULL BEARING;Jts:2,8,4,5I 9, ,0PRope JOB NAME : 5017-D POLYGON - DCJ5 Scale: 0.3336 ,S� G�GIN /0,.g_ WARNINGS: GENERAL NOTES,unless otherwise noted: 'J v r" rr/ 1/1 C 'vim 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual '4 . ^92*•1-E 1-- Truss: Truss• DCJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper +A/ 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 debility during construction Ale 2.Design assumes the top and bottom chords to be laterally braced at .. e DES. BY: EE po ry ty 2'o.c.and at 10'o.c.respectively unless braced throughout their length by I' .R�"'°"P Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).D -111 CC ATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ R . � I,V , 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "'9 ` SEQ. : 612 0 9 9 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, .4- 4p eb . design bads be applied to any component and are for"dry condition"g use. i.© 'T 1' j 4 1y TRANS I D: 412903 5.CompuT us has no control over end assumes no responsibility for the 6'necessary.ssumes full bearing at all supports shown.Shim or wedge if ryt i `' fabrication,handling,shipment and Installation of components. 4 R t t \.. g, P Po 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 IIIIII IIII VIII VIII VIII VIII VIII IIII IIIITPIIWICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in Inches. n M iTek USA,Inc./CompuTfus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES;12/31/201 INNThis 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2- 8=(-100) 160 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-267) 151 7- 9=(-157) 248 7- 3=( 0) 50 WEBS: 2x4 KDDF STAND 3- 4=(-291) 257 3- 9=(-264) 167 LOADING 4- 5=(-163) 125 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -54) 25 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -27/ 379V -103/ 307H 5.50" 0.61 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 5.6" -13/ 123V 0/ OH 5.50" 0.20 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -175/ 278V 0/ OH 1.50" 0.36 KDDF ( 625) 9'- 11.2" -137/ 216V 0/ OH 1.50" 0.28 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11'- 11.7" -22/ 36V 0/ OH 1.50" 0.06 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11-11-11 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 ( f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 6 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.009" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" 5 MAX HORIZ. LL DEFL = -0.011" @ 5'- 5.6" MAX HORIZ. TL DEFL = 0.014" @ 5'- 5.6" 12 NOTE:Design assumes moisture content does 8.50 p i, not exceed 19% at time of manufacture. Design conforms to main windforce-resisting ^'' system and components and cladding criteria. r 9 0 o Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, io r: cm (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, CD cr. Truss designed for wind loads in the plane of the truss only. M-4x6 3 �O o o M-1.5x3 M-3x4 Mi3x4 0 f- M-3x5 / 1 / 1 2-03-12 3-01-13 0-06-07 / / ,l / 1-001. 2-05-08 y 9-06-03 y 6-00 5-11-11 'PROVIDE FULL BEARING;Jts:2,9,4,5,61 JOB NAME : 5017-D POLYGON - DCJ6 ,��t p�Q Op, Scale: 0,2909 I. l,,�/ IN , WARNINGS: GENERAL NOTES,unless otherwise noted: Cj f v`/1I,'i/I I 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 ^� i PE Truss: DCJ6 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: EE 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: 11/21/2014 the overall structure Is the responsibilityof the buildingdesigner. continuous sheathing such as ptywood sheathing(TC)and/or drywali(BC). .,,,,/,,,,,t z 9 3. Impact bridging or lateral bracing required where shown++ „ S EQ, : 6121000 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, i1_ � � `W TRANS ID: 412903 design loads be applied to any component. and are for"dry condition"of use. �7 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if '�� }' Q -,�... fabrication,handling,shipment and Installation of components. necessary. �`y„ 6.This design is furnished subject to the limitations set forth by9.Design aslumes adequate drainage is provided. �L•:-fy i:1 `�t 111141111111111 Vrequest 8 Pleec i cid ee withhjoin on both fns of truss,and paced so their center CC+l 4 TPI/WfCA in SCSI,copies of which will be furnished upon lines coincide joint center lines. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z to.For oibasic connector ts indicate size opiate 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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KOH #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 98 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-85) 49 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -102/ 406V -19/ 86H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -91/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF I8C 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.005" @ 1'- 0.8" Allowed = 0.119" MAX BC PANEL TL DEFL = 0.007" @ 1'- 8.5" Allowed = 0.339" MAX BC PANEL LL DEFL = 0.014" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 1-11-11 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" T T MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 NOTE:Design assumes moisture content does 8.50 p not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0o Truss designed for wind loads in the plane of the truss only. rnI 0 M oc',,- . fO t O 110-74 M-3x4 1-06 (PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME : 5017-D POLYGON - DJ1 � � INep, Scale: 0.6119 t�� f�� s'1Q WARNINGS: GENERAL NOTES,unless otherwise noted: 41 v!/']4r/2) 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual C' ±92 0 OP E r Truss• DJ1 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' EE r and at respectively unless bracedthroughout thro hd length s onsibili tyof the erector.Additional ermanent bracin of continuous sheathing such aplywood sheathing(7C)and/or drywe ). ,,,,,APP. /'" DATE• 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �(/ It 4.No load should be appied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. '}r SEQ 6121001 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. V �,,` TRANS ID: 412903 4" " design loads be applied to any component. and are for"dry condition"of use. O 14 a, 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if A, �7 necessary. 'f'f "C�t�It \. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. r'1 t-5 It 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ch will be furnished upon ines incide with joint center lines. IIIIII IIII VIII VIII VIII VIII VIII IIII IIIIMITTPe USA,lnC./COmpuTfus(Software 7.6.6(1 L)E request. late in inches. 0.9.IFigits For basicateplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • 1E1111 'III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" 0.0. 2-3=(-124) 95 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -36/ 402V -50/ 155H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -90/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) 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 lOPSF 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 = 0.122" @ 3'- 7.2" Allowed = 0.446" 5-11-11 MAX TC PANEL TL DEFL = -0.112" @ 3'- 4.8" Allowed = 0.669" 1' T /- 3 - MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 8.507 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=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), to load duration factor=l.6, ar of Truss designed for wind loads 0 o in the plane of the truss only. M I o a cn o f- C CD o M-3x4 1, ,l y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME •. 5017-D POLYGON - DJ3 PRo 1s Scale: 0.5141 Co OIN ett,.. �/0 WARNINGS: GENERAL NOTES,unless otherwise noted (4j VL!// //(! . 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. ±92.OP E ,r' Truss: DJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be lateral braced at ! DES. BY: EE 3.Additional temporary bracing to Insure stability during construction ly 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 continuous sheathing such as pywooding(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.Zx 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 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D' 412903 design loads be applied to any component. end are for"dry condition"of use. '� � �� SEQ. : 6121002 S.CompuTrus has no control aver and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge 4 " 1 A 2Q \,...4", fabrication,handing,shipment and Installation of components. necessary. 41 .' 7.Design assumes adequate drainage Is provided. "PHIL t 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center t� ch will be furnished upon lines coincide with int center lines. IIIIII IIIIIIIII(IIII'IIII'IIII'IIII IIII IIIIITPI/VViCA in BCSI,copies of M Te SA /CO I pule S'Software 7.6 6(1 L)E request. 10.For basic connector oplate design values see ESR-1311,ESR-1988(MITek) 9.Digits indicate size of plate In Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=10) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-198) 179 3-9=( -82) 33 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -67/ 200H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -187/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ 1V 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 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" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.072" @ 2'- 11.8" Allowed = 0.498" a MAX TC PANEL TL DEFL = -0.061" @ 2'- 11.9" Allowed = 0.672" 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 8.50 p g NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. I r Design conforms to main windforce-resisting system and components and cladding criteria. ca Wind: 190 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), 0 o load duration factor=1.6, c. io Truss designed for wind loads 1 in the plane of the truss only. ko rn o'- rn os- ►1 5�� -/ 0 M-3x9 r 1, 1 1 .1- 1-00 1-00 6-00 1-11-11 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5017-D POLYGON - DJ4 ``"- PRDfi�S Scale: 0.9653 5� ! 0,IN s/ WARNINGS: GENERAL NOTES,unless otherwise noted: 4(1' v Iit P fpx t-c- 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 7920 0 k'"E Truss• DJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at �, DES. BY: EE Is the res nslblli of the erector.Additlonal ermanent bracin 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: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� OREGON t, �Jr 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. iQ SEQ. : 6121003 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 1' �PF" design loads be applied to any component. and ere for"dry condition"of use. �h 1 T /4 p TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 6'and am sumac full bearing at at supports shown.Shim or wedge If Vilig . j f fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. r+.r�n I t 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located pon both faces of truss,and placed so their center I,copies of ines coincide with joint center lines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIII M 6 SAnInc ICofnpuT us(Software 7.6.6(10-E request. late In inches. 19.0.IFF oIts basicicot nectorofplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 #111111111 IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 RIDE #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-267) 244 3-4=( -98) 45 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -84/ 246H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -216/ 372V 0/ OH 1.50" 0.48 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -55/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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" -J MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.047" @ 3'- 4.9" Allowed = 0.448" MAX TC PANEL TL DEFL = -0.057" @ 2'- 11.9" Allowed = 0.672" MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 12 NOTE:Design assumes moisture content does 8.50 p not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, jl o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, of o Truss designed for wind loads o t in the plane of the truss only. r- w rn 0 i /- o 0 M-3x4 1, ,1 ,, b 1-00 6-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,5,3,4I JOB NAME : 5017-D POLYGON - DJ5 ,5.«�' pN� ,.0' Scale: 0.3942 ]I ) )lf, WARNINGS: GENERAL NOTES,unless otherwise noted: 44(:. � II/'4/I 1.Buckler 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 . 920 O P E �r^' Truss: DJ5 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: EE 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 4020111.. DATE: 11/21/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required in ere end/or d ywell(BC). , +"�+fir, ty g 3.a Impact bridging or lateral bracing where shown++ 4 CC. SEQ. : 61210 0 4 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 /,� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1- 7, . TRANS ID: 412903 design loads be applied to any component. and are far"dry condition'of use. �i S.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'I7 Y ,Q �"�'• fabrication,handling,shipment and installation of components. necessary. i'tf.`` ,e, 7.Design assumes adequate drainage is provided. 1 V 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center V lin s coincide with j int IIIIII IIII 1111 VIII Mill IIII be furnished upon MTB USA,lnc./COmpuTrus Softw I/WTCA in BCSI,copies of which will a 7.6.6(1 L)E request. 10.For basic co nectoroplate design values see ESR-1311,ESR-1988(MiTek) -� center lines. 9.Digits indicate size of plate in Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 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) 65 2-6=10) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-387) 367 3-4=1-227) 182 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=) -86) 61 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) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 378V -121/ 360H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -223/ 345V 0/ OH 1.50" 0.44 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -176/ 266V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7" -70/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP /. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 -/ rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.052" @ 3'- 7.4" Allowed = 0.449" MAX TC PANEL TL DEFL = -0.062" @ 2'- 11.9" Allowed = 0.673" MAX HORIZ. LL DEFL = -0.006" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.006" @ 13'- 10.9" 12 NOTE:Design assumes moisture content does 8.5070 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Ui Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 r"o' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), or I load duration factor=l.6, I3 0,--1 Truss designed for wind loads o in the plane of the truss only. rnto 24 "oc 4 7- .1. b ), b 1-00 6-00 7-11-11 PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME : 5017-D POLYGON - DJ7 �, c� PR �6s Scale: 0.3262 �� f�� /(;�� WARNINGS: GENERAL NOTES,unless otherwise noted: rrr�� c(c7�'�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 u` !92 0 OPE r Truss• DJ7 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 at410000,,0001 DES. BY EE s the res onsl6ili of the erector.Additlonal menent brecln of 2'o.c,and et 10'o.c.respectively unless braced throughout their length by p ty Pe 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` , DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 17 A OREGON ,x �', SEQ. : 6121005 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, u" Z� TRANS ID: 412 9 0design loads be appked to any component and are for"dry condition"of use. n • 5.CompuTrus has no control over and assumes no responsibility for the e.Desiaassumes full bearing at all supports shown.Shim or wedge if db 4 Q'+ fabrication,handling,shipment and Installation of components. Desigsary. y •p t` P Po 7.Design assumes adequate drainage is provided. C+l t r. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center TPINVTCA in I,copies of ines coincide with IIIIII VIII VIII VIII VIII VIII VIII IIII IIII M fe USA,IncJCompuT s(Software 7.6.6(1 L)E request. 10(For basic connectoroint center tines. plate design values see ESR-1311,ESR-1988(MiTek) • 9.Digits indicate size of late In Inches. EXPIRES:12/31;2015 1111111111 IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-7=(0) 0 BC: 2x4 KDDF #10TR SPACED 24.0" O.C. 2-3=(-451) 431 3-4=(-283) 240 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-166) 131 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -57) 26 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 LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -139/ 414H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -235/ 353V 0/ OH 1.50" 0.45 KDDF ( 625) '9'- 11.2" -162/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -150/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -21/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 8-01-08 7-10-03 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f, MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 6 MAX TC PANEL LL DEFL = 0.051" @ 3'- 7.4" Allowed = 0.449" MAX TC PANEL TL DEFL = -0.061" @ 2'- 11.9" Allowed = 0.673" MAX HORIZ. LL DEFL = -0.008" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.008" @ 15'- 10.9" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 8.507 4 Design conforms to main windforce-resisting y system and components and cladding criteria. M-3x5(S) ,r, o Wind: 140 mph, h=26.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �� (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l,6, 0 1 I r, Truss designed for wind loads cd 3 in the plane of the truss only. o5c, �o M-3x4 1 b ), y 1-00 6-00 9-11-11 PROVIDE FULL BEARING;Jts:2,7,3,4,5,61 JOB NAME : 5017-D POLYGON - DJ8 ,,ito PROPS Scale: 0.2723 c - taGIN `S/ WARNINGS: GENERAL NOTES,unless otherwise noted: <t' v /rI �/l j7J)' 1.Builder 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 4 . .92$`PE 1-- Truss: DJ8 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: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 45,00000. N the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywooding(TC)and/or drywati(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2z 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 t, SEQ. : 6121006 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, W TRANS I D• 412903 design loads be applied to any component. end are for"dry condition"of use. fn �Q�h � S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V 1 4.. 1y fabrication,handling,shipment and Installation of components. necessary. A 1 , 7.Design assumes adequate drainage is provided. 'v! t-� ` 6.This design Is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center rp: r'1 f 1.\b IIIIII I III VIII I III VIII VIII VIII IIII IIIITPI/VVTCA in BCSI,copies of which will be furnished upon request, lines coincide with Joint center lines.9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12!4 IJGO15 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 3-4=(-333) 292 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=(-229) 190 BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -85) 50 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 LL - 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -155/ 465H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -245/ 357V 0/ OH 1.50" 0.46 KDDF ( 625) 9'- 11.2" -157/ 228V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -193/ 291V 0/ OH 1.50" 0.37 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 8.9" -65/ 98V 0/ OH 1.50" 0.16 KDDF ( 625) 8-01-08 9-07-07 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAXDEHFOLRIZ.-0:0002EFL@= -1'- 0.0" Allowed = 0.100" MAX TL CREDEFL - 003@ -1'- 0.0" Allowed = 0.133" MAX TC PANEL DEFL 050@ 3'- 7.4" Allowed = 0.449" MAX TC PANEL DEFL - 061@ 2'- 11.9" Allowed = 0.673" X HORI . DEL = -0.010" @ 17'- 8.2"V/ MAX -0.010" @ 17'- 8.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 8.50 p system and components and cladding criteria. Wind: 140 mph, h=26.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, M-3x5(S) Truss designed for wind loads , 48 N in the plane of the truss only. M /000Z . 0 .(-.t r,01111111111 o M-3x4 l ), b )' 1-00 6-00 11-08-15 PROVIDE FULL BEARING;Jts:2,7,3,4,5,61 JOB NAME : 5017-D POLYGON - DJ9 .. ��oFF Scale: 0.2473 ,5�� NGIN `S/Q WARNINGS: GENERAL NOTES,unless otherwise noted: �C Ir� 't1t.-. * 17 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 4t' T.92 0 O P E r Truss• DJ9 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: EE is the res onsibili of the erector.Additional ermanent bracin of 2'continuous and at 10'o.c.respsuch as elyplyo unless braced thro(TC)andut/or dry length) m p ty P 9 continuous sheathing such as plywood sheathing(TC)end/or dryweil(BC). *s. DATE• 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown,, -10 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. "}p` A_ Qi SEQ. : 6121007 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 V 2 \.1)." ,./4.• design loads be slipped to any component. and are for"dry condition'of a. 6 ' 14 TRANS 1 D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 8'Design andareassumes full bearing at all supports shown.Shim or wedge if ill .fy fy s {� fabrication,handling,shipment and Installation of components. 7.Design necessary.umes adequate drainage is provided. `1: t)t i r 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111011101111 TPI WfCA in BCSI,copies of which will be famished upon request lines coincide with joint center Ones. 9.Digits indicate size of tplate in inches. r-��/❑❑r-py n Ir�p�{ MTek USA,Inc.lCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) CA!(IIES 12 31/201 11111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 27-03-00 HIP SETBACK 3-09-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF SS; 27-03-00 GIRDER SUPPORTING 35-08-00 FROM 7-00-00 TO 27-03-001- 2=( 0) 63 2-11=(-3114) 11919 11- 3=( -2208) 8499 16- 8=( -1797) 7263 2x6 KDDF SS T2, T3 LOAD DURATION INCREASE - 1.15 (Non-Rep) 2- 3=(-14952) 3948 11-12=(-5925) 22389 11- 4=(-13560) 3636 8-17=)-11658) 3186 BC: 2x6 DF 2400E 3- 4=(-11919) 3177 12-13=(-8292) 31152 4-12=( -2091) 8505 17- 9=( -2430) 9459 WEBS: 2x4 KDDF 01&BTR; LOADING 4- 5=(-23553) 6273 13-14=(-9111) 34176 12- 5=( -8874) 2427 2x4 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 5- 6=(-31737) 8487 14-15=(-9111) 34176 5-13=) -969) 4269 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 9.011 V=(-31515) 8442 15-16=(-8244) 30921 13- 6=( -2823) 792 TC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 71.9)+DL( 20.1)= 92.0 PLF 3'- 9.0" TO 23'- 6.0u V=)-23190) 6201 16-17=(-5895) 22200 14- 6=( -522) 2604 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 23'- 6.0" TO 27'- 3.011 V=(-13191) 3492 17-10=(-3432) 13191 6-15=( -3069) 843 BC UNIF LL( 0.01+DL( 28.8)- 28.8 PLF 0'- 0.0" TO 27'- 3.0°1V=(-16542) 4332 15- 7=( -984) 4347 BC UNIF LL( 420.8)+DL( 286.2)- 707.0 PLF 7'- 0.0" TO 27'- 3.0" V 7-16=( -9018) 2454 NOTE: 2x4 BRACING AT 24"00 UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 85.9)+DL( 24.1)= 110.0 LBS @ 3'- 9.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 85.9)+DL( 24.1)= 110.0 LBS @ 23'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: BC CONC LL+DL= 2953.0 LBS @ 6'- 0.0" 0'- 0.0" -2461/ 9342V -52/ 59H 5.50" 13.94 DF ( 670) OVERHANGS: 12.0" 0.0" 27'- 3.0" -2915/ 11346V 0/ OH 5.50" 16.93 IF ( 670) -4- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( 3 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Join together 3 ply with 3"x.131 DIA GUN �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. XXXnails staggered at: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.000" @ -1'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000" @ -1'- 0.0" Allowed = 0.133" 5" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = -0.369" @ 13'- 7.5" Allowed = 1.317" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.878" @ 13'- 7.5" Allowed = 1.756" ***HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY MAX HORIZ. LL DEFL = 0.086" @ 26'- 9.5" TO ALL MEMBERS. PROJECT ENGINEER TO REVIEW AND INSURE MAX HORIZ. TL DEFL = 0.166" @ 26'- 9.5" THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER. 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. 3-06-15 20-01-02 3-06-15 2-X06-14 3-11-08 3-09-12 3-03-06 Wind: (AlllmphHeights),SftEnclosed,4Cat.2, Exp.R 7-10, 2-f06-14 3-03-0� -09-1i '3-11-0S' 2106-f4 T load duration factor-1.6wind , Truss f 1'12 1101' ' f 1' ' iT110 in the plane of the truss only. 8.50 p 12 M 3x10 Q 8.50 M-7x8(5) M-3x8 M-5x10 3 M- x8 59 0.25"7 M x8 9 M-5x10 l 0 o ld-5x10 �'��T 2 T 3 M-5x10 ilk,sss, 0 cn f..o /s 11''' 12 - 13 c 14 T5 1 6 1 7 1 0 M- x8 0.25 M-6x8 0 ' M-6x8 M-6x8 M-4x6 M-3x6 ***12953# MSHS-9x18(S) l l ' l l l , , 3-03-0 13-09-121 l 3-08 ,, 2,c10-016 l l l 2-10-06 3-08 3-09-12 3-03-06 1-00 27-03 WEDGE REQUIRED AT HEEL(S). 0 PR JOB NAME : 5017-D POLYGON - El Scale: 8.1024 , ckt �,s(. OF�$0. WARNINGS: GENERAL NOTES,unless otherwise noted: At, /1/z(/ - 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ' *92$$P E r Truss: El 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. fir' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c,and at 10'o.c.respectively unless braced throughout their length by ANNOSIP is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y Ir SE 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibilty of the respective contractor. 7 A OREGON� �1.: Q. . 61210 0 8 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, b �V design loads be applied to any component, and are for"dry condition"of use. / +� TRANS I D: 412903 5.CompuTus has no control over and asumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If 6 14 2. �{� fabrication,handing,shipment and installation of components, necessary. s p 4� 6.This design Is furnished subject to the imitations set forth by 8,Designlateshall be locategd on both faces drainage of truss,and placed so their center fl y � IIIIII I III I III II III I VIII VIII(IIIIIIITPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint 19.0.Digits basicconnectorcentIn inches. er lines. - - MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E iloplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131 2015 1E1111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-376) 357 1-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-215) 169 3-4=( -79) 55 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 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 238V -112/ 303H 5.50" 0.38 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -223/ 353V 0/ OH 1.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11:2" -154/ 247V 0/ OH 1.50" 0.32 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 7.5" -60/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF 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 TC PANEL LL DEFL = 0.061" @ 2'- 11.8" Allowed = 0.998" 0 MAX TC PANEL TL DEFL = -0.065" @ 2'- 11.9" Allowed = 0.672" MAX HORIZ. LL DEFL = -0.006" @ 13'- 6.8" MAX HORIZ. TL DEFL = -0.006" @ 13'- 6.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 3 Design conforms to main windforce-resisting 8.50 p iri system and components and cladding criteria. Wind: 140 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0 o Truss designed for wind loads i 0 or in the plane of the truss only. 0 0i 2 I 0 0 • cv 0 c f o 1'1.-- 5w. CD M-3x4 b y l 6-00 7-07-08 PROVIDE FULL BEARING;Jts:1,5,2,3,4I q PRare JOB NAME : 5017-D POLYGON - EDJ Scale: 0.3249 ,�'t``CI �,/GAN 9 WARNINGS: GENERAL NOTES,unless otherwise noted: ((�f"��rrr/•••��://p '" 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ' ' OPE E 1- Truss:• E DJ and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced et DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,x1111110 • r/ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .+"' DATE• 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 CC t " 4No load should be appied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. 7OREGON�� A l, .SEQ. : 6121009 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosiveG environment, / � design loads be appled to any component. and are for"dry condition"of use. /1 ? TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 8,Design assumes full bearing at all supports shown.Shim or wedge If cJ 4 �Q fabrication,handIn shipment and Installation of components. necessary. i'j)R t I { 9. P Po 7.Design assumes adequate drainage is provided. b1. 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 11111111111111111111111 TPI VJfCA in SCSI,copies of which will furnished upon request. Digit coincide with joint acenter tries. 9.linen Indicate size of plate In Inches. rr��rry.r 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 1 2015 1111111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-63) 33 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" -60/ 293V -17/ 69H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -59/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.3" 0/ 30V 0/ OH 5.50" 0.05 KDDF ( 625) 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 IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.059" 1-11-11. MAX BC PANEL LL DEFL = 0.004" @ 1'- 8.1" Allowed = 0.134" T T MAX BC PANEL TL DEFL = -0.005" @ 1'- 9.5" Allowed = 0.179" MAX BC PANEL TL DEFL = -0.004" @ 2'- 0.5" Allowed = 0.179" 12 8.50 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 f 3 -, system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, of Truss designed for wind loads o o in the plane of the truss only. o 1 o . t o/- N t M-3x4 ,1 ). b 1-00 3-07-04 PROVIDE FULL BEARING;Jts:2,3,41 PR JOB NAME : 5017-D POLYGON EJ1 Scale: 0.6481 5� AOIN '�f WARNINGS: GENERAL NOTES,unless otherwise noted: J� `/I 17M9 Y"fr 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an individual 4t' .92 t*P E r Truss: EJ1 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' EE Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,� P ty continuous sheathing such as plywood Ing(TC)and/or drywall(BC). ,r+�'. i DATE• 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ o 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "57' OREGON �' non-corrosiveSEQ. : 6121010fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a r{environment, . 4j \(h design bads be applied to any component. and are for"dry condition"of use. /,n, }• O TRANS I D: 412903 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 / 7 t{ 2 Q fabrication,handling,shipment and installation of components. Desessary. /�,� 9 P po 7.Design assumes adequate drainage is Provided. `14,/iFiy tA„3 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 TPIM/ICA In BCSI,copies of which will be furnished upon request. lines coincidenctwith jointaIn nche. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/201 111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-83) 58 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" 2.7" TOTAL LOAD = 42.0 PSF 0'- 0.0" -51/ 324V -32/ 108H 5.50" 0.52 KDDF ( 625) 3'- 4.5" 0/ 44V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -63/ 99V 0/ OH 1.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 8.50 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 = 0.022" /- -/ MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" 3 MAX TC PANEL LL DEFL = 0.024" @ 2'- 3.7" Allowed = 0.264" MAX TC PANEL TL DEFL = 0.022" @ 2'- 3.7" Allowed = 0.397" I MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. o Design conforms to main windforce-resisting N system and components and cladding criteria. rn o of M Wind: 140 mph, h=22ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), I load duration factor=l.6, M Truss designed for wind loads in the plane of the truss only. . o rn 0 M-3x4 f J, J, y y 1-00 3-07-04 0-04-07 PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME : 5017-D POLYGON - EJ2 ��. o PROpe. i , / Scale: 0.6641 t. , WARNINGS: GENERAL NOTES,unless otherwise noted: 45/ #/p I/ 7le '. .. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual Ct. 92$I P E r Truss• EJ2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2:4 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: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by y,4� is the responsibility of the erector Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t^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. -n, '1111:::::: Q avN W'. SEQ. : 6121011 fasteners are complete and at no time should any loads greater 5.Design assumes trusses are to be used in a noncorrosive environment, •4. � utS A,� design bads be appoed to any component. and are for"dry condition"of use. / '� ."}„ TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsiMlity far the 6.Design assumes on bearing at all supports shown.Shim or wedge if Q 7 �} fabrication,handling,shipment and Installation of components. Decegsary. j�,� 7.Design assumes adequate ne draface Isprovided.truss, `r y��,,. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center IIIIII VIII VIII VIII IIII VIII III II IIIITPI WfCA 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,Ino./COmpuTru9 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXP R LO. I Gl 1 l ©1 CC J IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-170) 144 3-4=( -55) 25 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -18/ 311V -51/ 159H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 4.5" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -124/ 210V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -32/ 56V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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" /- 4 -„, MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.007" @ 1'- 10.0" Allowed = 0.264" 12 MAX BC PANEL TL DEFL = -0.007" @ 1'- 9.5" Allowed = 0.179" 8.507 0 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting system and components and cladding criteria. 0 o o �' I Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,:, load duration factor=l.6, CD Truss designed for wind loads N in the plane of the truss only. or, 7/- -,:-./- c 0 M-3x4 "-- .1, ) l b 1-00 3-07-04 2-04-07 'PROVIDE FULL BEARING;Jts:2,5,3,41 ripPRop JOB NAME : 5017-D POLYGON - EJ3 s'''s Scale: 0.5901 G/I )fpy�7i0 WARNINGS: GENERAL NOTES,unless otherwise noted: ('Zf /I/°/I(! .Sy 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 4 . 792111 I P E 1" T ru S s• E J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by } 91yIx Is the responsibility of the erector Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). ,.+"' ' !_ " DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'M! ' 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. "}77 * th OREGON �4.0 SEQ. : 61re 21012 fasteners acomplete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design bads be appFed to any component. and are for"dry condition"of use. / Q TRANS I D: 412903 5.compuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If 14 �fy fabrication,handling,shipment and installation of components. 7.Design a necessasumes adequate drainage Is provided. t'�17 y S' 6.This design is furnished subject to the lindtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center fR IIIIII'III IIID'III III II II'III'III'IIITPINVTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTekUSA,InC./CompulrugSoftware 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) X IAES'12/ 1/ Q1 mommw 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-239) 212 3-4=( -88) 60 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" 2.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -11/ 297V -66/ 202H 5.50" 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 4.5" 0/ 35V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -180/ 288V 0/ OH 1.50" 0.37 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.0" -76/ 113V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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 = 0.000" @ 0'- 0.0" Allowed = 0.022" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" Z MAX TC PANEL LL DEFL = 0.006" @ 2'- 2.3" Allowed = 0.264" MAX BC PANEL TL DEFL = -0.007" @ 1'- 11.0" Allowed = 0.179" MAX HORIZ. LL DEFL = -0.002" @ 7'- 8.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 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. 0oWind: 140 mph, h=23.4ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IIo load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. f -f0 f 1-00 3-07-04 4-04-07 (PROVIDE FULL BEARING;Jts:2,5,3,4I JOB NAME : 5017-D POLYGON - EJ4 .- DRQ �s Scale: 0.4651 Vic\' c%�f / /4 /�?" WARNINGS: GENERAL NOTES,unless otherwise noted: R /f�p1 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 ;92$i t-G Truss•• EJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et 2'o.c.and at 10'o.c.respectively unless braced throughout their length by - DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). J,,."thiPA DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ .y 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 A OREGON 40 S E Q. : 6121013 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,. d \ At, TRANS ID: 412903 design bads be rro control to any component. Design esand gra for"dry condition"g use.supports / '73" 2.0 . • 5.CompuTrus has no control over and assumes no responsibility for the 8.Desi r assumes full bearing at at su ris shown.Shim or wedge if c{ fabrication,handing,shipment end installation of components. necessary. 4"•LI ts f I y P Po 7.Design assumes adequate drainage is presided. i..\- 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 IIIIII(IIII VIII IIII IIIITPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center floes. 9.Digits Indicate size of plate in Inches. 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;12/31/2015 11111111111 IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-307) 279 3-4=(-172) 136 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -59) 27 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) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -14/ 302V -85/ 256H 5.50" 0.48 KDDF ( 625) 3'- 4.5" 0/ 37V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • 3'- 8.2" -171/ 261V 0/ OH 1.50" 0.33 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -144/ 232V 0/ OH 1.50" 0.30 KDDF ( 625) 9'- 11.7" -26/ 45V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' f 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.004" @ 1'- 8.1" Allowed = 0.134" MAX BC PANEL TL DEFL = -0.006" @ 1'- 11.0" Allowed = 0.179" 4 MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" 12 MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 8.50[7 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. rn of Wind: 140 mph, h=24.lft, TCDL=4.2,BCUL=6.0, ASCE 7-10, o `^ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), - �I load duration factor=l.6, of 3 Truss designed for wind loads co in the plane of the truss only. 1( rn o rfaz116 -, M-3x4 f > ) ). i 1-00 3-07-04 6-04-07 'PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME : 5017-D POLYGON - E J5 ok(csta PR 04 Scale: 0.3991 0'fGIN/ -/ WARNINGS: GENERAL NOTES,unless otherwise noted: 4f r"I llif 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ' CC' ;92 0•PE 1-- Truss: E J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2:4 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 brood at DES. BY: EE 2'sc.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: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown+r • 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. " ,aOREGON tk A. / SEQ. : 6121014fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, design loads be applied to any component and are for"dry condition"of use. n. / 'T 0 TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the S Design assumes full bearing at all supports showShim or wedge If )' 14 '1 vs fabrication,handpng,shipment and installation of components. necessary. /}.,� 6.This design is furnished to the Imitations set forth7.Design assumes adequate drainage is provided. `, 'F O I L„ IIIIII I III IIII VIII IIII VIII VIII IIII IIII 9 subjectby 8.Plates shall be with joint on both faces of truss,and placed so their center TPINVECA in SCSI,copies of which will be furnished upon request. lines coincide ppcenter foes. MiTek USA,IDC./COrnpuTrus Software 7.6.6(1 L)-E late In inches. 10.9.Forits basio onnectorcate size of plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 mmommimm 111111111 IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 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) 65 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-354) 334 3-4=(-234) 197 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=1 -90) 55 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 2.7" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -16/ 306V -101/ 302H 5.50" 0.49 KDDF ( 625) 3'- 4.5" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -169/ 245V 0/ OH 1.50" 0.31 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -189/ 297V 0/ OH 1.50" 0.38 RODE ( 625) 11'- 9.0" -76/ 111V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' A- 5 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" MAX BC PANEL LL DEFL = 0.004" @ 1'- 8.1" Allowed = 0.134" MAX BC PANEL TL DEFL = -0.007" @ 1'- 11.0" Allowed = 0.179" 12 MAX HORIZ. LL DEFL = -0.005" @ 11'- 8.2" 8.50 p MAX HORIZ. TL DEFL = -0.005" @ 11'- 8.2" NOTE:Design assumes moisture content does i not exceed 19% at time of manufacture. ,n Design conforms to main windforce-resisting <, o system and components and cladding criteria. 0 of I Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, Truss designed for wind loads 3 in the plane of the truss only. 11 a,0 ++ o _ -/ o -3x9 /- ; ), )' 1-00 3-07-09 8-04-07 PROVIDE FULL BEARING;Jts:2,6,3,4,5I �~,0 PRDFt JOB NAME : 5017-D POLYGON - EJ6 Scale: 0.3556 ,5� aGIN ,s,4, WARNINGS: GENERAL NOTES,unless otherwise noted 11/ 1 ' 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 T920OPE r te._ ,/ Truss• EJ6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - DES. BY: EE 1011.* is the responsib lily of the erector.AddltlonaI permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ' dl� continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). ;.. tf�. DATE• 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y trc 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�� L4, SEQ. : 6121015fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: 412903 design bads be no control to any component. andDes are for"dry condition"gf use. '<) -T}'414, 20 a',- • 5.CompuTrus has no control aver and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V fabrication,handling,shipment and installation of components. necessary. P Po 7.Design assumes adequate drainage is provided. 04 R I L\"' 6.This design is fumished subject to the limitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center IIIIII 11111114111111 VMTPI/WTCA In 78 USA,Inc./CompuTrus which request. with Software 7.6 6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 9.Digitsscoincidendjoint size oplat nter Pnes. 10. to Inness. EXPIRES:12/31/2015 • 11111VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-417) 393 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-157) 121 4-5=(-157) 121 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -53) 24 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 LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -15/ 304V -117/ 349H 5.50" 0.49 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 4.5" 0/ 37V 0/ OH 5.50" 0.06 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 3'- 8.2" -181/ 254V 0/ OH 1.50" 0.33 KDDF ( 625) 7'- 8.2" -177/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11'- 8.2" -138/ 216V 0/ OH 1.50" 0.28 KDDF ( 625) /- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6 13'- 6.4" -16/ 26V 0/ OH 1.50" 0.04 KDDF ( 625) it jCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 0 MAX BC PANEL LL DEFL = 0.004" @ 1'- 8.1" Allowed = 0.134" MAX BC PANEL TL DEFL = -0.007" @ 1'- 11.0" Allowed = 0.179" MAX HORIZ. LL DEFL = -0.006" @ 13'- 5.7" 12 MAX HORIZ. TL DEFL = -0.006" @ 13'- 5.7" 8.507 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. r` Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .i o, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), vu load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 rn 0 05 M-3x4 * * ,1 y 1-00 3-07-04 9-11-03 PROVIDE FULL BEARING;Jts:2,7,3,4,5,6 JOB NAME : 5017-D POLYGON - EJ7 ��p� Scale: 0.3270 � /GIN `W 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 end is for an individual '' !92`•PE r Truss: E J7 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: EE 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). rRr! ' " "� DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ "^ I. 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. «s,. OREGON 1,. Q. . 6121016 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, [^V design loads be applied to any component. and are for"dry condition"of use. �.(�, � `\ T RAN S I D: 412 9 0 3 5.CompuTrus has no control over and assumes no responsibibty for the 6.Design assumes full bearing et all supports shown.Shim or wedge if Q 1 4 2- ��- fabrication,handling,shipment and installation of components. ecessary. I ` tl, 7.Designlaesassumes adequatedodrainage is sa `t'7 RIO-u- V 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 L. (IIIII I III I III III III I IIIII IIIII(III(III TPI/WTCA in BCS(,copies of which will be furnished upon request lines coincide with joint center Ines. 9.Digits indicate size of plata 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(ATek) EXPIRES:12/31/2015 MIL 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 v 3 -/ f- ti Es: u N LelO M 2 in N 0 1 iir A14 M-3x4 t 1-06 8-00 0 PR JOB NAME : 5017-D POLYGON - I1 Scale: 0.6296 �c,� % say `,siao va, WARNINGS: GENERAL NOTES,unless otherwise noted: CI iI2Z/ 44 19 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 i' 79210" 921,1 PE r T r�u S S• I 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. AO, �y�.. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r�Aar� DES. BY: EE is the res onsibiti of the erector.Additional ermanent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by "" P ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). °,fir•" �, DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Af 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 y� d OREGON A.SEQ. : 6121018 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, L., TRANS ID: 412 9 0 3 design loads be applied to any component. and are for"dry condition"of use. 6y a � • 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. $. P P° 7.Design assumes adequate drainage is provided. 4 R R`L 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII I III VIII 011111111 IIAVIII 111111111111111 IIIVIIIIIIIIIII TPIANTCA In BCSI,copies of which will be furnished upon request. 9.lines coincide with joinppt center firs. MiT6k USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For balsic c nnedctorplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 • 1111111VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 54 2-5=(-50) 66 3-5=(-249) 177 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-103) 86 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. 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: 18.0" 0.0" 0'- 0.0" -89/ 543V -31/ 97H 5.50" 0.87 KDDF ( 625) LL = 25 PIE Ground Snow (Pg) 8'- 0.0" -39/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) 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 lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.266" @ 4'- 0.7" Allowed = 0.473" MAX TC PANEL TL DEFL = -0.356" @ 9'- 0.7" Allowed = 0.709" MAX HORIZ. LL DEFL = 0.001" @ 7'- 8.2" 7-08-04 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.2" 12 NOTE:Design assumes moisture content does 4.00 v not exceed 19% at time of manufacture. M-1.5x3 Design conforms to main windforce-resisting 4 3 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), iiiiiiiill load duration factor=l.6, Truss designed for wind loads ,n in the plane of the truss only. ti t ti o N r' N io '-'-'A- -..d11111111111111111111111111111 o-,/- 7 1 2111 ��5 M-3x4 M-1.5x3 7-08-04 0-03-12 1 b y 1-06 8-00 JOB NAME : 5017-D POLYGON - 12 (,,v, O PRop, Scale: 0.5046 I�JN � 5 0 WARNINGS: GENERAL NOTES,unless otherwise noted: CI 444 ./// 1/ 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 7,9�``P G fir Truss: 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 la the responsibility of the building designer. ,,r 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .^�" DES. BY: EE 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 rrlrr, DATE: 11/21/2014 the overall structure Is the res nsib li of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). , ,wil r,d tea" Po ty 9 3.2x Impact bridging or lateral bracing required where shown++ CC SEQ. : 6121019 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. On f 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_OREGON TRANS I D: 412903 design loads be applied to any component. ty and are for"dry condition"of use. +��h ! r 4 2 S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V fabrication,handing,shipment and installation of components. necessary. �` 6.This design is famished subject to the limitations set forth by7.Design assumes adequate drainage is provided. `Y!�fy!ry l�` IIIIII I III VIII I III VIII VIII VIII IIII IIII 8 8.Plates shall be located on both faces of truss,and placed so their center C r'i l b TPI/WTCA in SCSI,copies of which will be famished upon request lines coincide with joint center lines. MiTek USA,lrtc/Compulrus Software 7.6.6(1 L)-E9. late in inches. 10.FForr�basic connector ts icate size oplate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 v -/ In 111111111.11.11 i r- .--1 - .-Io 1 I I 2 0 I N N I f CI M-3x4 .1 ) y 1-06 4-00 C�' `q P R DFE. S JOB NAME •. 5017-D POLYGON - 13 Scale: 0.7067 .GJ3 l�Gi %, WARNINGS: GENERAL NOTES,unless otherwise noted: 4Lf V/!/]/ / t 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 2 S,P pr E r Truss: 1 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the res onsibili of the erector.Additional ermanent bract of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p ' v P tY P ng continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ rt �l, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "7 u �4/ SEQ. : 6121020 fasteners are complete and el no time should any loads greater than 5.Design assumes trusses are to be used ina noncorrosive environment, L%� � ` and are Mr"dry condition"of use. design loads be app Wed to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the necessa t ff ` i flip. fabdcation,handing,shipment and installation of components. ry• `i 'R R 1...\'' P P° 7.Design assumes adequate drainage is provided. 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111113111111111 TPIANfCA In BCSI;copies of which will be famished upon request. git coincideinictwith Joint In liche. 9.Digits ni dsize of tplate eto inches. Cr ! MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITeW E )R G4 1 Z t 20 5 111111111111 IIIIIVIII 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-198) 179 3-4=1 -82) 33 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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -68/ 206H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -195/ 390V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ 1V 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. /- 4 -/ 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 = 0.072" @ 2'- 11.8" Allowed = 0.499" MAX TC PANEL TL DEFL = -0.061" @ 2'- 11.9" Allowed = 0.673" 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 8.50 MAX HORIZ. TL DEFL = -0.002" @ 7'- 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=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), of load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. irAIIIIIIIIIIIIIIMI f ,,,, 5 f 1 y b ,1 1-00 6-00 1-11-11 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5017-D POLYGON - J4 ��,'c.gPRC1F9 Scale: 0.9651 �IG1N /f�yyri) �'/ WARNINGS: GENERAL NOTES,unless otherwise noted: <&t /lip r -. 1.Builder and erection contractor should be advised of all General Noles 1.This design is based only upon the parameters shown and is for an individual Q' (.- { Truss: J4 and Warnings before construction commences, building component.Applicability of design parameters and proper ��s ; , L 2.204 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. l 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 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 sheathing(TC)C and/or d wall BC. ,,,, - Phi+ 9(r s ry ( ) ./'" _ ,. DATE: 11/21/2014 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 appbed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - OREGON � SEQ. : 61210 21 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ih design loads be appNed to any component, end are for"dry condition"of use. f TRANS I D: 412903 5.Compu7rus has no control over and assumes no responsibility for the S Design assumes full bearing at all supports shown.Shim or wedge If Q 14 2- �� fabrication,handing,shipment and installation of components. necessary. is p r 6.This design Is furnished subject to the imitations set forth by 8.Designateshall be locatedppuon both faces of truss,and placed so their center RML 0= lin s coincide w4th IIIIII IIII(IIII I III VIII IIII(IIII IIII IIII M Te USA,lnC/CompuT s Software 7.6 6(1 L)E request. 10 For basic connector oplate design values see ESR-1311,ESR-1986(MiTek) int center Ines. 9.Digits indicate size of late In Inches. EXPIf ES:12/31/2015 11111111 IIIII IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=(-267) 245 1-4=(0) 0 BC: 2x4 KDDF Ij15BTR SPACED 24.0" 0.0. 2-3=( -98) 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 BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -21/ 235V -80/ 212H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -224/ 376V 0/ OH 1.50" 0.48 KDDF ( 625) 9'- 11.7" -53/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) 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.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.057" @ 2'- 11.8" Allowed = 0.448" MAX TC PANEL TL DEFL = -0.060" @ 2'- 11.9" Allowed = 0.672" /- 3 -v MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" � ( MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" I NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 8.50 p Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=1.6, Truss designed for wind loads ,,, �( in in the plane of the truss only. o 0 o al r rn o o c /- I 1►� 4=� CD M-3x4 y l y 6-00 3-11-11 PROVIDE FULL BEARING;Jts:1,4,2,31 JOB NAME : 5017-D POLYGON - J5 - �Ro,,.s Scale: 0.3996 ..c.- (- WARNINGS: GENERAL NOTES,unless otherwise noted: 4'/51 r �it+++ C 11.., 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an Individual Q' `92®IPE S" Truss: J 5 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 �a��Y1�. DES. BY' EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +<Aaa 0 N the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or d ll BC. DATE• 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ O /��' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -p OREGON `0f` SEQ. : 6121022 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. 1 p k TRANS I D• 412903 design bads be applied to any component. and are for"dry condition"of at P� wedge //�yy 7 r Q } • 5.CompuTrus has no control over and assumes no responsridity for the 6.Designr assumes full bearing all supports shown.Shim or If t,./ 14 �{I?+. fabrication,handing,shipment and installation of components. necessary. 4 �C)f t 7.Design assumes adequate drainage Is provided. 1., 6.This design Is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII III IIIIII IIII IIIII(IIII I II IIIITPI WfCA 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,IDC./CoDlpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:121ronn 1/2015 11100111 IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-327) 307 1-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-155) 112 3-4=( -48) 24 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 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 236V -97/ 2618 5.50" 0.38 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -223/ 364V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -113/ 182V 0/ OH 1.50" 0.23 ROOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -27/ 47V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF 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 TC PANEL LL DEFL = 0.059" @ 2'- 11.8" Allowed = 0.448" 0 MAX TC PANEL TL DEFL = -0.063" @ 2'- 11.9" Allowed = 0.672" MAX HORIZ. LL DEFL = -0.005" @ 11'- 10.9" 3 MAX HORIZ. TL DEFL = -0.005" @ 11'- 10.9" 12 hl NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 8.50 p Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ., rn load duration factor=l.6, of 00 Truss designed for wind loads co o in the plane of the truss only. m �t m . 0 rn o -/ 1.= 51,47. O M-3x4 .1 1, ), 6-00 5-11-11 'PROVIDE FULL BEARINGIJts:1,5,2,3,4' JOB NAME : 5017-D POLYGON - J6 c\to Scale: 0.3559 ]1l(') /(��/,�y9 �/0 WARNINGS: GENERAL NOTES,unless otherwise noted: Ltr /8/(r/Ir f '- 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 'C . '92.4 PE s-- Truss: J6 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: EE 2'o.c.and et 10'o.c.respectively unless braced throughout their length by ,,,,,'41016P : ►r is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 11111 DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown,, M! (C 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - OREGON t 40 SEQ. : 6121023 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 1X .. design loads be applied to any component. and are for"dry condition"of use. ./ .!� TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if C} 14, 2 P fabrication,handing,shipment and Installation of components. necessary. s p t)}-, 5 {Z, 6.This design is furnished subject to the limitations set forth by 8.Designlateshall be locatedduon both facese'of truss,and placed so their center +'11=1 I t.-�" v IIIIII IIII(IIII IIII VIII VIII(IIII IIII IIIITPI VVECA in BCSI,copies of which will be furnished upon request. 9. git coinindicateawith jof plate ceIn ili nche. 10.Digits For basicconnector MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E oplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-387) 368 1-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-227) 182 3-4=( -86) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 238V -115/ 311H 5.50" 0.38 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -221/ 349V 0/ OH 1.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -165/ 263V 0/ OH 1.50" 0.34 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 11.7" -67/ 110V 0/ OH 1.50" 0.18 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF 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 A- -< MAX TC PANEL LL DEFL = 0.061" @ 2'- 11.8" Allowed = 0.448" MAX TC PANEL TL DEFL = -0.066" @ 2'- 11.9" Allowed = 0.672" it MAX HORIZ. LL DEFL = -0.006" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.006" @ 13'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 3 Design conforms to main windforce-resisting 8.50 p system and components and cladding criteria. Wind: 140 mph, h=29.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ,n a, Truss designed for wind loads Ioo I in the plane of the truss only. M t') O O O O i cm O 4-. o M-3I4 1 1, 1 6-00 7-11-11 PROVIDE FULL BEARING;Jts:1,5,2,3,4I JOB NAME : 5017-D POLYGON - J7 ,< (- paQ �6: Scale: 0.3136 r�`� tY' ; } 4. WARNINGS: GENERAL NOTES,unless otherwise noted: 11([-' 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 T 92`r r�b'�E Truss: J7 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 bradng to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.such astivey unless braced throughout their length by i is the responsibility of the erector.Additional permanent bracing of continuous sheaths such wood sheaths C and/or d wall BC. ngplywood �Cr s ry ( ) �" DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • / � • tr 4SEQ. : 6121024 .No load should be rippled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON 4,, V \bs `4i' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: 412903 design loads be tippled to any component and gore for"dry condition"9f use.supports g 1 4 6.CompuTrus has no control over and assumes no responsibility for the 8.Desi n assumes full beann at all su rts shown.Shim or wedge if /Q "Ij' 2"© .4= �`., fabrication,handling,shipment and installation of components. necessary. 4l'& 0 P Po 7.Design assumes adequate drainage is provided. "'t�R rl`U 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 I I I I III VIII VIII VIII(IIII IIII IIIITPI WTCA In BCSI,copes of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1E1111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-451) 431 1-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-283) 240 3-4=(-166) 130 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -57) 26 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 240V -133/ 3640 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 70V 0/ OH 5.50" 0.11 RIDE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -233/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -152/ 237V 0/ OH 1.50" 0.30 KDDF ( 625) 13'- 11.2" -144/ 230V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 15'- 11.7" -19/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. / 3 -/ 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 8 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.061" @ 2'- 11.8" Allowed = 0.448" MAX TC PANEL TL DEFL = -0.065" @ 2'- 11.9" Allowed = 0.672" 4 MAX HORIZ. LL DEFL = -0.008" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.008" @ 15'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 8.5017 Design conforms to main windforce-resisting 3 system and components and cladding criteria. i;) Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Lo (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), of o load duration factor=1.6, o oo Truss designed for wind loads o I of in the plane of the truss only. - ti rn 0 rn f o MIMMEMMEMEMMEMEMMEMEM o M-3x4 .1 ) y 6-00 9-11-11 PROVIDE FULL BEARING;Jts:1,6,2,3,4,51 JOB NAME : 5017-D POLYGON - J8 R,t0 PROkS Scale: 0.2856 cam' ,,t,// / �/O WARNINGS: GENERAL NOTES,unless otherwise noted: h(�'/di// 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual C '✓2'0 PE 1"- Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2:4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. �,,e' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 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 gg continuous idgingin such l cingoe sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2z 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. -7, ,_OREGON �4. SEQ. : 6121025 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses Cre to be used In a noncorrosive environment, ik ^V design loads be applied to any component. and are for"dry condition"of use. '� fl TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4 2- ��y fabrication,handing,shipment and Installation of components. 7.Desessary. s p r� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be locn assumes ateduon both facese iof truss,and placed so their center ""fl I L 111111111111 I I I III(IIII IIII I III VIII I II IIII IIII TPBWrCA in SCSI,copies of which will be famished upon request. 9.lines coincide with joint pt center lines. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FForribaisic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 IIIIIII I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-507) 487 1-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-333) 292 3-4=(-229) 190 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -85) 50 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 249V -149/ 412H 5.50" 0.40 KDDF ( 625) 5'- 9.2" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -243/ 361V 0/ OH 1.50" 0.46 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -147/ 225V 0/ OH 1.50" 0.29 KDDF ( 625) 13'- 11.2" -185/ 290V 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 17'- 8.9" -62/ 98V 0/ 0H 1.50" 0.16 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11-07-07 6-01-08 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 / -/ MAX TC PANEL LL DEFL = 0.060" @ 2'- 11.8" Allowed = 0.448" MAX TC PANEL TL DEFL = -0.065" @ 2'- 11.9" Allowed = 0.672" MAX HORIZ. LL DEFL = -0.010" @ 17'- 8.2" MAX HORIZ, TL DEFL = -0.010" @ 17'- 8.2" NOTE:Design assumes moisture content does q not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 M-3x5(S) system and components and cladding criteria. 8.50 �'� Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 Truss designed for wind loads 0O in the plane of the truss only. i , i ',11 N c< ':i KA /-. -/ i ... ... o M-3x4 .6 ), ), 6-00 11-08-15 PROVIDE FULL BEARING;Jts:1,6,2,3,4,51 JOB NAME : 5017-D POLYGON - J9 �,,'` 0 PRUF �i Scale: 0.2476 �J !,_� WARNINGS: GENERAL NOTES,unless otherwise noted: 44, V`c . II I 'f 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 .92 0•PE r Truss: J9 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 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• EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheaths C and/or d II BC. }'° PNw sheathing(TC)s M'+a( ) DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+ _+ I 4L" 4.No bad should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'T7 OREGON t, S EQ. : 6121026 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, yr. 4j • A., design loads be applied to any component. and are for"dry condition"of use, . '7}' 2.0 ^.�.- T BANS I D: 412903 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 Qq� 4 necessary. `1e1 r ,i ,�`'. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. S 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 IIIIIII III VIII VIII VIII VIII VIII IIII IIIITPINYTCA In BCSI,copies of which will be famished upon request it coincide with joint In lines. Digits s Indicatesize off plateo inches. M ITek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.line basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: r.y, E :12/ .`r,01 111111111 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 #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #1%8TR SPACED 24.0" O.C. 2-3=(-63) 34 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 294V -16/ 63H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -62/ 62V 0/ OH 1.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 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 lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 1-11-11 MAX TC PANEL LL DEFL = 0.002" @ 1'- 3.7" Allowed = 0.119" 1' T MAX BC PANEL TL DEFL = 0.002" @ 1'- 7.7" Allowed = 0.206" MAX BC PANEL TL DEFL = -0.005" @ 1'- 12.0" Allowed = 0.206" 12 8.50 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. 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '' u (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factoo i Truss designed for wind loads <=> o in the plane of the truss only. o o i o/- N o M-3x4 1 ,l y 1-00 4-00 PROVIDE FULL BEARING;Jts:2,3,4I /I JOB NAME •. 5017-D POLYGON - K1 , -, Po Fs Scale: 0.6460 NAGIN � .3 /0 WARNINGS: GENERAL NOTES,unless otherwise noted: 45 ' 11/2/ 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 4 . 7:92`$P E r Truss: K1 and Warnings before construction commences. building component.Applicability of design parameters and proper 01/ 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: EE 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: 11/21/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). �Aln r1Po ty 9 3.2x Impact bridging or lateral bracing where shown++ • CC S EQ. : 612 1 2 7 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 / fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 4. . iX A. TRANS I D• 412903 design bads be applied to any component. and are for"dry condition"of use. �.� t�i q� S.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if �" fabrication,handling,shipment and installation of components. ecessary. ■_ ` �y 7.Designlaesassumes adequated both drainagecIs truss, II/f �y t 1. V 6.This design is famished subject to the limitations set forth by 8.Plates shell be locateddboth faces of truss,and placed so their center n'i�1 ch will be furnished upon lines coincide with int center lines. 111111111111111111111111111111111111111111111 M fe USA, nc/Co puTfus TPI/WTCA in BCSI,copies of (Software 7.6.6(1 L)-E request. 10.For basic connector oplate design values see ESR-1311,ESR-1988(MITek) 9.Digits indicate size of plate in inches. EXFIRES:12/31/2015 b. 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 91&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF j#1&BTR SPACED 24.0" O.C. 2-3=(-87) 63 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -37/ 333V -31/ 102H 5.50" 0.53 KDDF ( 625) 3'- 9.2" 0/ 4BV 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -50/ 101V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 BOTTOM CHORD CHECKED FOR lOPSF 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" 8.50 p MAX TC PANEL LL DEFL = 0.032" @ 2'- 5.4" Allowed = 0.285" /- 9 -/ MAX TC PANEL TL DEFL = 0.030" @ 2'- 5.4" Allowed = 0.427" MAX HORIZ. LL DEFL = -0.000" 8 3'- 11.2" 4 11110--- MAX HORIZ. TL DEFL = -0.000" @ 3'- 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. 0 N Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, m o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M load duration factor=l.6, oI Truss designed for wind loads in the plane of the truss only. M 0, OA- CP O M-3x4 f ,1 )• b 1-00 4-00 PROVIDE FULL BEARING;Jts:2,4,31 00 JOB NAME : 5017-D POLYGON - K2 '�`` SRF s� scale: o.66zo �� ```l�/Zl� /p WARNINGS: GENERAL NOTES,unless otherwise noted: irrr�� f 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 an individual '4; =92 0 O r�E r Truss• K2 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 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: EE s the res nsib li of the erector.Additional ermanent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by iA po ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `, ry, DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. OREGON `+mac. 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. : 6121028 fasteners are complete and at no time should any loads greater than 5. end Design e for'dry condition"of to be used In a noncorrosive environment, l'''� 'e�,r 0� .. TRANS ID: 412903 design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if d ' 14 v.,4 • 5.CompuTrus has no control over and assumes no responsibility for the necessary. [. t fabrication,handing,shipment and installation of components. 7.Design sumes adequate drainage is provided. 4ir+'.P t3 t t- 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 111111111111111111 11111111111 TPI k U A in nc./ copies of which will be(7.6.6(1 upon request. 9 lines Indicate with coincide jointoplate cIn enter lines. 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: j31t 01 (III II IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x9 KDDF 816BTR SPACED 29.0" O.C. 2-3=(-60) 30 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -74/ 301V -17/ 690 5.50" 0.48 KDDF ( 625) 1'- 9.2" -31/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) 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 IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL 0.001" @ 1'- 0.1" Allowed = 0.059" 1-11-11 MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" 1' 1' MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 8.50 p 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. 3 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0 Truss designed for wind loads u-, in the plane of the truss only. t rn rn o 0 1 o rn 1 o s- N 1,, 0 M-3x9 s- 1, b 1' 1-00 2-00 PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5017-D POLYGON - SJ1 �R >rs Scale: 0.6508 �� CyGIN '/ WARNINGS: GENERAL NOTES,unless otherwise noted: 4., 1 / f l *7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based Gop upon the parameters shown and is for an individual -920 0 PE 1'''' Truss: S J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at • DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �,�+ 1r Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ! °W!% DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ SF 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. �y OREGON 't Q. . 61210 3 0 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / ix W design loads be applied to any component. and are for"dry condition"of use. ,/ "'..� rf � TRANS I D: 412903 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full beefing at all supports shown.Shim or wedge if b 14 4" fabrication,handing,shipment and installation of components. necessary. 4f " !i 6.This design is famished subject to the imitations set forth byT.Design assumes adequate drainage is provided. t V I IIII I I III VIII VIII VIII VIII VIII IIII IIII g 1 8.Plates shall be located on both faces of truss,and placed so their center f 1 TPIM/ICA In SCSI,copies of which will be famished upon request. lines coincide with joint center Mnes. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(114-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MlTek) EXPIRES:12/31/2015 1111111 IIIII IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-88) 59 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -56/ 322V -34/ 113H 5.50" 0.52 KDDF ( 625) 1'- 8.8" -6/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.2" -58/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 8.50 7 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" s- 3 MAX BC PANEL LL DEFL = 0.002" @ 0'- 11.9" Allowed = 0.052" MAX BC PANEL TL DEFL = 0.002" @ 0'- 11.9" Allowed = 0.069" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.4" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.4" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting u, system and components and cladding criteria. : I w Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 : (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), i ro o load duration Truss designed ffor o6 wind loads e, in the plane of the truss only. oiirjEllill o� 21111 1��4 M-3x4 .1 ), .1 )' 1-00 1-11-08 1-11-11 PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5017-D POLYGON - S J2 �� ° PRU, ss Scale: 0.6736 ��J �‘%��z/� �� WARNINGS: GENERAL NOTES,unless otherMse noted: 920 /'1 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 ' o OPE 1l Truss: S J2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE2'o.c.and at 10'o.c.respectivelyunless braced throughout their length by 04 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). " DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /a,r�' 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 kr 1 SEQ. : 6121031 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 2J \ AC, design loads be appked to any component end are for"dry condition"of use. '1) ' .� 2. .. TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If V ��+ necessary.sign ass / � }�� 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 111111111111111111111111111 TPIIWTCA In BCSI,copies of which will be furnished upon request. linea coincide with Joint center lines. 9,Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 DIM This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-09-00 GIRDER SUPPORTING 9-09-00 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-192) 210 1-4=(-84) 113 2-4=(-257) 233 BC: 2x6 KDDF #1&BTR 2-3=( 0) 0 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 4.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC, UON. BC UNIF LL( 96.9)+DL( 85.9)= 182.8 PLF 0'- 0.0" TO 6'- 4.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) SINGLE MEMBER AS SHOWN. 0'- 0.0" -144/ BOOV -71/ 144H 5.50" 1.28 KDDF ( 625) HANGERS ATTACHED TO BOTTOM CHORD LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 9.0" -172/ 763V 0/ OH 5.50" 1.22 KDDF ( 625) WILL HAVE 1.5" MAX. NAIL PENETRATION. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.j BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.181" @ 3'- 2.3" Allowed = 0.929" 6-00-04 0-03-12 MAX TC PANEL TL DEFL = -0.162" @ 3'- 2.5" Allowed = 0.649" I T T 12 MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.2" 8.50 p M-1.5x3 3 MAX HORIZ. TL DEFL = 0,001" @ 6'- 0,2" 2 NOTE:Design assumes moisture content does T not exceed 19% at time of manufacture. 1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, �o �o Truss designed for wind loads 0 o in the plane of the truss only. 0 ti C I m 0 A- I '` l,l ��4 M-3x9 M-3x8 6-00-04 0-03-12 .1 1' 6-09 JOB NAME : 5017-D POLYGON - W1 'scr, O PRO Scale: 0.9908 ��,j ��GIN /"1_, 0 WARNINGS: GENERAL NOTES,unless otherwise noted: e ///�I p/ r ,7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ' *92®®I-E ;"' Truss:• W 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 stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 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 sheethi C and/or d wall BC. ! ' DATE: 11/21/2014 responsibilitybuilding designer. sheathing(TC)) ry O C the overall structure is the res nsiblli of the 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 10 SEQ. : 6121032 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, 4„ ��t \tx ,` design loads be appted to any component. and are for"dry condition"of use. j 'T y' TRANS I D: 412903 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 - t�4 nfabrication,handling,shipment and installation of components. ecessary. 6.This design is furnished subject to the limitations set forth T.Designlaesassumes adequatedon ofaces drainage isotrus,provided. ' y�`„ III I 111111 VIII IIII VIII VIII IIII III IIII 9 j by 8.Plates shall be size both faces of truss,and placed so their center TPIMITCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 111111111111 IIIII 01111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(-85) 116 3-5=(-258) 238 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-195) 213 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 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" -77/ 409V -82/ 171H 5.50" 0.65 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 6'- 4.0" -65/ 265V 0/ OH 5.50" 0.42 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF 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 = 0.184" @ 3'- 2.3" Allowed = 0.448" 6-00-04 0-03-12 MAX TC PANEL TL DEFL = -0.159" @ 3'- 2.5" Allowed = 0.672" MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.2" 8.50 7 M 1.5x3 4 -v 3 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. III Design conforms to main windforce-resisting system :Ili and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ,..,_,:4 Truss designed for wind loads 0 in the plane of the truss only. I 1 0 u loAlligill .,,. rn /- RIAMIM-3x4 M-1.5x3 b / / 6-00-04 0-03-12 1-00 6-04 JOB NAME : 5017-D POLYGON - W2 �0o PRt7Fe1S Scale: 0.4482 �J �_1 �q CI WARNINGS: GENERAL NOTES,unless otherwise noted: .., `1// �/ p c- /�-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 T 92 0 01' C- Truss: W2 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• EE 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: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ Q 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ��((J' non-corrosiveSEQ. : 6121033fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, G TRANS I D• 412 9 0 3 design loads be applied to any component, and gra foro "dry condition"of use.supports g /,r1 '7 Q • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all su rts shown.Shim or wedge I( 7t,, fabrication,handling,shipment and Installation of components. necessary. Ii''R R 1+ ` g P P° 7.Design assumes adequate drainece is provided. r� b1+ 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 11111111111111111111111111 TPI VYTCA in BCSI,copies of which will be furnished upon request. git coincidenctwith joint tecenter che. 9.Digits indicate size of plate in inches. M iTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-347) 104 5-6=(-68) 98 5-1=(-367) 149 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=)-386) 88 6-3=(-13) 229 1-6=( -21) 217 WEBS: 2x4 KDDF STAND 3-4=1 0) 65 6-2=( 0) 178 LOADING TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. ION, DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -46/ 395V -108/ 79H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 9.0" -81/ 550V 0/ OH 5.50" 0.88 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ 10'- 9.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ 10'- 9.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.057" @ 6'- 8.5" Allowed = 0.416" 4-01-08 5 07 OB MAX TC PANEL TL DEFL = 0.114" @ 6'- 6.2" Allowed = 0.624" T 1' I MAX HORIZ. LL DEFL = 0.001" @ 9'- 3.5" 12 12 MAX HORIZ. TL DEFL = 0.002" @ 9'- 3.5" 8.50 7 HM-9x4 Q 8.50 NOTE:Design assumes moisture content does 24.0" not exceed 19% at time of manufacture. uii Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x9 01111111111111111111111110 0 int f � C� 0 01111. liblihllIllkllhlk. O c, /A O 5►=o 6 �- 1 M-1.5x3 M-3x4 M-3x4 4 0 A- 1 1 1 3-11-12 5-09-04 1 ) 1 9-09 1-00 JOB NAME : 5017-D POLYGON - X20 PR Oe Scale: 0.4411 ,, �/� 7 firs, `�/0 c. WARNINGS: GENERAL NOTES,unless otherwise noted: Ct NNN *.57! 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4 . . ®PE tr Truss: X2 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: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ (,Z" 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. "7 OREGON 44/ SEQ. : 6121034 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, �' \K TRANS I D: 412903 design loads be applied to any component. and are for"dry condition"of use.supports wedge ! }� 7 `3✓ • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all su ds shown.Shim or if `y,, necessary. fabrication,handling,shipment and installation of components. q 7.Design assumes adequate drainage Is provided. .R y 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 III II IIII IIII(IIII VIII IIII II I IIII IIII TPI WfCA in BCSI,copies of which will be furnished upon request. git coincide with joint center nche. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTe10 EXPIRES:12/31/201 1111111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-349) 104 4-5=(-64) 88 4-1=(-368) 148 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-386) 90 5-3=(-14) 224 1-5=( -20) 219 WEBS: 2x4 KDDF STAND 5-2=( 0) 178 LOADING TC 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 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -47/ 396V -98/ 75H 5.50" 0.63 KDDF ( 625) 9'- 9.0" -50/ 423V 0/ OH 5.50" 0.68 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TC PANEL LL DEFL = 0.066" @ 6'- 8.5" Allowed = 0.416" BOTTOM CHORD CHECKED FOR lOPSF LIVE.LOAD. TOP MAX TC PANEL TL DEFL = 0.169" @ 6'- 6.2" Allowed = 0.624" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.001" @ 9'- 3.5" 4-01-08 5-07-08 MAX HORIZ. TL DEFL = 0.002" @ 9'- 3.5" T 1' T NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 8.50 p I I M 4x4 N8.50 Design conforms to main windforce-resisting 2 4.0" system and components and cladding criteria. 11 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. cp 0 o 0 M 3x4 i Lo a,7[ OO o I m n0 f f 4 1.-=-.16 ��3 i 0 M-1.5x3 M-3x4 M-3x4 1, 1, 1, 3-11-12 5-09-04 1, )- 9-09 JOB NAME : 5017-D POLYGON - X4 �4;O PROi `s/ Scale: 0.4418 ACJ !tlG/IN WARNINGS: GENERAL NOTES,unless otherwise noted: 4 V'�+ / -p, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4' .92./P E 1"~ Truss• X4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2a4 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: EE 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). ,'°°,A419M8. DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • (r' 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. 7OREGON 40 SEQ. : 6121035 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, if„ 0\b' /(„ design loads be applied to any component. and are for"dry condition"of use. //., 'g �4 .,t„ TRANS 1 D: 412903 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 4 `} fabrication,handling,shipment and installation of components. necessary. '3 7.Design assumes adequate drainage is provided. �P R`f„.\;;, 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 III I Ell II VIII II II VIII III IIII TPINVECA in BCSI,copies of which will be furnished upon request. Digit coincide with joint ain Inches,9. lines indicate size of plate In Inches. n �7n M iTek 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 111101111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 9-09-00 STUB HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #10BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 65 2- 6=(-168) 568 6- 3=( 0) 151 BC: 2x4 KDDF #1&BTR 2- 3=(-784) 225 6- 7=(-139) 449 6- 4=( -35) 146 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-568) 203 7- 8=( -22) 37 4- 7=(-182) 135 LL = 25 PSF Ground Snow (Pg) 4- 5=(-540) 184 7- 5=(-130) 486 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 4'- 0.0" V 5- 8=(-627) 194 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0" TO 7'- 3.0" V TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 7'- 3.0" TO 9'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 9'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"0C UON. FOR 0'- 0.0" -200/ 757V -56/ 88H 5.50" 1.21 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" 9'- 9.0" -184/ 645V 0/ OH 5.50" 1.03 KDDF ( 625) TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 7'- 3.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.015" @ 4'- 0.0" Allowed = 0.442" MAX TL CREEP DEFL = -0.024" @ 9'- 0.0" Allowed = 0,589" 3-11-11 3-03-10 2-05-11 'r 4128# 4128# '( MAX HORIZ. LL DEFL = 0.003" @ 9'- 7.3" 12 12 MAX HORIZ. TL DEFL = 0.005" @ 9'- 7.3" 8.50 p Q 8.50 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-4x6 M-6x6 system and components and cladding criteria. 3 4 Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, #1.11111.M1 � �� (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=l.6, 440 Truss designed for wind loads in the plane of the truss only. M-3x4 0 5 0 O o Q N rh of EHE OG .� o , ee r of �` �� 6 7 *moo M-3x4 M-3x4 M-3x4 M-1.5x3 f b ). ), ), 3-09-08 3-11-07 2-00 3, 3' 3, 1-00 9-09 JOB NAME : 5017-D POLYGON - XH1 �'`�° wRo,�s Scale: 0.4549 Co ! 31N J,64.t, �/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4t,f V//I zI 7/ 7 +59 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4t' r 92 0 I PE 1"' Truss: XH1 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. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 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 2' continuous sheathing such as plywooding(TC)and/or drywall(BC). ,/141,..= 11111011 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-63) 34 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 294V -16/ 63H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -61/ 62V 0/ OH 1.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 1-11-11 MAX TC PANEL LL DEFL = 0.002" @ 1'- 3.7" Allowed = 0.118" T ,( MAX BC PANEL TL DEFL = 0.002" @ 1'- 7.7" Allowed = 0.206" MAX BC PANEL TL DEFL = -0.005" @ 1'- 12.0" Allowed = 0.206" 12 6.50 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 f 3 -/ system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads oo in the plane of the truss only. 0 t � ourn i of V i O o 16200 00004 M-3x4 .1 3. 3- 1-00 1-00 4-00 PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 5017-D POLYGON - XJ1 '. DRQ 6(� Scale: 0.6465 GJ01� / WARNINGS: GENERAL NOTES,unless otherwise noted: ! 0...‘01 /// ///I:r �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 .92`0[- T ru s s• XJ1 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 designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r... DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ✓wa�- Is the responsibility of the erector.Additional permanent bradng of continuous sheathingsuch as plywood sheathing(TC)C end/or d II(BC. PIcing 9(r s Mva ) /" i DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibltty of the respective contractor. -p OREGON b 1(/ SEQ. : 6121037 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �+• v A.. TRANS ID: 412903 design loads be applied to any component. and ra for"dry condition"of use.supports gf/� }� 20 zr • 5.CompuTrus has no control over and assumes no responsibility for the 6.Designr assumes full bearing at all su rts shown.Shim or wedge if V �, fabrication,handling,shipment and Installation of components, neessary. 7.Designlaesassumes adequated drainage I of truss, a. R t 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 VIII IIII HUH I III VIII 11 II ill TPINVECA in BCSI,copies of which will be furnished upon request. git coincidewith jointacenter Ines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2©15 #1111 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-87) 62 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" -38/ 332V -30/ 102H 5.50" 0.53 RIDE ( 625) 3'- 9.2" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -51/ 101V 0/ OH 1.50" 0.16 KDDF ( 625) 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 lOPSF 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 = 0.031" @ 2'- 5.3" Allowed = 0.283" 3-11-11 MAX TC PANEL TL DEFL = 0.029" @ 2'- 5.3" Allowed = 0.424" f T MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 8.50[7 NOTE:Design assumes moisture content does f 3 -/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads 1 in the plane of the truss only. 0, N O O 1 i O co r1 o/- 1 c 0 /- o 1111.- ii 411.--- 01 -! M-3x4 1 ). Y 1-00 4-00 PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5017-D POLYGON - XJ2 ��' o pNQ,r9s Scale: 0.5754 Cj (N//�j/�jQ `�'/WARNINGS: GENERAL NOTES,unless otherwise noted 4d� ' 2l/l t1.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 - :lir:: e P EiXTruss: XJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper2.2x4 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 construction2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE 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 sheathin such es od sheaths C and/or d II BC. MM.9 PNS nher s rywa( )DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impart bridging or lateral bracing required where shown++ � Q4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '- REGON 4l/SEQ. : 6121038 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �„ ��design loads be appfed to any component. and ere for"dry condition"of use. " � TRANS I D: 412903 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full beating at ail supports shown.Shim or wedge if Q )4 {y fabrication,handling,shipment and installation of components. Desessary. J},,� `' 7.Design assumes adequate drainage is provided. "r 'R R}L4a„ 6.This design Is furnished subject to the f mitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII I III III III IIII IIIII IIII IIII IIIITPI/INTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center 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 2/31/ 01 11 11011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-149) 126 3-4=( -50) 21 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -19/ 320V -42/ 133H 5.50" 0.51 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.2" 0/ 43V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 11.2" -103/ 207V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 6.5" -11/ 25V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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" f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 MAX TC PANEL LL DEFL = 0.008" @ 2'- 0.8" Allowed = 0.285" 8.5017 ' MAX TC PANEL TL DEFL = -0.008" @ 2'- 0.8" Allowed = 0.427" MAX HORIZ. LL DEFL = -0.001" @ 5'- 5.8" MAX HORIZ. TL DEFL = -0.001" @ 5'- 5.8" 3 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting o system and components and cladding criteria. n Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, d of (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), d load duration factor=l.6, I Truss designed for wind loads in the plane of the truss only. . o f 1 11111111111111111 of /- 5 0 M-3x4 1 k * * 1-00 4-00 1-06-08 'PROVIDE FULL BEARING;Jts:2,5,3,41 0 PROP JOB NAME : 5017-D POLYGON - XJ3 Scale: 0.5693 �� iN �q is, WARNINGS: GENERAL NOTES,unless otherwise noted: " . -1\// / 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' >92$1 P E, i"• Truss•• XJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper yX 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 �y�r. DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ®/�a�*'1 is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d II BC. PMn' 9(r s rY�+'a( ) r DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'int (r' 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. 1X OREGON 4'. SEQ. : 6121039 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, , TRANS ID: 412903 design loads be noapplied control to any component. end are for"dry full bearing of use.supports g / -7 2 • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full at all su rts shown.Shim or wedge If 7 �� fabrication,handing,shipment and installation of components. necessary. /14 t i ` » 7.Design assumes adequate drainage Is provided. ri L.t 8.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 IIIIII1I 1111 III IIII(IIII VIII Ell TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center toes. 9.Digits indicate size of plata In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201 IIIIIIIIII IIS This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-51) 50 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 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 296V -17/ 69H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -115/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 1.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.119" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.178" 1-11-11 MAX BC PANEL LL DEFL = 0.008" @ 2'- 9.0" Allowed = 0.258" T T MAX BC PANEL TL DEFL = -0.022" @ 3'- 4.3" Allowed = 0.344" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 8.50 p MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting /- 3 -, system and components and cladding criteria. Wind: 140 mph, h=21.3ft, 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 o, in the plane of the truss only. rn o o I 1 , in o 0, I o/- c,: -N O o ►1 ►14 M-3x4 f b 1- /, 1-00 PROVIDE FULL BEARING;Jts:2,3,4I 6-01 JOB NAME •. 5017-D POLYGON - YJ1 .�` o PRO 6's Scale: 0.6393 ,C.. ,AAGIN /l.,,,, ,/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 44 v I Ill ! "'}'� 1.Builder and erection contractor should be advised of WI General Notes 1.This design Is based only upon the parameters shown and is for an individual '' `92$$P E C` Truss: Y J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+• incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectivety unless braced throughout their length by x '04 P ty Pe continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). AIAtr! DATE• 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ /, ` 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. "? OREGON 440 SEQ. : 61210 41 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• 412 9 0 3 design bads be applied to any component, and re for"dry condition"9 use.supports wedge / -1'4Q� • 5.CompuTrus has no control over and assumes no responsibility for the 8.Designr assumes full bearing at all su rts shown.Shim or If a 0"fabdcation,handling,shipment and installation of components. necessary. 7.Plates assumes adequate dractois faces of truss,and placed so their center TPINVTCA In I,copies of ch win be furnished upon nter Ines. 11111111111111111111111111101111111111 M Te USA,InoJCOmpuT S(Software 7.6 6(1 L)E request. 10.For basic connector lines coincide with oint plateedesign values see ESR-1311,ESR-1988(MITek) 9.Digits indicate size of plate In Inches. EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-82) 68 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -39/ 347V -34/ 113H 5.50" 0.56 KDDF ( 625) 3'- 10.9" -118/ 130V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 1.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF 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 = 0.083" 3-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.110" / / MAX TC PANEL LL DEFL = 0.019" @ 2'- 2.2" Allowed = 0.283" MAX BC PANEL TL DEFL = -0.037" @ 3'- 1.9" Allowed = 0.344" 12 8.50 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 3 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 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=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, 0 o Truss designed for wind loads I 0 r!., in the plane of the truss only. m ./- 1 O O� 1110- 114 M-3x4 l l )' 1-00 6-01 (PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 5017-D POLYGON - YJ2 ' PR(? -e Scale: 0.5768 �j IGII ',07._'� f WARNINGS: GENERAL NOTES,unless otherwise noted: CI.£ft V II i^,/r ' .'y" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4t' r 92 0 P E Truss• YJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper ��,r� 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: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 460091018. Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). � DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 /4� ' 4SEQ. : 6121042 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -IP OREGON '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, ‘- 1'r N1).' A, design loads be applied to any component. and are for"dry condition'of use. TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if / (^} h fabrication,handling,shipment and installation of components. necessary. S" 7.Design assumes adequate drainage Is provided. R R y Lk- 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center TPIAniTCA in BCSI,copies of ch will be furnished upon IIIIII 111111114111111111 M T13 USA,lnC./CompuT s(Software 7.6.6(1 L)E request. 10.(For basic connectorjoint plate design values see ESR-1311,ESR-1988(MiTek) 9.Digits Indicate size of late In Inches. EXPIRES;12/31/2015 • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 65 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-124) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ 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" -38/ 403V -51/ 159H 5.50" 0.65 KDDF ( 625) 5'- 10.3" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -95/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bCOND. 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 lOPSF 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 = 0.120" @ 3'- 7.2" Allowed = 0.446" 5-11-11 MAX TC PANEL TL DEFL = -0.113" @ 3'- 4.8" Allowed = 0.670" 1' 1' /- 3 -,, MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 8.50 p 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=22.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Lo load duration factor=l.6, o i Truss designed for wind loads rn r in the plane of the truss only. 0 0 M C COo o•-• c, c, IZAIIIIIIIIIIIIIIIIIIIIMMMIIIIIIIIIIMM M-3x9 1 ) I 1-00 6-01 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5017-D POLYGON - YJ3 � 0 PROFS' Scale: 0.5138 N" �G/)N'JjC'/^J,,+Q /( WARNINGS: GENERAL NOTES,unless otherwise noted: (1/ (/II 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 .792 0�P c Truss• YJ3 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, 47,/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 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 ( DATE: 11/21/2019responsibility designer. continuousxImpactsheathing such l acing required whereao n+drywall BC). �- the overall structure Is the of the building 3.2x bridging or lateral bracing required where shown++ � (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.n - OREGON ( SEQ. : 6121043 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 A, design bads be applied to any component. and are for"dry condition"of use. / -� (j TRANS I D: 412 9 0 3 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beefing at all supports shown.Shim or wedge If Q 14 2.. �� fabrication,handling,shipment and installation of components. necessary. 4 7.Design assumes adequate drainage Is provided. r R t t 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 I II IIII I II III IIII VIII IIII IIII TPINVICA in BCSI,copies of which will be tarnished upon request. Digit coincide with joint ate In 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 sea ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-05-08 GIRDER SUPPORTING 35-08-00 FROM 7-00-00 TO 16-05-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #10BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 64 2-10=(-1074) 5236 10- 3=( -10) 108 BC: 2x6 KDDF #1&BTR 2- 3=1-6810) 1486 10-11=(-1074) 5236 3-11=( -120) 364 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-6762) 1538 11-12=(-1088) 5340 11- 4=( -600) 2790 2x4 DF STAND A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5290) 1258 12-13=(-1066) 5240 4-12=(-2304) 562 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 16'- 5.5" V 5- 6=(-5294) 1258 13-14=(-1300) 6198 12- 5=(-1404) 5920 BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 0'- 0.0" TO 7'- 0.0" V 6- 7=(-6614) 1504 14- 8=(-1312) 6250 12- 6=(-2084) 512 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 420.8)+DL( 306.2)= 727.0 PLF 7'- 0.0" TO 16'- 5.5" V 7- 8=(-8170) 1804 6-13=( -534) 2454 BC LATERAL SUPPORT <= 12"0C. UON. 8- 9=( 0) 64 13- 7=(-1128) 280 ADDL: BC CONC LL+DL= 3018.0 LBS @ 6'- 0.0" 7-14=( -416) 1966 OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Join together 2 ply with 3"x.131 DIA GUN 0'- 0.0" -1031/ 4618V -144/ 1448 5.50" 7.39 KDDF ( 625) nails staggered at: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 16'- 5.5" -1518/ 6698V 0/ OH 5.50" 10.72 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, 6" Sc in 2 row(s) throughout 2x6 bottom chords, 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8-03 8-02-08 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" f f f MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.050" @ 5'- 10.3" Allowed = 0.777" 3-04-09 2-09-03 2-01-04 2-01-04 2 09-03 3-04-01 MAX TL CREEP DEFL = -0.136" @ 5'- 10.3" Allowed = 1.036" 8' T 1' T 1' T T MAX LL DEFL = -0.001" @ 17'- 5.5" Allowed = 0.100" *** HANGER TO APPLY CONC. 12 12 MAX TL CREEP DEFL = -0.001" @ 17'- 5.5" Allowed = 0.133" LOAD(S) EQUALLY TO ALL MEMBERS. 8.50 7 M-4x6 Q 8,50 4.0" MAX HORIZ. LL DEFL = -0.016" @ 16'- 0.0" 5 �t MAX HORIZ. TL DEFL = 0.035" @ 16'- 0.0" IR NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-3x5 e, di ,6M-3x5 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), in M-3x5 M 3x5 load duration factor=1.6, Truss designed for wind loads 0 3 7 in the plane of the truss only. A 4* M-5x10 o 0 ' i lk A®eiiiimaim ® ,, ,,,,-5x10 cr, o o - in 11 12 13 14 9 I o M-1.5x3 M-6x8 M-3x10 M-4x6 M-3x6 0 ***ty3018# / /, y 1, ) l y 3-02-13 2-07-07 2-04-12 2-04-12 2-07-07 3-02-05 ,D )' 1. 1, 1-00 16-05-08 WEDGE REQUIRED AT HEEL(S). 1-00 JOB NAME : 5017-D POLYGON - Z GIRD �` O PROFFS1s Scale: 0.3152 .,y* /0 WARNINGS: GENERAL NOTES,unless otherwise noted: J((1��4 fl Fll7 % 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ' .92 i 0 P E t- T ru S s: Z GIRD and Warnings before construction commences. bullding component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,,�✓` / . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE s the responsibilityof the erector.Additionalpermanent of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 14v bracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,Are DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* 11 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 44/ SEQ. : 6121045 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.. -Lj (• TRANS I D: 412903 design loads be applied to any component. and are for"dry condition'9f use.supports /�+ rL(} • 5,CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beano at all su ds shown.Shim or wedge if d 1 V� fabrication,handling,shipment and Installation of components, necessary. ill R n t i 7.Design assumes adequate drainage is provided. t L 6.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and pieced so their center TPI/WTCA in I,copies of ru will be funished upon wh ch lines de with VIII 111111111111111111 M Te USA,Inc./CompuT us(Software 7r 6.6(1 L)E request. 10.For basic co necoroplate design values see ESR-1311,ESR-1988(MITek) int center Ines. 9.Digits indicate size ofplate in inches. EXPIRES:12/31/2015 IIII II IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-05-08 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 65 2- 8=(-307) 1372 8- 3=( -30) 438 BC: 2x6 KDDF #1&BTR 2- 3=(-1802) 500 8- 9=(-396) 1511 8- 4=(-262) 195 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1372) 447 9- 6=(-29B) 1372 4- 9=(-262) 195 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1372) 447 9- 5=( -29) 438 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-1802) 500 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 10'- 5.5" V 6- 7=( 0) 65 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 10'- 5.5" TO 16'- 5.5" V BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 16'- 5.5" V NOTE: 2x4 BRACING AT 24"0C UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 10'- 5.5" 0'- 0.0" -342/ 1433V -100/ 100H 5.50" 2.29 KDDF ( 625) 16'- 5.5" -342/ 1433V 0/ OH 5.50" 2.29 KDDF ( 625) OVERHANGS: 12.0" 12.0" 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•I BOTTOM CHORD CHECKED FOR 1OPSF 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 = -0.030" @ 10'- 5.5" Allowed = 0.777" MAX TL CREEP DEFL = -0.059" @ 8'- 2.8" Allowed = 1.036" MAX LL DEFL = -0.002" @ 17'- 5.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 17'- 5.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.011" @ 16'- 0.0" MAX HORIZ. TL DEFL = 0.018" @ 16'- 0.0" 5-11-11 4-06-02 5-11-11 f f T f NOTE:Design assumes moisture content does 5-09-08 2-05-04 2-05-04 5-09-08 not exceed 19% at time of manufacture. T '+320# f +1320# 1' Design conforms to main windforce-resisting 8.50 12 M-4x6 M-4x6 12 8.50 system and components and cladding criteria. F77f 3 M-3X4 5 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), MB load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. rn 0 in 0 rn rn o ® ® CD I CD I = 8 9 I 7 I o M-3x4 M-3x4 M-3x4 M-3x4 0 b 1, k 5-09-08 4-10-07 5-09-08 * * ,l * 1-00 16-05-08 1-00 JOB NAME : 5017-D POLYGON - ZH1 �� PR 6,9 Scale: 0.3152 �J 0..4'co N7 WARNINGS: GENERAL NOTES,unless otherwise noted: V'�� 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 4' .92 6 6 P E 1'" Truss: ZH1 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. /" ,/P 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ;+'�' DES. BY• EE s •the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 0, P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `_., DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 1i )(,Z� 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. -r! OREGON "IJ SEQ. : 6121046 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, `,. ''',„/ ut." A. design loads be applied to any component and are for"dry condition"of use. / }f r�Q .k, TRANS I D: 412903 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 � necessary. �!+. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. c„PRO- 6. RI ,y„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(IIII(IIII(IIII VIII VIII IIII IIIITPINVTCA In BOB!,copies of which will be furnished upon request. git coincidewith joint center lines. 9.Digits indicatesize of platein Inches. MiTek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-13t 1,ESR-1988(MiTek) EXPIRES;12rf 1t d1GJ 1111 11liii This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-10=(-157) 592 10- 3=( -50) 239 BC: 2x6 KDDF N1&BTR SPACED 24.0" 0.0. 2- 3=(-835) 310 10-11=(-231) 649 10- 5=(-122) 139 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 11- 8=(-173) 592 5-11=(-122) 140 LOADING 3- 5=(-592) 316 11- 7=( -50) 239 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0(+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-592) 316 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 TOTAL LOAD = 42.0 PSF 7- 8=(-835) 309 8- 9=( 0) 65 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 0'- 0.0" -187/ 805V -101/ 1O1H 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 16'- 5.5" -187/ 805V 0/ OH 5.50" 1.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0-033(-01 !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 0-0311 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 '�'( MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 7-11-11 0-Ub-02 7-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.026" @ 8'- 2.8" Allowed = 1.036" MAX LL DEFL = -0.002" @ 17'- 5.5" Allowed = 0.100" 5-09-08 2-02-03 2-02-03 5-09-08 MAX TL CREEP DEFL = -0.003" @ 17'- 5.5" Allowed = 0.133" '( T T T T T MAX TC PANEL LL DEFL = -0.035" @ 13'- 4.0" Allowed = 0.399" 6-00 6-00 MAX HORIZ. LL DEFL = 0.004" @ 16'- 0.0" T T T T MAX HORIZ. TL DEFL = 0.008" @ 16'- 0.0" A- 12 4 5 12 8.50 p Q 8.50 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-4x6 M-4x6 Design conforms to main windforce-resisting 3 M-3x4 7 system and components and cladding criteria. �� e 4� Wind: 140 mph, h=22ft, 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 i in the plane of the truss only. 0 %o rn o 0 0 0 axe e� 0 /o I - 10 11 8 0 M-3x4 M-3x4 M-3x4 M-3x4 0 A- ), ). ,l 1' 5-09-08 4-10-07 5-09-08 Y ,l ), l 1-00 16-05-08 1-00 JOB NAME : 5017-D POLYGON - ZH2 �Ro��6� Scale: 0.3129 . i N �* WARNINGS: GENERAL NOTES,unless otherwise noted: ,.✓ rr--�� Nz//I 2' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual ' . P E r Truss• ZH2 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. T 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / DES. BY• EE2'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 drywell(BC). DATE: 11/21/2014 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. ^x! OREGON to SEQ. : 6121047 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, .4 41 t\b` A. design loads be applied to any component. end are for"dry condition"of use. f -7 y' 2P. �(, ,. TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if D 4> �t;j fabrication,handling,shipment and installation of components. necessary. �j ti 7.Design assumes adequate drainage Is provided. " P R I L-. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II IIII III IIII IIII IIII III I IIII IIIITPI WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Imes. 9.Digits Indicate size of plate in inches. M iTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 IIII{III 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) 65 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-52) 49 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" -56/ 296V -17/ 688 5.50" 0.47 KDDF ( 625) 1'- 10.9" -111/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) 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 lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.118" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.178" 1-11-11 MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" '( T MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 8.50 p MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting /- 3 -/ system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 ,) load duration factor=l.6, o Truss designed for wind loads Q, in the plane of the truss only. o, o 0 1 1 o rn 1 c,/- c., ,-N T O o� ►/ ► 14 M-3x4 f 1-00 PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME : 5017-D POLYGON - ZJ1 , c,, paOFes Scale: 0.6359 !�0,)Ni I �/0 WARNINGS: GENERAL NOTES,unless otherwise noted: V iii/Z/ 1 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 4 .. .92 0 OPE ty Truss: ZJ1 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+ Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction, 2.Design assumes the top end bottom chords to be laterally braced at DES. BY• EE is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,✓�., P P continuous sheathing such as plywood sheathing e end/or drywall(BC). " DATE• 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. " OREGON , SEQ. : 6121048 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. 4, \� A. TRANS I D• 412903 design bads be applied to any component. and are far"dry condition"9 use.supports wedge / 7 y ( • 5.CompuTrus has no control over and assumes no responsibility for the 6.Designr assumes full bearing at all su rts shown.Shim or if } fabrication,handling,shipment and Installation of components. necessary. g P Po 7.Design assumes adequate drainage Is provided. PRO- 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 I II(IIII VIII III I IIII IIII)IIII IIIITPIMlfCA in BCSI,copies of which will be famished upon request. Digitsin lines coincide with jointaete inches. in nche. 9. nicdtsize ofpcto . M ITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES: 23111 II II I 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) 65 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-83) 67 TC LATERAL SUPPORT <= 12"01. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX BORE 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" -37/ 346V -33/ 111H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -113/ 128V 0/ OH 1.50" 0.20 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) 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" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 3-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 1' MAX TC PANEL LL DEFL = 0.019" @ 2'- 2.2" Allowed = 0.283" 12 MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 8.50 7 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" f 3 -/ MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 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. ,n Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q, N load duration factor=l.6, o Truss designed for wind loads i 0 co in the plane of the truss only. M os- 1 /- o O 0-111111111. 11111 M-3x4 ,1 .1 1, 1-00 6-00 PROVIDE FULL BEARING;Jts:2,3,4I JOB NAME : 5017-D POLYGON - Z J2 �,�' PRppSS Scale: 0.5859 ‘AetIN / WARNINGS: GENERAL NOTES,unless otherwise noted: 44 CI ,//^/ 11 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 Q- f 920 0 PE c Truss• Z J2 and Warnings before construction commences, building component.Applicability of design parameters and proper J �►/"r 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: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length bymoppop DATE 11/21/2014 responsibilitybuilding designer. continuous sheathing such as plywood required ing(TC)and/or drywall(BC). �r P,- the overall structure is the of the 3.2z Impact bridging or lateral bracing where shown++ d 1Z 4SEQ. : 6121049 .No load should be applied to any component until after all bracing and 4.installation of truss is the responsibibty of the respective contractor. "57 OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, �„ v,tIu ,� design bads be applied to any component. end are for"dry condition"of use. / +�"" TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if / �� fabrication,handling,shipment and Installation of components. necessary. 8.This design is furnished subject to the Fmitations set forth 7.Design assumes adequate drainage is provided. P R` - IIIIIIII IIII VIII VIII VIII IIll IIII 9 by 8.plates shall be located on both faces of trues,and placed so their center TPIlWfCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. M ITek USA,Inc./CompuTrus Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:121311201.5 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1%BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-124) 95 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -36/ 402V -50/ 155H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -90/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) 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 lOPSF 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 = 0.122" @ 3'- 7.2" Allowed = 0.446" 5-11-11 MAX TC PANEL TL DEFL = -0.112" @ 3'- 4.8" Allowed = 0.669" T T /- 3 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 8.50 17 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=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), in load duration factor=l.6, o I Truss designed for wind loads Q` r- in the plane of the truss only. 0 0 M C O O/- M-3x4 1 b y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,4,3' JOB NAME : 5017-D POLYGON - Z J3 � ` ,rN PR Or Scale: 0.5141 5 •AGIN /(y'yy�,.Q* W WARNINGS: GENERAL NOTES,unless otherwise noted: 1 "^/ 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 4 . `92.$PE {"" Truss: Z J3 and Warnings before construction commences, building component.Applicability of design parameters and proper " 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the 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: EE 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: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown u• { 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. : 6121050 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L,,, V Ni)c & design loads be appied to any component. end are far"dry condition"of use. f �. t1(� TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If Q 1 4 4- ��+ fabrication,handing,shipment and installation of components. necessary. `��`' 7.Design assumes adequate drainage is provided. "^ Ci I Ll;, 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 Jl IIII I I III IIIII IIIII IIIII IIII IIIII IIII IIIITPIiWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate In Inches. MITE*USA,InC./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111111111 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-198) 179 3-4=( -82) 33 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 BAG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -67/ 200H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -187/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ 1V 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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 = 0.072" @ 2'- 11.8" Allowed = 0.448" �) MAX TC PANEL TL DEFL = -0.061" @ 2'- 11.9" Allowed = 0.672" 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 8.50 3 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" NOTE:Design assumes moisture content does �) not exceed 19% at time of manufacture. (� Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Q, of (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 0 0 Trrussddesignedfforowind loads of in the plane of the truss only. rn rn -/ i ►� 5►� I M-3x4 f .1 .1 )' ), 1-00 6-00 1-11-11 PROVIDE FULL BEARING;Jts:2,5,3,41 0 PP op 'SCSI JOB NAME : 5017-D -D POLYGONZJ4 Scale: 0.4653 C..; /// //NY tkOJN vjo WARNINGS: GENERAL NOTES,unless otherwise noted: 8 J /// // IA 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. f 92$$P Truss: Z J4 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 designer. 3.Additional temporary bracing to Insure debility during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectivey 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). ,�" " •" M DATE• 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /.,c�,, 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 y OREGON b, v✓. SEQ. : 6121051 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses we to be used in a noncorrosive environment, 4. -if \ A,,, TRANS ID: 412903 design loads be appped to any component end ra for"dry condition"ggf use.supports g ///��,, '7 k 2(. •�. • E CompuTrus has no control over and assumes no responsibility for the 8.Designr assumes full bearing at all su rts shown.Shim or wedge if 5..+ 7 4 ‘?, fabrication,handing,shipment and installation of components. necessary. 4''L)t I I 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 IIIIII VIII IIII VIII I III VIII VIII IIII IIIITPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with JoinppIn inches. 10.FFt center loan. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9. orbasi Digits connectorplate design values see ESR-1311,ESR-1988(MiTe10 EXPIRES:12/31/2015