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Plans (80) i45 7 )/C c /Oei ,r-- ...“1110,4cF0011:111NORiM,,,,,, I I /C 14 4 7 /teltSSI 0 REVISORTFS 40TED l I l ): ,hiONFOONF01176;12EViSF. ,1aBRIBMIT,, awia 7a.r4'r:rn41..C7',..,a-ia.Bir,,s'A r Ro...Er yCo EF TI:AERD 1 D ur Famaivx,or,,,Araria mio Rano..miER.Fia aR wax,a,. 11'-5 1/26 arKiRi,Foi,,ixS.,Roiaolo I aV Alexia Racal ,Oatx 12.02/1.4 MILBRANDT ARCHITECTS 4: g? r I MAR 14 2016 .- a 0. GARAGE BUILDVG DIVISION J1 J1 1 JAL. 1:4 (21 .. i 4r WIUS/HOS26 J1 CJI J2 CJI /40 iii — .13 741&If 71:I I 21 J4 a 13 .15 7.512 aS A Ell M J7 ffi MI A i'l 0 go 1? J10 A Jr L:12.:12. 7.512 rz J. rs:a A . @ J8 le a ,ff W WI NI- LL Fab 4.. 1.6:11 EJ5 L.r. Eli EJ4 A. EV.HOUS26-2 I ''' )711102-EDS31 r= i 1,4 r leUi2104 L EJ3 A I : r4 . \ 7C 121 3J2 an 02 (3) ; 12.. . I\ 2 S ,11., SJ2 ,...._ 1 . 7;5:12 -.., t• - — gl ‘ 6:1! /\:\_ r .1 2.111 A- • 5, 7.5:12 _ € Al / g coriFoNS TO DESIGN,;ONCEPT to d . ,. 0CONFORMS TO DESIGN CONCEPT WITH 3* . REVISIONS AS.0. y., :i2 DI I 0 NON-CONFORMING-REVISE AND RESUBMIT r- ,,la SIROP PRAM.aiREX FEVIEM FOX Cii,E.inFORMifFi Eri,ME tiESIaR coutEr i:iii,Pliii DOR.F NOT RE:1En F..,E NA_ G1 , :::XICAZsoll:FONOIRI-17 FOR C5ifORRaNCE alla i'i€ fRESIGa ZilialiaS afi`;F.,,,,,AFIONZ aLl.0;lAilOii iiR,11 RRIORIn OVER RliiS NOP ORMIoi. Oat,Pecealier 9.2I114 CT ENGINEERING INC 191-r I10'-10 Se 17 3fr 15'-1 lir 17-841 [ 81-06 1 @ Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 11/26/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL in PROJECT TITLE. REVISION-1: DRAWINGS FOR ALL FURTHER 5019-B POLYGON BUILDING DESIGNEINFORMATION.R/ENGINEER OF RECORD er pacdi ,,: umb PLAN: DRAWN BY: REVISION-2: RESPONTRUSS N SIBLE FOR ALL NON-TRUSS TO CONNECTIOS.BUILDING ., .„ 5019 / B-B CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REMEW AND APPROVE OF ALL . .. TR u s s :', COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. & __ i.l. 0.115"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. I ��CDNFCNMS TO DE51u'Po CCYICE➢T I �-` ----- Cf1NFfiPM9 TO Dc31CaR''COP:io—'T iVfTN j v 11'-b 11iill �k3N-CJNFCRMINv-RE1�14E&RESUEiMfT - I r I the :12 :ur,_za ,: , ,:�,,.:+ (,y ��Nevu Fukai .._te 12f22/1< t N� � � � MILRRANDT ARCHITECTS ` GARAGE Ell ---a FJ1 10�� r,IrA4P_ J1 to r K/■ J2 1 111 JJ44 M :Hamm % .Iwiii r ii hIlk 't - 10 J7 � _-1. a 11111111.L._ Ng Jii[iitomi J11 I► r J10 Milliir i' E J9 a -- a o _ ■- Js � 75.12 r le! ■ J7 a -w 2 ' I Num= a .15 Eli � . • � � i 1 AM II X EI3 _ !� I e. All J3 40„x'" 01642.t.., les Ar r ./ 1I 0 kg ill AIIIII AMIE.gdgill Al .. Oil. 2 2 €2 in ri t... CONPOEMS DESIGN CONCEPT �-'� FO ❑ REVISIONS TO SHOWN CONCEPT WITH MIT ,,ffillik ❑ 3ON-CONF R SHOWN •�- NP,A SES EUEI!G-EET FOR AND S ARAWE RII E TEE Ei+.ii?v.F3::BEER PERE!?:+E F T_: T 71£F'4:, Illi TRE E ric S oEEkE RA E:9 r!E 9 T A,_MF.'IE RIMPII EST:GTEaGEU:k CE PAT: AT:CM ._P:1i?CE'w:ERI E I TAE - Ef5t3i C?9+'i45 5?y SiE4ii.::AT_Ei19 R Cf VE:.ERIE E ICii'?' "}P 7-:1:W ari4IW. pmol:P,Solman: Tale:peneNEer 9,2111 CT ENGINEERING INC I2'-r I 151-1 VT 1'j7 3,4• 101-10 314• I 19.8 j- 8'-0' 1 I ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW111 UI I'f PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND S' INFORMATION mber PROJECT TITLE' REVISION-1: DRAWINGS FOR ALL FURTHER 5019-B POLYGON INFORMATION.BUILDING :n DESIGNERIENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY- REVISION-2. TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO .E. R ,M '1 5019 / B-B CHECKED BY: REV EW AND APPROVE OF ALL 1R �7ri. ANY DESIGNS PRIOR TO CONSTRUCTION. 9. DELIVERY LOCATION: SCALE REVISION-3: 0.115"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek'--". —:---mmm.'.n.".'..mIIIl.l...lI...lnllIlllIlIllIIlIIllIIIlIIIlIlIIIllIllIllIIIllIllII_ USA, Inc. / CompuTrus Software Warnings & General Notes ARttiNGS= 1. Bir and erection contractor should beadvised of all General Notes and Warnii s before cans commences. s. . 2x4 x, put:ssion Ix rg must be installed where shown+, 3. Addttronaj temporary toe s��during construction Is_ the re nsibility of the erector.Additional permanent bracing of te overallstructure is the responsibility of the building 4. No should • designer be to any comport wig after aili thfastest ners complete and at no should any than and design loads be to any component. 6 .Co m ' pu rus has no control over and assumes no resPonsibffity for the 6. This is fdn subjectmid installation of co npor encs. 7PIANTCA in BCSI,copies will be ltedact upon�+ ,. GENERAL.NO S,urs otherwise noted: 1. 7hls rp based only parameters shown and is for mi individual buikting comlponent A.ppicabdity of desigpi parameters and proper componentirssirporation is the responsibility of t#xr buildkig 2. the top and bottom o to be latera ly brad at 2'o.c.and at 1!'o.c unless braced throughout thea legit by continuous sheathing such as plywood (TC)air` ) 3. 2xnpr bridging or lateral bracing re where shown++. truss Is the responsthatf of the respective c o or. 47, assumes trussesare to be used in a and are for"dry con ion"of use, env' 6. ties aissum+s�- : + supports shy.Sty is wedge if necessary. 7. assumes adequtde drainage is provide d. 8 l be lata on both fads of truss,and so their� s coincide with joint center des. 3. size of plate in rhes. 10. For basic connector plate der see ESR-1311.E i9l M refit). t~t PRa �? GIV 0 45>0 s it ' ""?y ,OREGON �» This design prepared from computer input by -BC VIIIIIIIIIIII TRUSS SPAN 15'- 1.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: RA KDDF TC: 2x9 KDDF gl&BTR l&BTR SPACED 29.0" O.C. not to exceed 19% at time of manufacture. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.N) ON TOP CHORD = 32.0 PSF BC LATERAL SSUPPOORRT <<== 12"0C. UON. system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSI Wind: 190 mph, hts ,5 En, osed, ASCE (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LL = 25 PSF Ground Snow (Pg) 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. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR DSPAC LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRRENTLY. complete specifications. 7-06-12 7-06-12 T 12 4 7.50 12 I I M-4x4 4 7.50 3pp ��1 _o � of 5 0 c o M-3x4 M-3x4 b 1 00 y y 15-01-08 1-00 PR JOB NAME : 5019-B POLYGON - Al Scale: 0.9429 ``1n/125 `°meq GENERAL NOTES,unless otherwise noted: CC. .7 , E r WARNiNGS: Thls " 1.Builder and erection contractor should be advised of all General Notes 1. building Icomponen.Applicability of design parameters and nd prorpeer individual Truss: Al and Warnings before bracing must commences. incorporation of component is the responsibility of the building designer. 2.204 compression web be Installed where shown+. 2.Design assumes the top end bottom chords to be laterally braced at g . r! 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless sheathing(TC)blh shout their length by DES. BY' MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood ..sm, }N ��C• DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing reof quired where shown++ }��fhA�t i 2 � 4.No load should be applied to any component until after all bracing end 4.5.Designs assumes trusses tion of truss is the to beulsed inta non-corrosive environment, V-Y7 T �y SEQ. : 6125955 fasteners are complete and at no time should any loads greater than and are for"dry condition"are use. ,14p1„1,4,0,11 ). Q> design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if �y4`1� TRANS 1 D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the necessary. CC (5 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 o ncll be located idt on both of truss,and placed so their center I 11111 11111 11111 11111 11111 11111 11111 IIII 1111 MiTek SA,Inc./CompuTrus which Softftware furnished 6.6(1 L)-E request. 10 For basiciconnectorpla 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 CATION 15-01-08 GIRDER SUPPORTING 6-00-00 INC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1668) 297 1- 6=(-209) 1326 6- 2=( -26) 371 WEBS: 2x4 KDDF STAND 2- 3=(-1161) 253 6- 7=(-208) 1316 2- 7=(-492) 142 LOADING 3- 4=(-1161) 253 7- 8=(-208) 1316 7- 3=(-208) 989 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( LL 14.0)= 64.0 GroundSnowLF 0?g) 0.0" TO 15'- 1.5" V 4- 5=(-1668) 297 8- 5=(-209) 1326 7- 4=(-492) 142 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 50.0)+DL( 54.0)= 104.0 PLF 0'- 0.0" TO 15'- 1.5" V 4- 8=( -25) 371 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. 0L0'--TIONS REACTI.0" -229/ ONS REACTIONS0H SIZE 2.0 3 IN. F ( 625) 25) 15'- 1.5" -229/ 1270V 0/ 10OH 5.50" 2.03 KDDF ( 625) BOTTOM CHORD CHECKED FOR OOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.026" @ 7'- 6.8" Allowed = 0.710" MAX TL CREEP DEFL = -0.053" @ 7'- 6.8" Allowed = 0.947" 7-06-12 T 7-06-12 MAX HORIZ. LL DEFL = 0.009" @ 14'- 8.0" 4-03-05 3-03-07 3-03-07 4-03-05 MAX HORIZ. TL DEFL = 0.015" @ 14'- 8.0" 12 f f T T NOTE: Design assumes moisture content does 7.50 V' M-4x6 12 not to exceed 19% at time of manufacture. Q 7.50 Design conforms to main windforce-resisting 34.p" system and components and cladding criteria. ��\11 Wind: 140 mph, h=21.Sft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l.6, • o A411 Truss designed for wind loads in the plane of the truss only. M 3x4 M 3x4 2 9 1 I I o o 1►-� 6 1 7 8 Jo M-3x4 M-1.5x3 M-3x8 M-1.5x3 M-3x4 5 ), y 4-01-09 3-05-03 l 3-05-03 b 4-01-09 y b 15-01-08 1 JOB NAME : 5019-B POLYGON - A2 , pIN71 Scale: 0.3776 c� t.7/25 ('�� N �c�,,gr� WARNINGS: GENERAL NOTES,unless otherwise noted: (, J v J1/ f'6' Truss' A2 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' c17 • and Warnings before construction commences, building component.Applicability of design parameters and proper .��i PES 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer, DES. BY: MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DATE: 11/26/2014 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 #rer�rb. the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)where shown end/or drywall BC. ,40% 1rt Aire'"'" 4.No load should be applied to any component until after all bracing and 4.Installation nact boftruss is the responsior lateral bility requiredf tspective contractor. /� TRANSSEQ. : 6125956 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, �� OREGON �(!j I D: 413 213 design loads be applied to any component. and arefor"dry condition"of use. �r 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 '7 i 4 •a.. bo TRANS shipment and installation of components, necessary. 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. 4, y` ` I 111111 VIII 11111111111111111111111 III VIII VIII VIII11111111 1111 TPI/WTCA in SCSI,copies of which will be furnished upon request. 6 Platesnancoincide with joint on centernpfne59. s of truss,and placed so their center b1• MiTek USA,inC./COmpUTTUs Software 7.8.6(1 L)-E late in Inches. 10.For basiits c connector plicate size of ate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 This designMBpreparedER-BC from computer input by IIIIIIIIIIIIII 20-05-08 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 20-05-08 GIRDER SUPPORTING 35-09-00 FROM 7-00-00 TO 20-00-00 1- 2=1 0) 60 2-10=(-1590) 6376 10- 3=( -478) 200 14- 8=( -816) 142 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=( -7792) 1960 10-11=(-1598) 6394 3-11=( -360) 1150 8-15=(-4944) 1334 2x6 KDDF #1&BTR T2, T9 3- 4=1 -8308) 2188 11-12=(-2650) 10190 11- 9=( -794) 3452 15- 9=(-2662) 10804 BC: 2x8 KDDF STAND; LOADING 4- 5=1 -7088) 1896 12-13=(-2884) 11174 11- 5=(-4559) 1232 9-16=(-6658) 1659 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 5- 6=1-10450) 2790 13-19=(-2884) 11179 5-12=1 -586) 2898 2x4 KDDF #1&BTR A; TC UNIF LL( 50.0) ( 14.0)- 69.0 PLF 0'- 0.0" TO 6'- 0.0"6V. 7=1 -9390) 2492 19-15=(-2506) 10196 12- 6=(-1066) 278 2x4 KDDF STUD B; TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 14'- 5.5"7V8=)-11046) 2840 15-16=( -198) 774 13-6-14=1-2548) 2244 2x6 KFD5 #2D C; TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 14'- 5.5" TO 20'- 5.5"8V- 9=( -9480) 2360 6-14=(-2548) 4802 2x6 DF SS D BC UNIF LL( 0.0)+DL( 90.0)= 40.0 PLF 0'- 0.0" TO 20'- 5.5" V TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 421.9)+DL( 286.9)= 708.8 PLF 7'- 0.0" TO 20'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. 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 @ 14'- 5.5" 0'- 0.0" -1219/ 4930V -69/ 114H 5.50" 7.89 KDDF ( 625) 20'- 5.5" -1852/ 7713V 0/ OH 5.50" 12.34 KDDF ( 625) NOTE: 2T9 OPACIOR AT SOC TOS. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR DSPAC LIOE LOAD. TOP MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" For hanger specs. See approved plans MAX LL DEFL = -0.125" @ 11'- 9.7" Allowed = 0.977" ( 2 ) complete trusses hequired. MAX TL CREEP DEFL = -0.252" @ 11'- 9.7" Allowed = 1.303" Join together 2 ply with 3"x.131 DIA GUN nails staggered at: MAX HORIZ. LL DEFL = 0.030" @ 20'- 2.8" �' 9" oc in 1 rows) throughout 2x9 top chords, MAX HORIZ. TL DEFL = 0.049" @ 20'- 2.8" 9" oc in 2 rows) throughout 2x6 top chords, NOTE: Design assumes moisture content does 6" oc in 2 row(s) throughout 2x8 webschords, exceed 19% at oof manufacture. /A 9" oc in 2 row(s) throughout 2x6 webs,,9" oc in 2 row(s) throughout 2x6 webs. not 5-11-11 8 06-02 2-06-12 3-09-15 Design conforms to main windforce-resisting T f system and components and cladding criteria. 3-03-10 2-08-01 2-06-06 3 03-11 3 00 03 2 02 10 4 3-04-15 f Wind: (AlllmHeights),tEnclosed,2Cat.2,6Exp B, MWFRS(Dir), Q T 4r320# T *I'm 12 load duration factor=l.6, 12 Q 7.50 Truss designed for wind loads in the plane of the truss only. 7.50 C.,7' M-4x8M-5x10 M-3x8 M-33x8 7 5 41 __ T2 _- M-6x8 M-5x12 M-3x5 gOish B fr T4 1 _ 0 M-5x16 t 1' D N ko of - o - 1 12 'r 13 14 15 0 11 0.25" M-3x8 1:1:4-8x8 M-8x10 M-3x8 o M-1.5x3 M 4x10 1-_M-10x10(S) WEDGE REQUIRED AT HEEL(S). / y y b 1 y y b 3-01-19 2-04 3-03-11 3-00-03 3-01-15 2-04-06 3-01-07 y b y 20-05-08 1-00 O P R Ore, JOB NAME : 5019-B POLYGON - B1 Scale: 0.2530 tii1Z5 'L GENERAL NOTES,unless otherwise noted: 4 . = 2!*PE Individual gyp` WARNINGS: �! 1.BuilderWarnings and erection contractoroncshould be advised of all General Notes i•Thising component.Applicability of parametersesign parameters and proper J� Truss: B1 and compressionress beforewconstruction t bmmsnts. Incorporation of component is the responsibility of the building designer. 2.2x4 onaltemporary web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at Aa 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10 o.c.respectively unless braced throughout their len th by ;,,� .0411111010. and/ordrywatl(BC). OREGON f DES. BY• MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)btedt *V DATE: CC 11/2 6/2 014 the overall structure is the to any of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'h`lb�� 4 �Q�{A 4.No load should be appled to any component until after at bracing and 4.5.Ds Ana assumes tru ses aretion of truss is the eto bebised I the respective contractor. osNe environment, S E Q. : 612 5 9 5 7 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. A, design loads be applied to any component. 6 Design assumes full bearing at ell supports shown.Shim or wedge If 1w�n y+ TRANS I D: 413 213 5.fabrication, has no,shipment over and assumes no responsibility smppone is for the 7.Design necessary. assumes adequate drainage is provided. C. R L fabricati g,Is handling,ed smeec and iefinittion soby . on 6.This design Is furnished subject to the fiMtetios set forth by 6.Plates u�nddbe e with joint centetr Rness of truss,and placed so their center 1111111 VIII VIII 1111 VIII it VIII 1111 1111 MiTek U A in nc./ copies rsSoftware will be furnished 7.6.6(1L)-E request. f plate in inches. U lines indicatessize a design values see ESR-131 1,ESR-1988(MiTek) EXPIRES:12131/`201.5 RIM USA,IBCSI, of which furnished upon IIIIIIIIIIIIII TPACIFIChis designLUMBEpreR-BCpared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-(-65) 69 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -9/ 202V -25/ 68H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 10.9" -119/ 131V 0/ OH 1.50" 0.21 KDDF ( 625) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 3-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.021" @ 2'- 0.7" Allowed = 0.268" MAX BC PANEL TL DEFL = -0.036" @ 3'- 1.4" Allowed = 0.339" 12 7.50 17, MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 2 Design conforms to main windforce-resisting system and components and cladding criteria. �' Wind: 140 mph, h=20.9ft, TCDL=9.2,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. O N O f- l �� l►� ►13 M-3x9 6-00 PROVIDE FULL BEARING;Jts:1,2,31 JOB NAME : 5019-B POLYGON - BJ2 Scale: 0.5940 ��`` �prv"o,�est, WARNINGS: GENERAL NOTES,unless otherwise noted: 4,4rs' r�11e7 ! 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 ` ` ``P { Truss: BJ2 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 MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced et is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10•o.c.respectively unless braced throughout their length by ` e. • DATE: 11/26/2019 the overall structure Is the resonsibili of thedesigner. or22xpossheaninsueras cingrequredwheres shown I. (Z' be P tybuilding 9 3.In Impact bridging s lateral bracing required the where she co+a 'L A; us G�N `,. SEQ. : 6125958 4.Noloads lcmleeiantoono component any afterdalleatei than 5. 4.Design assumes trussesr istheare be used Ithe on-coctivee enractnr. W fasteners are complete and at no time should any loads greater than 5.Design are to be used In anon-corrosive environment, , y �N TRANS I D• 413 213 design loads be applied to any component. and are for"dry condition"of use. /� 1�, 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 T fabrication,handling, Desessary. A., h�'i la.S- shipment and installation of components. 7.Design assumes adequate drainage Is provided. '✓I +rli IIIIII IIII VIII VIII VIII VIII VIII IIII IIII 6.This design furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA Inn BCSI,copies of which will be furnished upon request, lines coincide with Joint center lines. 9. its indicate size late in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FFor basic connectorof plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC LUMBER 4PECIFICATIONS 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=(-109) 88 1-3=10) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.1. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -33/ 266V -40/ 107H 5.50" 0.43 KDDF ( 625) TOTAL LOAD = 42.0 PSF 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) 5'- 11.7" -B4/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 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 = 0.103" @ 3'- 7.2" Allowed = 0.425" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.105" @ 3'- 9.8" Allowed = 0.638" 5-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 NOTE: Design assumes moisture content does 7.50 7. 2 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=9.2,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. rn ?"- ,-- "- f 1� 3►1 M-3x9 .1 b 6-00 PROVIDE FULL BEARING;Jts:1,3,21 .00 P OPE JOB NAME : 5019-B POLYGON - BJ3 Scale: 0.5457 c ��(L. 7f!C `' fyf WARNINGS: GENERAL NOTES,unless otherwise noted: `^92.®///OPE 1.Builder and erection contractor should be advised of all General Notes 1.This building comp basednent Applicability efon the paramedesignters parshown and and isfo propern individual Truss: BJ3 andxWarnings before construction commsnces, incorporation of component is the responsibility of the building designer. 2.2x4 compression web bradng must be installed where shown+, 2,Design assumes the top and bottom chords to be lateralty braced at 3.Additional temporary bracing to insure stabiity during construction 2'o.c.and et 10'o.c.rspectNely unless braced throughout their length by ,,,e 1 �- DES. BY• MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON �f+ DATE• 11/2 6/2 014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ ,if ^t% 4.No load should be appAed to any component until after all bracing and 4.5.Designation of truss is the assumes trusses are to be used in of a noncorrrosiv contraronment, /t Af 2,S0' SEQ. : 6125959 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. r. �"/� 7}� design Toads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if V qI TRANS I D: 413 213 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 5,Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111111111111111111 CA in BCSI,copies of which will furnished upon request. MiTek USA,Is Software 1L)-E lines10. cde with joint center Ines. g is cosize plate in inches. For basic connector platedesign values see ESR-1311,ESR•1988(MITeq EXPIRES;RES.12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTR TRUSS SPAN 7'- 11.7" LOAD DURATION INCREASE = 1.15 INC2012 MAX MEMBER FORCES 1-4=)0 4WR/DDF/Cg=1.00 BC: 2x4 KDDF #i&BTR 1-2=(-167) 153 1-9=(0) 0 SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"0C. SON. 2-3=( -76) 31 BC LATERAL SUPPORT 0= 12"OC. UON. LOADING 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/ 237V -54/ 146H 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 7'- 11.7" --15/76/ 334V 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 psi) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.061" @ 2'- 9.3" Allowed = 0.427" 3 MAX TC PANEL TL DEFL = -0.058" @ 2'- 11.9" Allowed = 0.641" 12 7.50 '' MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" NOTE: Design assumes moisture content does 2 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, II, Truss designed for wind loads of in the plane of the truss only. j, o/- t <r Pli,_ i 1►/ 0 4 114.- M-3x4 M-3x4 > ), ), 6-00 1-11-11 PROVIDE FULL BEARING;Jts:1,4,2,3j JOB NAME : 5019-B POLYGON - BJ4 ��, PR�/�F$ Scale: 0.5029 Gj o/IN�j��.q �/ WARNINGS: GENERAL NOTES,unless otherwise noted: 451 ///g5 Gr 5J l!- "b' TrussBJ4 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 . *lff9`2'�,P E ��-^ • and Warnings before construction commences. building component.Applicability of design parameters and proper .r 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. _,,,, 441110111117 DES. BY: MJ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at 2is the responsibility of the erector.Additional permanent bracing of c n.n.and at e1ath n such as ly oodss braced t�o�throughout dlywalll C)y • tt DATE: 11/26/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required in C and/or d p ty 9 3.2x Impact bridging or lateral bracing where shown++ I* SEQ. : 612 5 9 6 0 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,TRANSa �,! ID: 413 213 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V 1,4 `Z�_0b.. fabrication,handling,shipment and installation of components. necessary. �•., 6.This design is furnished subject to the Nmitations set forth 7 Design assumes adequate drainage is provided. �+:t M y t 111111 VIII VIII I III 11111 VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon quest. 8 Ines coincide with jolates shall be int on center tines. of truss,and placed so their center r"1 POW_ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late In inches. 10 Forribasiciconnectorte size of late design values see ESR-1311,ESR-1988 P 9 (Mitek) EXPIRES:12/31/2015 TPACIFIChis designLUMBEprepR-BCared from computer input by IIIIIIIIIIIIII WR/D MEMBER FORCES 9DF/Cq=1.00 TRUSS SPAN 9'- 11.7" IBC 2012 MAX 1EB(R2FO) 208 WR/DD) 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=( 225) 40 TC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. BC: 2x9 KDDF #1&BTR LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.01+DL( 7.0) ON INP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOMCHORD = 10.0 PSI' 0'- 0.0" -21/ 235V -69/ 185H 5.50" 0.38 KDDF ( 625) TOOTAL LOAD = 42.0 PSF 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -199/ 370V 0/ OH 1.50" 0.47 KDDF ( 625) 9'- 11.7" -48/ 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: LECTIfor LIMpsf)TS: Luplift0atT24L"ocpspacing. BOTTOM CHORD CHECKED FOR DSPAC LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.048" @ 2'- 11.8" Allowed = 0.427" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. , MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 1 NOTE: Design assumes moisture content does 12 not to exceed 19% at time of manufacture. 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads '( o in the plane of the truss only. r- 0 LO o1111111111.11111111111111111111111111111 /- P 40a0.011� 4 M-3x4 6-00 y 3-11-11 PROVIDE FULL BEARING;Jts:1,4,2,3' JOB NAME : 5019-B POLYGON - BJ5 Scale: 0.4366 44 )11"5 '02 GENERAL NOTES,unless otherwise noted: 4' =�92 0/r E WARNINGS: d 1.Builder and erection contractor should be advised of all General Notes 1'building component.Applicability of deslgntparameterssand proper individual l / Truss: BJ5 2s4 Warnings before webracing construction tommsnces. Incorporation of component is the responsibitty of the building designer. ,.ryt,. 2.Zz4 compression web must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at f /Ra'"" 3.Additional temporary bracing to insure stabilty during construction 2'o.c.and at 10'a.c.respectively unless braced throughout their length by DES. BY MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).ere shown+ ` OREGON �t,Q DATE: 11/26/2014 e overallstructureappliedis the to any component until after allsigner. 3.2x bracng and 4.Installation oact f truss is the responsibilityor lateral of the ired espective contractor. 74 J^ � 4.No load should m letsY P 5.Desi n assumes trusses are to be used In a noncorrosive environment, V S E Q. ; 612596 1 fasteners are complete end at no time should any loads greater than and are for"dry condition"of use. T 14 design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If yrs 1` TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the necessary. GG 1 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 s shall be roc joint center on otpaces of truss,and placed so their center I IIIIII VIII VIII VIII VIII 11111 VIII IIII IIII T gk CA In BCSI,copies rf s h will r furnished uponL)-E request. 9.Digits basic connector oplatete in inches. des design values see ESR-1311,ESR-1988(Web) EXPI RES:12x/31/2015 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E II'IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 10.5" TC: 2x4 KDDF #1&BTR 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main d windforce-resistingladding DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 7-11-04 7-11-09 complete specifications. 12 T 7.50 IIM-4x4 12 3 .K17.50 o� A111111111111111111 IIIIIIIIilh4 o 0 1 iIIIIIMIMIIIIIIMIo i 5 0 M-3x4 M-3x9 1 1 1-00 15-10-08 1 1 1-00 JOB NAME : 5019-B POLYGON - Cl •, pR�F Scale: 0.4353 � \% �q� /ny�T � WARNINGS: GENERAL NOTES,unless otherwise noted; CJ VIII/f,K (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 t P E. 1"r Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web breang must be installed where shown+. Incorporation of component is the responsibility of the building designer. .+" DES. BY: MJ 3.Additlonel 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: 11/26/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywoodsheathing(TC)requiredereshown and/or drywal C). ! P tY 9 3.2x Impact bridging or lateral bracing where shown++ d OREGON �• SEQ. : 612 5 9 6 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 cenviroor. nment, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive ernironment, O�t,7c �,("t✓ TRANS I D: 413 213 design loads be applied to any component. and are for"dry condition"of use. ,,nn, " 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If ;,,,r j[} � . fabrication,handling,shipment and installation of components. necessary. �1- y 6.This design is furnished subject to the limitations set forth 7.Designlaesassumes adequatel be odooc drainage Is truss, `�fF.R`` t- �'' 1111111111111111111011111 TPIMNTCA in BCSI,copies of which will be furnished upon brequest 8.linesecoincide with Joint centerboth ines$of truss,and placed so their center L MiTBk USA,Inc./CompuTrus Software 7.6.6(1 L)-E e In inches. 10.For 9. ibasts iciconnector cate size oplf atetdesign values see ESR-1311,ESR-1088(MITek) EXPIRES.12/31/2015 TPAChisIFdesign ICLUMB preparedER-BC from computer input by IIIIIIIIIIIIII TRUSS SPAN 15'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=(-879) 256 1-7=1-158) 673 2-7=(-221) 1417 96 TC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-662) 202 7-5=(-166) 669 7-3= 1--98) 196 BC: 2x4 KDDF STANDR 3-4=(-661) 184 WEBS: 2x4 KDDF STAND LOADING 4-5=(-877) 243 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE 5-6=( 0) 60 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -83/ 666V -117/ 1100 5.50" 1.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 10.5" -129/ 789V 0/ OH 5.50" 1.26 KDDF ( 625) ** For hanger specs. - See approved plans 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 = -0.015" @ 7'- 11.3" Allowed = 0.748" MAX LL DEFL = -0.002" @ 16'- 10.5" Allowed = 0.100" 7-11-09 MAX TL CREEP DEFL = -0.003" @ 16'- 10.5" Allowed = 0.133" 7-11-04 T MAX BC PANEL TL DEFL = -0.040" @ 12'- 3.1" Allowed = 0.471" 3-09-14 9-01-06 MAX HORIZ. LL DEFL = 0.008" @ 15'- 5.0" 9-01-06 3-09-19 1' 0' MAX HORIZ. TL DEFL = 0.013" @ 15'- 5.0" T 12 12 Q 7.50 NOTE: Design assumes moisture content does 7.50 IIM-4x4 4.0" not to exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting el system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M-1.5x3 in the plane of the truss only. M 1.5x3 z 4 ' 0 t o "s0 _� o 6 t 0 *+ilk7 M 3x4 0 o M-3x4 M-3x8 b b 7-11-04 y 7-11-04 y Y y 15-10-08 1-00 JOB NAME : 5019-B POLYGON - C2 Scale: 0.3618 4 � ' �iilz51 io* WARNINGS: GENERAL NOTES,unless othervrise noted: .92®,f G 1-- Truss: 1.Builder end erection contractor should be advised of all General Notes 1.This building omponen.Apn Is based plicability lity of on the parameters parametersand andis for an proper individual f T ru s s C2 and Warnings beforeebracing construction commences. incorporation of component Is the responsibility of the building designer. . 2.2x4 compression web must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at „ 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by „Amp,v �, DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' Q� G�N �J DATE• 11/2 6/201.4 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ d ^V 4.No load should be appied to any component until after all bracing and 4.5.Designation of assumes trusses ais the re to beusedf the o nonrespective ar osve environment, /may -7 ,� nod . SEQ. : 6125964 fasteners are complete and at no time should any loads greater than end gra for"dry condition"of use. 4, TRANS ID: 413 213 design loads hasbe appliedcto any ardcomponent.assumes 6.Design assumes full bearing at all supports shown.Shim or wedge if / RIO. V 5.CompuTrus no control over and assumes no responsibility for the necessary. 4• fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,end placed so their center TPINVTCA In SCSI,copies of which will be furnishedupon request. 9.lines coincide with joint center bines. p , 1111 VIII VIII VIII VIII VIII VIII 1111 1110.USA,Ina./CompuTrus Software 7.6.6(1 L)-E 0.Fig basic c nnectoroplate design values see ESR-1311,ESR-1988(Wok) XR)EXPIRES: � 1/201 EJ IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 15-10-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1121) 221 1-5=(-213) 869 5-2=(-107) 591 4-7=(-794) 176 BC: 2x6 KDDF 41&BTR 2-3=( -553) 134 5-6=(-209) 842 2-6=(-500) 133 WEBS: 2x4 KDDF STAND LOADING 3-4=( -451) 126 6-7=( -42) 73 6-3=( -40) 165 LL = 25 PSF Ground Snow (Pg) 6-9=(-181) 837 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 173.4)+DL( 137.9)= 311.4 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -244/ 1185V -48/ 96H 5.50" 1.90 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 0.0" -225/ 1067V 0/ OH 5.50" 1.71 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. Single member as shown. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Hangers attached to the bottom chord VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 will have 1.5" max. nail penetration. 9-07-11 1-04-05 MAX LL DEFL = -0.007" @ 2'- 5.1" Allowed = 0.254" f MAX TL CREEP DEFL = -0.015" @ 2'- 5.1" Allowed = 0.339" ** For hanger specs. - See approvedp6-13 lans 2-0 1-10-06 1-06-13 MAX HORIZ. LL DEFL = 0.002" @ 5'- 10.3" T T T T MAX HORIZ. TL DEFL = 0.003" 8 5'- 10.3" 12 7.50 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. M-9x6 Design conforms to main windforce-resisting 3 M-3x6 system and components and cladding criteria. 9 -/ Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Lill � (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M 3X5 Truss designed for wind loads in the plane of the truss only. ir o N � �� x 0 1►- 5 M-5x10 M-1.5x3 M-6x8 M-1.5x3 .1 1, .1 / 2-05-01 1-10-06 1-08-09 / / 6-00 JOB NAME : 5019-B POLYGON - C GIRD pRp�fi 9,9 Scale: 0.5126 � tGIIN*Jpy)t., ,,i. WARNINGS: GENERAL NOTES,unless otherwise noted: 4tCI' iII z5J(IC 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 .9210•P E Truss: C GIRD 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 responsibltty of the building designer. / /1!r DES. BY: MJ 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: 11/26/2014 the overall structure is the responsibilityof the buildingdesigner. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). .....'"rally.= 9 3.2x Impact bridging or lateral bracing where shown++ # SEQ. : 6125965 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 non-corrosive environment, 1X 44/ TRANS I D: 413 213 design loads be applied to any component and are for"dry condition"of use. ✓ �} Q 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If '.Q i tt. � ... fabrication,handling,shipment and installation of components. necessary. �7,, 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. ry}�� V 111111111111111111111111 lines coincide with joint center Nnes. by 8.plates shall be located on both faces of truss,and placed so their center `i TPIuMlTCA in SCSI,copies of which will ba furnished upon request. Msk USA,Inc./CompuTruS Software 7.6.6(1 L)-E 10.FForrDig�basits c�connectocate sizerplf ate des gn values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 This designMBpER-BreparedC from computer input by IIIIIIIIIIIIII LUMBER SPECIFICATIONS 20-08-00 GIRDER SUPPORTING 42-00-00 FROM 0-00-00 TO 13-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12689) 2888 11-12=( -164) 798 11- 1=(-8862) 2018 7-17=(-1384) 6212 2x6 KDDF #1&BTR Ti, T3 2- 3=(-14720) 3369 12-13=) -230) 1112 1-13=(-3269) 19459 17- 8=( -510) 2158 BC: 2x8 KDDF #1&BTR LOADING 3- 4=(-12498) 2880 13-14=(-3018) 13626 13- 2=(-6552) 1996 8-18=(-1034) 270 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 9- 5=(-15116) 3980 14-15=(-3304) 19900 2-19=(-1132) 272 2x9 KDDF #1&BTR A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF D'- 0.0" TO 20'- B.0"56+ 7=(-11982) 2668 15-16=(-3298) 19739 19- 3=(-1570) 6936 2x6 KDDF #2 B BC UNIF LL( 500.0)+DL( 360.0)= 860.0 PLF 0'- 0.0" TO 13'- 8.0"6V 7=( 0) 0 16-17=(-3298) 19739 19- 9=(-3519) 800 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 13'- 8.0" TO 20'- 8.0"7V 8=(-13469) 3100 17-18=(-2232) 10140 9-15=( -532) 2922 TC LATERAL SUPPORT <= 12"0C. UON. ADDL: BC UNIF LL+DL= 90.0 PLF 0'- 0.0" TO 4'- 0.0" V 8- 9=(-12318) 2782 18- 9=(-2222) 10102 15- 5=( -409) 558 9-10=( 0) 60 16- 5=( -620) 2750 BC LATERAL SUPPORT <= 12"OC. UON. 5-17=(-9606) 1079 ADDL: BC CONC LL+DL= 1067.0 LBS @ 9'- 9.0" ADDL: BC CONC LL+DL= 3533.0 LBS @ 14'- 8.0" NOTE: 2x9 BRACING AT 24"OC UON. FORBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -2373/ 10993V -114/ 70H 5.50" 16.79 KDDF ( 625) 20'- 8.0" -1732/ 7603V 0/ OH 5.50" 12.16 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.! Unbalanced live loads have been Caution: Note bearing area requirements. considered for this design. 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered at: MAX LL DEFL = 0.133" @ 8'- 10.4" Allowed = 0.987" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.362" @ 8'- 10.9" Allowed = 1.317" 9" oc in 1 rows) throughout 2x9 top chords, MAX LL DEFL = -0.001" @ 21'- 8.0" Allowed = 0.100" @ HANGER BY OTHERS TO APPLY 5" oc in 2 rows) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.001" @ 21'- 8.0" Allowed = 0.133" CONC. LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 webs, 9" oc in 1 rows) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.037" @ 20'- 2.5" 0-09-06 MAX HORIZ. TL DEFL = 0.079" @ 20'- 2.5" f7-11=09 NOTE: Design assumes moisture content does 5-11-11 12-08-12 6-09-01 '8' '8' '8' not to exceed 19% at time of manufacture. 3-05 2-02-09 2-11-04 3-04-08 2-03-10 2-04 3-03-10 Design conforms to main windforce-resisting T '8' '1 '8' 8' '8' '8' '8' '8' system and components and cladding criteria. 6-00 Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-3x9+f ,8' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 6 12 Truss designed for wind loads 7.50 AF Q 7'50 in the plane of the truss only. M18HS-7x143' M-33x5 M-3x' S M-4xl1 7M18HS-5x16 M-10x10 � r T3 t� � M-3x5 M18HS-7x19 2 e - - T1 tt A ANO -1 Ln1 13 o M-8x10 0.25" M-3x10 M-8x10 M-1.5x3o M-3x8 I MSHS-9x18 M-12x14(S) .61467#9 +3533#9 1-02-081-11 2-04-05 3-04-08 3-01 3-02-12 2-04 3-01-14 y /' y 20-08 1-00 R C1 PROPes JOB NAME : 5019-B POLYGON - D1 Scale: 0.2015 ti`s GIN cS.0 w5' /825 4- WARNINGS: GENERAL NOTES,unless otherwise noted: * uC `P 1'"' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual CC/ I Truss• D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 t" 2.2x4 compression web bradng must be Instated where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional tempora bracingto Insure stabitty during construction 2.Design assumes the top and bottom chords to be laterally braced at 41, temporary 2'o.c.and et 10'o.c.respectively unless braced throughout their length by `/..,= DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). �,,,_ CC N l DATE: 11/2 6/2 019 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ^V 4.No load should be appted to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. •. SEQ. : 612 5 9 6 6 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, /y� "��. ( �If N ift and are for"dry condition"of use. V design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If p ry TRANS I D: 413213 5.CompuTrus has no control over and assumes no responsibility for the necessary. rR R`t.� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center fu 1 1E1 E1111 1�1 E1111111111p1 M'ITTPe SA,lnC/CompUT us BCSI,copies of iS will bee rrn6.6(1 L) -Z ished upon request oide with joint center lines. pgIndicate atbonnector plate design values see ESR-1311,ESR-1988(MiTek) 9. EXPIRES:12/31/2015 1E11111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-09-00 MONO HIP SETBACK 6-00-00 FROM END WALL TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Re ) IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 2x4 KDDF #1&BTR Ti P 1- 2=( 0) 60 2-10=(-1395) 3725 3-10=( -199) 491 8-19=(-5112) 2146 BC: 2x6 KDDF SS 2- 3=(-4654) 1667 10-11=(-2808) 6926 10- 4=( -466) 1604 14- 9=( -346) 253 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-4727) 1739 11-12=(-3219) 7831 10- 5=(-3316) 1508 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-4016) 1515 12-13=(-2895) 6988 5-11=( -104) 797 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-7252) 2881 13-14=(-1852) 4414 11- 6=( -725) 484 TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 6'- 0.0" TO 35'- 9.0" V 6- 7=(-7539) 3023 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 9.0" V 7- 8=(-5167) 2081 2-17=( -436) 358 BC LATERAL SUPPORT <= 12"0C. UON. 12- 7=( -126) 824 TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 6'- 0.0" 8- 9=( -54) 55 7-13=(-2265) 1066 13- 8=( -473) 1834 NOTE: 2x4 BRACING Al 29"OC UON. FOR 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) 0'- 0.0" -1020/ 3034V -69/ 135H 5.50" 4.85 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" -1239/ 3025V 0/ OH 5.50" 4.84 KDDF ( 625) JT 2: Heel to plate corner = 1.50" ICOND. 2: Design checked for net(-5 ** For hanger specs. - See approved plans psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, 11=1/180 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 = 0.401" @ 17'- 6.8" Allowed = 1.742" MAX TL CREEP DEFL = -0.746" @ 17'- 6.8" Allowed = 2.322" MAX HORIZ. LL DEFL = -0.106" @ 35'- 3.5" MAX HORIZ. TL DEFL = 0.164" @ 35'- 3.5" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=2lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-11-11 Truss designed for wind loads T 29-09-05 in the plane of the truss only. 3-00-04 2-11-07 5-07-08 5-11-09 5-11-09 5-11-09 T T 4320# T ' 1' 6-03-01 12 T 7.501Z M-4x10 M-7x8(S) M-45 x8 6 0.25" M-3x8 M-8x10 M-3x6 /j7 WOW 9 M-1.5x311 " .. WOW E} 3.w 1 / } o O A o, o . 7tt�l A o o 1 rh 11 o M-3x10 M-4x12 0.25" 0.25"12 WO 13 14 -/ M18HS-7x14(S) M18HS-7x14(S) M-5x6 M 4x12 y y ,1 y y l 5-05-14 7-07-04 7-05-08 7-05-08 b 7-09 b 1-00 35-09 y JOB NAME : 5019-B POLYGON - El ,�O PR 04.6., Scale: 0.1780 ..A IN �O WARNINGS: GENERAL NOTES,unless otherwise noted: ,.3.' vi92 e `-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 ' !92`0 PE r Truss:• E 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. DES. BY: MJ 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 r DATE: 11/26/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)s and/or drywall BC. 9 3.In2•4 Impact bridging or lateral bracing required where shown++ .# �, SEQ. : 6125967 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the are responsibility of the respective contractor. 3�` wy_OREGON ��C" fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, .'7 •V TRANS I D• 413 213 design loads be applied to any component. and are for"dry condition"of use. 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 /.04 2•° �^- fabrication,handling,shipment and Installation of components. necessary. 6.This design Is furnished subject to the Irritations set forth 7.Design assumes adequate drainage is provided. ikr +l }�t 111111111111 IIIJI11111 NIH'1111111111�ff1101 TPI, TCA In BCSI,copies of which willbefurnished upon request. 6 linets coincide with joint center ess of truss,and placed so their center C t MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 10.FF9. or basiits c connector plcate size of ate design 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'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-11=1-657) 1836 3-11=( -116) 139 9-15=( -21) 191 BC: 2x4 KDDF 816BTR SPACED 24.0" 0.0. 2- 3=(-2319) 568 11-12=(-716) 2555 11- 4=( -137) 819 15-10=( -384) 1313 BC: 2x4 KDDF STANDR 3- 4=(-2185) 535 12-13=(-755) 2758 11- 5=(-1003) 269 10-16=(-1508) 450 WEBS: 2x4 KDDF STAND LOADING 9- 5=(-1802) 496 13-14=(-681) 2481 5-12=( 0) 313 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2633) 670 14-15=(-513) 1721 12- 6=( -199) 78 BC LATERAL SUPPORT <= 12"OC. TC LATERAL SUPPORT <= 12"0C. ION. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2656) 659 15-16=( -52) 67 6-13=( -208) 121 ON. 7- 8=(-1940) 509 13- 7=( -29) 359 TOTAL LOAD = 42.0 PSF 8- 9=) -382) 175 7-14=( -840) 223 9-10=( -445) 179 14- 8=( -93) 813 NOTE: 2T9 OPACIOR AT SOC TOS. FOR LL = 25 PSF Ground Snow (Pg) 8-15=(-1773) 473 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" -226/ 1632V -100/ 181H 5.50" 2.61 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" -179/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) ** For hanger specs. - See approved plans '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" .133" MAX TLMAXCREEP LL DEFL = -0.11559" @ 18'- 4.22" Allowed =" Allowed = 11.742" MAX TL CREEP DEFL = -0.321" @ 18'- 4.2" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.059" @ 35'- 7.3" MAX HORIZ. TL DEFL = 0.097" @ 35'- 7.3" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 7-11-11 26-00-10 1-08-11 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 5-01-01 1-08-1 (All Heights), Enclosed, Cat.2, Exp.B, CE7-)Dir), 3-11-07 9 00-09 5-01-01 5-03-08 5 03 08 5 03-08 fffiffif4 load duration factor=l.6, 12 Truss designed for wind loads 12 'C-j7.50 in the plane of the truss only. 7.50 M-5x6(S) M-4x6 M-4x6 M-3x4 M-3x5 y 4 M-3x4 0.25" 6 7 ',' ,10‘1-4 x9 c, M-1-5x33441111/1111111 -1.5x3 � 3 cn 0 c r..sa�13 14 15 16 o 1 11 M-3x4 M-3x4 M-3x4 M-4x8 o 'M-3x5 M-3x8 M18HS-3x18(5) M-1.5x3 y /, 1' 6-07-06 b 6-07-06 b 6-09-02 1-04-07 77-07-01 6-09-02 y y 20-00 15-09 y 1-00 - 35-09 `� 0�GPN OFE��/� JOB NAME : 5019-B POLYGON E2 Scale: 0.1746 w� ll 25 r -•sly GENERAL NOTES,unless otherwise noted: ✓ 'PE WARNINGS: This is based 1.aner and erection contractoronshould be advised of all General Notes 1.building omponent.Applicability parameters shown and proper individual CC.T r u s s E2 anduWarnings beforewebracing commences. Incorporation of component is the responsibility of the building designer. 2.2x4 compression web must be Installed where shown+. p,Design assumes the top and bottom chords to be laterally braced at �e Or 3.Additional temporary bracing to insure stability during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their length by DES. BY' MJ continuous sheathingsuch as plywood sheathing(TC)and/or drywall(BC). - �E �N a A.is the responsibility of the erector.Additional permanent bracing of p glh ) ! �1 W DATE: CC 11/2 6/2 014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* `.-/y V.7 y 1 �0\ 4.No load should be applied to any component until after ibracing end 4.Installation ��lla o assumes trussesss Is he responsibility be used the hnon-corrosiverespcvc contractor. 37 V S E Q. : 612 5 9 68 fasteners are complete and at no time should any loads greater than and gra fsme b onare A Ir n design loads be applied to any component. 6. iar assumes full bearing use.all supports shown.Shim or wedge if n f�L TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for 7.necessary. c 9 assumes adequate drainage is provided.fabrication,handling,shipment and installation of components. p 8 T This design A In BCSI,nicopiesofwill set spots quest. 8 Mets shalt bee looith joint con enter tacos of truss,and placed so their center II11111111111111111111111111111111111111III9.Digits basic annect of plate in Inches. EXPIRES:12/31/2015 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 111IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-11=(-657) 1836 3-11=( -116) 139 9-15=( -21) 141 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2319) 568 11-12=(-716) 2555 11- 9=( -137) 819 15-10=( -384) 1313 WEBS: 2x4 KDDF STAND 3- 4=(-2185) 535 12-13=(-755) 2758 11- 5=(-1003) 269 10-16=(-1508) 450 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-1802) 496 13-14=(-681) 2481 5-12=( 0) 313 LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 5- 6=(-2633) 670 14-15=(-513) 1721 12- 6=( -199) 78 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2656) 659 15-16=( -52) 67 6-13=( -208) 121 TOTAL LOAD = 42.0 PSF 7- 8=(-1940) 509 13- 7=( -29) 359 NOTE: 2x4 BRACING AT 29"OC UON. FOR 8- 9=( -382) 175 7-14=( -840) 223 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=( -995) 179 14- 8=( -93) 813 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8-15=(-1773) 473 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -226/ 1632V -100/ 181H 5.50" 2.61 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" -179/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) ** For hanger specs. - See approved plans !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 = -0.159" @ 18'- 4.2" Allowed = 1.742" MAX TL CREEP DEFL = -0.321" @ 18'- 4.2" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.059" @ 35'- 7.3" MAX HORIZ. TL DEFL = 0.097" @ 35'- 7.3" 9-11-11 NOTE: Design assumes moisture content does 22-00-10 3-08-11 not to exceed 19% at time of manufacture. 3-11-07 3 09 12 5-03-08 5 03 08 5-03 08 5 03-08 5-03-08 1-06-03 Design conforms to main windforce-resisting f T T f T T f f system and components and cladding criteria, 8-00 T ,( 1-09 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 12 load duration factor=1.6, Q 7.50 Truss designed for wind loads M-4x6 M-5x6(S) in the plane of the truss only. J." M-3x4 0.25" M 3x9 M 8x5M4x6 /\/\ \/ �. M-4x9 0 M-1.5x3 3 + o M ko O O 4, m 0 M- 3X5 .1.1. 12 [_r 713 19i 15 6 M-3x8 M-3x4 M-3x4 M-3x4 ** M-4x8 M18HS-3x18(S) M-1.5x3 1, 1, y 1, y l b 7-07-07 6-09-02 6-07-06 y 6-07-06 6-09-02 1-04-07 y ) ) 20-00 15-09 1-00 35-09 i JOB NAME : 5019-B POLYGON - E3 „ o PR 04,,, Scale: 0.1746 ' 741/Z5/P/9 1 /1IN �� WARNINGS: GENERAL NOTES,unless otherwise noted: QC' 4�f1a((,w7/1/ (� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 7,J2•/pE. fi1-- Truss: . E3 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. Alle, DES. BY• MJ 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: 11/26/2014 the overall structure Is the responsibility of the building designer. 2xcoimpact sheathing suchr l bracing ywgoe cured where shown and/or drywali(BC). w 4 P ty 9 9 3.2x Impact bodging or lateral 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. 31,, OREGON /�� SEQ. : 6125969 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, / 1,1. "�✓ • TRANS I D• 413 213 design loads be applied to any component. and are for"dry condition"of use. �� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at a8 supports shown.Shim or wedge If O 14 2. 1y fabrication,handling,shipment and installation of components. necessary. 4,749 �. f" 6.This design is furnished subject to the!irritations set forth 8.Designlatesassumes adequate onne both drainage i of truss,sa. `7 'h RIO- 6. 11111111111111111 8.Plates shall be located faces of and placed so their center ++ll fl TPINYICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center floes. MITBk USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.FF9. orits basic connectoicate slze rf te in desi nches. n values see ESR-1311,ESR-1988 plateg (MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 1E141This LUMBER-BC TRUSS SPAN 35'- 9.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 517 1- 9=(-506) 1918 9- 2=( 0) 226 12- 7=( -8) 513 BC: 2x4 KDDF 1SPACED 24.0" O.C. 2- 3=(-1944) 517 9-10=(-507) 1916 2-10=(-361) 184 7-13=(-1624) 405 BC: 2x4 KDDF #1&BTRBTR 3- 4=(-1561) 491 10-11=)-419) 1831 10- 3=(-131) 679 13- 8=( -109) 82 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1766) 526 11-12=(-387) 1683 10- 4=(-450) 136 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1169) 406 12-13=(-248) 903 4-11=( -90) 116 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 42.0 PSF 6- 7=(-1433) 428 11- 5=( 0) 3837- 8=( -83) 93 5-12=(-852) 236 TOTAL LOAD = 42.0 PSF 6-12=( -91) 469 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 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" -196/ 1508V -159/ 210H 5.50" 2.41 KDDF ( 625) For hanger specs. See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 9.0" -190/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.072" @ 35'- 5.5" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 16-00-10 7-08-11 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-11-11 5-05-14 5-03-06 3 11 09 3-09- ' T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ( Tload duration factor=1.6, 6-02-15 5 08 12 5-03-06 T T 12 inuss thedplaneeoffthewtrussoonly. 12 M-4x6 M-4x6 Q 7.50 7.50 3 M-3x4 M-5x4 6 4 ., V M-3x5 7 M-3x9 47, z + M 1.5x3 F0'NisN... + 6 s v 0 r 0 0 mm kr ❑ r1 12 13 ** A, *t 9 10 0.25'1 M-3x8 M-3x5 o M-3x5 M-1.5x3 M-3x8 M-5x6(S) b 8-04-09 7-04-07 6-01-03 5-06-04 8-04-09 b 35-09 JOB NAME : 5019-B POLYGON - E4 Scale: 0.1886 �� ' WARNINGS: GENERAL NOTES,unless otherwise noted: .92 0�f L 1.Builder and erection contractor should be advised of all General Notes 1•bThis uilding design cois based nt.Applicability of n the parameters esign ars shown tersand and f orr aan individual 4 . 1- Truss: E4 and Warnings before construction commences. Incorporation of component is the responsibility of the building designer. er 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at ,�•, °� 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectivey unless braced throughout their length by ,,,rJ°1!r'.= /.� DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywallgth b Q�)`G N +V DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Imlpact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.5.Design assumes trusses are ation of truss is the to beuseda nonhe -corrosive environment, /^ective contractor. 7 A-7�• 4 QN. 1y^�- SEQ. : 6125970 fasteners are complete and at no time should any beds greater than and are for"dry condition"of use. ✓ O.S'. design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If �RIO- y TRANS I D: 413 213 s.C sign loo,has li controlove and assumes no responsibility lity 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 S.Plates shall be located on both faces of truss,and placed so their center :VIII VIII VIII VIII VIII VIII IIIA:III:IIITPIIWTCA In SCSI,copies of which will be furnished upon request. :ines coincide with joint Digits indicate of plate center lines. 9. + MITek USA,Inc./Co❑IpuTrus Software 7.6.6(1 L)-E 10.For basic connectorectorplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/33 1/201'.rJ Iillllllllllll This desig LUMn BEpreparedR-BC from computer input by • LUMBER SPECIFICATIONS TC: 2x4 KDDF CATIOR TRUSS SPAN 35'- 9,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF 1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 625 1-11=(-580) 1930 11- 2=( 0) 226 15-10=(-109) 85 BC2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-1944) 632 11-12=(-581) 1928 2-12=( -361) 175 LOADING 3- 4=( 0) 0 12-13=(-524) 1840 12- 3=( -135) 673 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 3- 5=(-1572) 581 13-14=(-484) 1682 12- 5=( -458) 148 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1177) 626 14-15=(-300) 903 3-16=( -90) 397 TOTAL LOAD = 42.0 PSF 7- 8=(-1170) 476 13- 4=( 0) 397 7- 8=( 0) 0 6-14=( -860) 269 NOTE: 2x9 BRACING AT "OC UON. FOR 8- 9=(-1433) 518 8-14=( -83) 478 29 LL = 25 PSF Ground Snow ALL FLAT TOP CHORD AREASNOT N. ORED (Pg) 9-10=( -83) 94 19- 5=( 624) 510 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9-15=(-1629) 499 ** LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -261/ 1508V -160/ 211H 5.50" 2.41 KDDF ( 625) 35'- 9.0" -270/ 1495V 0/ OH 5.50" 2.39 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 = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" NOTE: Design assumes moisture content does 13 11-11 12-00-10 not to exceed 19% at time of manufacture. T 9-08-11 6-02-15 5-06-04 2-02-08 3-03-06 5-05-14 3-03-06 2-02-08 3-09-02 3-09-02 Design conforms to main dwcladding criteria. T f system and components and cladding 12-00 T T T T Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 4 7 7-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-9x6 '( load duration factor=l.6, 50 3 M 3x4 M 3X4 M-4x6 12 Truss designed for wind loads 7. 5 5 8 Q 7.50 in the plane of the truss only. -3x5 M-3x4 9 M 2 M-1.5x3 + o � L o 0 KM 1 1 M-3x5 M-11 1 5x3 M-3x8 0.253 14 is M-3x8 M-3x5 M-5x6(5) ), 1 6-01-03 5-06-04 8-04-09 8-04-09 y b 7-04-07 35-09 JOB NAME : 5019-B POLYGON - E5 to PROF�r6' Scale: 0.1848 IN;CT WARNINGS: GENERAL NOTES,unless otherwise noted: � //25!pC 'L T r U S' E 5 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•®f C. • and Warnings before construction commences. building component.Applicability of design parameters and proper 401/X 2.2x4 compression web bracing must be installed where shown*. incorporation of component Is the responsivity of the building designer. DES. BY: MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be late ally braced at is the responsldlity of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 11/2 6/2014 the overall structure is the responsibility of the buildingdesigner. continuous2xsheathing suchr las b acing requirede curwhere s and/or drywall(BC). ' ' r1 9 4.In Impact bridging Is the retbracingityof ile shown contractor. �. "- DATE 6125971 4.Noloads aretsm eeiantoono component should any afterdalleater thanend 4.Design assumes trsereretobeuse in coctiveeenvironment,n �L p "N. fasteners complete and at no time any loads greater 5.Design assumes trusses are to be used a non-corrosive -7 >k "W TRANS ID: 413 213 design loads be applied to any component. and are for"dry condition"of use. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If I,�} j 4 fabrication,handling,shipment and installation of components. necessary. p !" 6.This design Is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. t I III 11111 VIII I III VIII VIII VIII IIII IIII TPINJTCA in BCSI,copies of which will be furnished upon request, 8 Platesnecoincide with joint on center if eves o�truss,and placed so their center L•• MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E9. 10.For b sic connectorof designtvalues see ESR-1311,ESR-19811 plate (MiTek) EXPIRES:12/31/2015 This PACIFdIesiLUMgn BER prep-BCared from computer input by IIIIIIIIIIIIII C TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 625 1-11=(-580) 1930 11- 2=( 0) 226 15-10=(-109) 85 TC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1944) 632 11-12=(-581) 1928 2-12=( -361) 175 BC: 2x4 KDDF TANDR 3- 4=( 0) 0 12-13=(-524) 1840 12- 3=( -135) 673 WEBS: 2x4 KDDF STAND LOADING 3- 5=(-1572) 581 13-14=(-484) 1682 12- 5=( -458) 148 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1770) 626 14-15=(-300) 903 5-13=( -90) 116 6- 8=(-1177) 476 13- 6=( 0) 397 BC LATERAL SUPPORT K= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 7- 8=( 0) D 3-16=( -860) 269 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 8- 9=(-1433) 518 8-14=( -83) 478 9-10=( -83) 94 14- 9=( -33) 510 NOTE: T9 OPACIOR AT EASOC UON. FOR LL = 25 PSF Ground Snow (Pg) 4-19=( 1-33) 499 ALL FLAT TOP CHORD AREAS NOT SHEATHED $ BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONSORSIZE SQ.IN.I. (SPECIES)BRGAREA M-1.5x4 or equal at non-structural THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -261/ 1508V -160/ 211H 5.50" 2.41 KDDF ( 625) vertical members (uon). 35'- 9.0" -270/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) ** For hanger specs. - See approved plans 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 = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" 11-08-11 NOTE: Design assumes moisture content does 15-11-11 8-00-10 . not to exceed 19% at time of manufacture. T Design conforms to main windforce-resisting 6-02 15 5-06 04 2-02-08 3-03 06 5-05-19 3 03-06 02-08� 3-09-02 3-09-02 system and components and cladding criteria. T 4 T 7-09 12-00 M-4x6+ M-4x6+ ( Wind: 140 mph, h=23.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,� $ ► 12 7 50 load duration factor=l.6, 12 7 29 Truss designed for wind loads 7.50 4 o I M-4x6 in the plane of the truss only. M 4x6 M-3 x9 N M-3x9 $ B 3 5 6 t e o M-3x5 9 3q M-3x9 +siNiNiiiit. M 1.5x3 0 0 i 0 0 M o Fats Y 14 15 0 1*. a 0.25'3 M-3x8 M-3x5 o M-3x5 M 1.5x3 M-3x8 M 5x6(S( b / b y y 5-06-04 y 8-04-09 8-04-09 7-04-07 b 6 01-03 b 35-09 � tO PROPe JOB NAME : 5019-B POLYGON - E6 Scale: 0.1828 w �`%(j�1z5 °� GENERAL NOTES,unless otherwise noted: �' .7,+ r G II WARNINGS: s 1.Builder and erection constructioncontractor should commences.be advised of all General Notes 1•building component.Applicability of parameters niparameters and proppeor individual „,./.T ru s s E 6oe anduWarningsmbeforeebreon mu Incorporation of component Is the responsibility of the building designer. � • 2.2x4 compression web bredng must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at ,�•r � M®. 3.Additional temporary bracing to Insure sledity during construction 2'o,c.and at 10'o.c.respectively unless braced throughout their length by /' DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). p G�N �f� DATE: 11/26/2014 the overall bestructure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing reqof uired where shown tr . 7�f��y� 1 a' ��p *V 4.No load should be applied to any component until after all bredng and 4.Installation of 5.Design assumes trusses are is the to beusedInta noncorrosive environment, •% SEQ. : 6125972 fasteners are complete and at no time should any loads greater than and re fors"dry full bearing of use. [. design loads be applied to any component. 6.and assumes full bearing ut all supports shown.Shim or wedge If C , TRANS 1 D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 7. necessary. es g an assumes adequate drainage is provided. C _ fabs ,handling,shipment and installation of components. 6.This design is furnished subject to the NnitaBans set forth by 8.pat coincide be with joint on both Mess of truss,and placed so their center I III 11111 11111 III 11111 VIII 11111 IIII III MiTekeUSA, inBCSI,copies mpu rf which w 11 be 7.6. (1 upon)-Z request. lB lines csin ide wit ooinf t center te in inches. design values see ESR-1311 ESR-1988(MITek) EXPIRES:12/31/2015 USA,Inc./CompuTrus Software furnished IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #103TR TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x9 KDDF H160T1 LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 850 1-11=(-742) 1946 11- 2=( 0) 226 15-10=1-109) 88 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-1944) 861 11-12=(-743) 1945 2-12=1 -361) 158 LOADING 3- 4=(-1588) 769 12-13=1-802) 1859 12- 3=( -226) 676 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 3- 5=1 0) 0 13-14=(-745) 1676 12- 4=( -457) 287 BC LATERAL SUPPORT <= 12"OC. UON. 4- 7=(-1776) 898 19-15=(-409) 903 9-13=( -100) 136 DL ON BOTTOM CHORD = 10.0 PSF 6- 8=1 0) 0 TOTAL LOAD = 42.0 PSF 13- 4 -24) 433 7- 8=(-1188) 620 7-19=)( -860) 450 8- 9=(-1433) 692 8-14=( -156) 480 NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = Snow (Pg)25 PSE Ground ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=( -83) 95 14- 9=( -119) 508 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9-15=(-1629) 692 M-1.5x4 or equal at non-structural LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ) 0'- 0.0" -398/ 1508V -161/ 213H 5.50" 2.41 KDDF ( 625) ** For hanger specs. - See approved plans 35'- 9.0" -438/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) !COND. 2: Design checked for net1-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.106" @ 12'- 0.0" Allowed = 1.742" MAX TL CREEP DEFL = -0.185" @ 17'- 3.1" Allowed = 2.322" 0-08-10 0-08-10 17-11-11 1"1" 4-00-10 r-1, MAX HORIZ. LL DEFL = -0.048" @ 35'- 5.5" 13-08-11 T fMAX HOAIZ. TL DEFL = 0.073" @ 35'- 5.5" 6-11-09 11 00 02 10-00-05 7=09 NOTE: Design assumes moisture content does f not to exceed 19% at time of manufacture. 6-02-15 5-06-04 5-05-14 4-00-10 5-05-14 3-09-02 3-09-02 f 12-00 1 T f f T f T T Design conforms to main windforce-resisting 12 5 6 7_09 system and components and cladding criteria. 12 T Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 F;7' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 7.50 load duration factor=l.6, Truss designed for wind loads M 4x6 in the plane of the truss only. 3All M-9x9 M 3x9 ` M-4x6 yr 7 8 4i M-3x5(S) M-3x5 M-3x4 9 Ao N441,1111M 1.5x3 1 0 1 0 o C Y-- L•1 _ �n ro o M-3x5 M-1.5x31M-3x8 0,25314 **15 M-3x8 M-3x5 M-5x6(S) J. l 1 ), 1 b 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 35-09 l JOB NAME : 5019-B POLYGON - E7 -s � nPR s Scale: 0.1691 N ,,\GIN �'/d WARNINGS: GENERAL NOTES,unless otherwise noted: C,y /!/�/r�,7,7 C Truss: E 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' !2.0 P E 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• MJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to bet laterally braced at is the responsibility of the erector.Additional permanent bracing of continuous and st ea' in respectively oodss braced througnd/o theirwlength by ouspop DATE: 11/26/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood aired in ere s and/or drywal BC). ,�'f SIR, 9 3.In Impact bridging or the re tonsib lily of the non-corrosive contractor. 7L 4f OREGON 4t,, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, N N. ^4! TRANS I D: 413 213 design loads be applied to any component and are for"dry condition"of use. �i • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tali bearing at all supports shown.Shim or wedge if -T j 4 .� "t" fabrication,handling,shipment and installation of components. ri necessary. ,},. �, 6.This design Is furnished subject to the limitations set forth byT.Design assumes adequate drainage is provided. 'vjt }y d aced so heir center INVTCA in SCSI,copies of 111111100111111111 MTB USA,Inc./CompuTrus ISoft ch IWJra 7 6 6(1 L)E request. 1th joint center Ines. U Dog t coincide sizr basic zerof platete design ichelues see ESR-1311,ESRt1988(MiTek) EXPIRES:12/31/2015 This desigMBER-BCn prepared from computer input by IIIIIIIIIIIIII TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE - 1.15 1- 2=(-2278) 499 1- 8=1-947) 2006 2- 8=(-303) 246 6-11=1-1611) 909 TC: 2x4 KDDF #15BTR SPACED 29.0" O.C. 2- 3=1-2046) 506 8- 9=1-295) 1618 8- 3=( -65) 577 11- 7=( -59) 55 BC: 2x4 KDDF #1&BTR 3- 9=1-1346) 951 9-10=1-238) 1215 3- 9=1-759) 300 WEBS: 2x9 KDDF STAND LOADING 4- 5=1-1360) 448 10-11=1-215) 762 9- 4=1- 284)-284) 1027 027 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1406) 366 9-15=(-330) 177 TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -59) 75 BC LATERAL SUPPORT <= 12"OC. DON. 10- 6=( 0) 628 TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -236/ 1508V -286/ 338H 5.50" 2.41 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 9.0" -231/ 1995V 0/ OH 5.50" 2.39 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.088" @ 13'- 3.6" Allowed = 1.742" MAX TL CREEP DEFL = -0.171" @ 10'- 2.6" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.091" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.065" @ 35'- 5.5" 15-09 NOTE: Design assumes moisture content does 20 00 1' not to exceed 19% at time of manufacture. 6-05-11 6-07-07 6-07-07 6-07-03 2-06-06 ff Design conforms to main windforce-resisting 6-10-14 ( 12 system and components and cladding criteria. M-4x6 12 Q 7.50 Wind: 140 mph, h=25.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.5D� 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Drr), 4 *.e (All duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. M-5x6(5) 0.25"47 M-3x4 3 5 •, M-1.5x3 /11116k, 6 M-4x9 z M-1.5x3 7 o Aiiiik ::* t 0 0 0 M A!1 11** I **:a M-3x4 0.25' M-3x4 M-3x4 o M 3x5 M-5x8(5) b y b 1 10-02-10 l 9-09-06 9-09-06 5-11-10 b 35-09 ,00 PROFF JOB NAME •. 5019-B POLYGON - E8 Scale: 0.1636 �4, `.�' 'I" �0 WARNINGS: GENERAL NOTES,unless otherwise noted: w ^�9> 1'-E 1.Builder and erection contractor should be advised of all General Notes 1.This building component.ApplicIs based only ability ofon the designparameters parshown tersand andis proper for an individual Truss: E8 and compress before construction commences. Incorporation of component is the responsibility of the building designer. 2.204 compression web bradng must b000.00 e Installed where shown+. 2,Design assumes the top and bottom chords to be laterallybraced at } ' 3.Additional temporary bracing to insure stability during construction 2'o.c,and at 10'ac.respectivety unless braced throughout their length by f ' DES. BY: MJ is the responsibility of the erector,Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). q OREGON �t CC DATE: 11/2 6/2 014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ ^V 4.No load should be applied to any component until after all bracing and 44..Design naion oftruss busses are is the be used In h the contractoment, /.,4,, y ,� r h',- SEQ. : 6125974 fasteners are complete and at no time should any loads greater than and gneassumes for"dry trusses condition" use. I,�X�f design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If �ry ‘,..1.- TRANS I D: 413 213 6.CompuTrus loads has no control aver and assumes no responsibility for the necessary. LY 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 B.Plates shall be located on both faces of truss,and placed so their center lines cdndde with joint center bees. I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MiTek SA,tnc./CompUTrus which Software furnished6.6L)-E request. 9.Digitsbasic siciccone esize ctorplplate te design values see ESR-1311,ESR-1968(MuTek) EXPI RES:12/31/201'5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC m..mmm••ii•.i.im••i•i.•i.IIi••I•.•im•i•Imi•.m••mmi•mmm.mm••m .m.iiiiimi,m. ., LUMBER SPECIFICATIONS 9-00-00 GIRDER SUPPORTING 35-09-00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 9WR/DDE/Cq=1.00 BC: 2x6 KDDF #1&BTR 1-2=(-4068) 888 1-5=(-769) 3262 5-2=( -380) 1796 9-7=(-2329) 532 WEBS: 2x9 KDDF STAND 2-3=(-2506) 578 5-6=(-752) 3200 2-6=(-1330) 339 LOADING 3-4=(-2108) 510 6-7=( -48) 102 6-3=( -234) 1090 TC LATERAL SUPPORT <= 12"OC. CON. TC UNIE LL( 50.0)+DL(L 14.O'SF GroundSnow Opg) 0.0" TO 9'- 0.0" V BC LATERAL SUPPORT <= 12"0C. UON. - 6-4=( -668) 2986 BC UNIF LL( 921.9)+DL( 306.9)= 728.8 PLF 0'- 0.0" TO 9'- 0.0" V BEARING MAX VERT MAX HORZ BRG BRG LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)) NOTE: 2x9 BRACING AT 29"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -815/ 3691V -64/ 128H 5.50" 5.91 KDDF ( 625) ALL FLAT TOP CHORD AREAS24NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 0.0" -767/ 3993V 0/ OH 5.50" 5.51 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. Join together 2 ply with 3"x.131. DIA GUN VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered at: MAX LL DEFL = -0.019" @ 3'- 1.0" Allowed = 0.409" MAX TL CREEP DEFL = -0.038" @ 3'- 1.0" Allowed = 0.539" 9" oc in 1 row(s) throughout 2x9 top chords, 6" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = 0.004" @ 8'- 10.3" 9" oc in 1 row(s) throughout 2x9 webs. MAX HORIZ. TL DEFL = 0.007" @ 8'- 10.3" 5-11-11 3-00-05 NOTE: Design assumes moisture content does T f not to exceed 19% at time of manufacture. 3-02-13 2-06-06 3-02-13 T fDesign conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 iz M-9x6 Wind: 190 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, ** For hanger specs. - See approved plans 3 =M-9x9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9 load duration factor=1.6, Truss designed for wind loads 1in the plane of the truss only. M-3x5 2 10* o o, 0 I M LO c3 Ad! III O� I® T"- 6 7 M-5x10 M-3x6 ** M-6x8 M-3x8 ll l l 3-01-01 2-06-06 3-09-09 l 9-00 l JOB NAME : 5019-B POLYGON - E GIRD �9,Eo Pr O Scale: 0.9119 -� �� `�/10 WARNINGS: GENERAL NOTES,unless otherwise noted: C'\ TrussE GIRD 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 : and Warnings before construction commences. building component.Applicability of design parameters end proper e 92 0$P L 2.2x4 compression web bracing must be installed where shown+, Incorporation of component is the responsibNty of the building designer. l DES. BY MJ 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.n,and at 10'o.c,respectively unless braced throughout their length by tr DATE: 11/2 6/2014 the overall structure Is the responsibility of the building designer. 2xcoImpact sheathing such lateralas bracing cingoe requiredrwhere s and/or drywall(BC). . 4.No load should be a lied to component until after all bracing and 4.I stallaton of truss Is the reo responsibility f the respective shown+a SEQ. : 6125975 PP anyP coctiveeennvironr �� 4/OREGON 44 fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 1X /Sf TRANS I D• 413 213 design loads be applied to any component, and are for"dry condition"of use. B. CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if '��} r 4 �••�- fabrication,handling,shipment and installation of components, necessary. 6,This design Is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. �"`+l t ` I IIIIII VIII VIII VIII VIII VIII 1111 1111 IIII TPI/WiCA in BCSI,copies of which will be furnished upon request. 8.linesscoincide with joint on center liness of truss,and placed so their center bL MITek USA,Inc./CompuTrus Software 7.6.6(114-E 10.Digits ches. For basic connectocate size rf ate in gvalues see ESR-1311,ESR-1988 platedesign (MiTek) EXPIRES:12/31/2015 This deFIC LUMsign BER prepBared from computer input by IIIIIIIIIIIIII - C FORCES=( 9WR/DDF/Cq=1.00 TRUSS SPAN 7'- 10.9" IBC 2012 MAX MEMBER1EB( 0) 60 WR/DD) 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 2-2=(-160) 151 TC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2-3=( 166) 51 BC: 2x4 KDDF ql&BTR LOADING LL( 250)+DL( ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"0C. UON. . 7.0) 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: 12.0" 0.0" 0'- 0.0" -24/ 378V -57/ 174H 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" -166/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -18/ 2V 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-CONCURRENTLY4 -1 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 = 0.059" @ 2'- 9.3" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 12 , MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 7.5017. MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.2" 3 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. I (' Design conforms to main windforce-resisting system and components and cladding criteria. ,71 I Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,"i (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), of load duration factor=l.6, "' Truss designed for wind loads in the plane of the truss only. o/- ?, I ►1 M-3x4 .1 b .1 b 1-00 6-00 1-10-15 PROVIDE FULL BEARING;Jt3:2,5,3,4! So K<� p PRO/e JOB NAME : 5019-B POLYGON - EJ3 Scale: 0.5079 -II/J •p 4 /�L WARNINGS: GENERAL NOTES,unless otherwise noted: 41 ±92/ r -7 1.Builder and erection contractor should be advised of all General Notes 1.This designg component.Applicabilityonyluponthe ity of design parameters meters shown rand is properrn individual Trus s EJ3 and cobefore construction commences. Incorporation of component is the responsidity of the building designer. a/ e 2.204 compression web bradng must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at !� 3.Additional temporary bracing to insure stability during construction 2'a.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY MJ the overall ponr bility f the eo.Addof ear eracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). -P` QR .�� >A �� DATE 11/2 6/2 014 e structureload huldb is the responsibilityoany of the buildingate designer.bracing 3.In Itmpact bodging isr latethe el bracing reresponsibility of he where shown++ 4.No load should an to any componentmeshould until after all eater than and 5.Design liation of truss assumes trusses are to be used Ina norespective environment, 4/,n, -7}J .)4 2,�� 4 SEQ. : 6125976 fasteners are complete and at no time should any loads greater than and re for"dry condition"of use, V design loads be applied to any component 6.Design assumes full bearing at all supports shown.Shim or wedge if / t*�R y+ TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the necessary. C Pi 1.-1+ 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 6.joss cogen be e with Joint ceon nters lth ines of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII IN El 1111 TPek CA in nc./ copies rf s h fbe 7.6.6(1 uponL)-E request. 9.Digits indicate size of plate in inches. EXPIRES;12/31/2015 MfTeR USA,Inc./CompuTrus chSoftware furnished L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 111111 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.9" TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 1-2=( 0) 60 2-5=(0) 0 2-3=(-224) 205 TC LATERAL SUPPORT <= 12"00. UON. LOADING 3-9=( -89) 40 BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 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" -22/ 375V -72/ 214H 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" -191/ 365V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 10.9" -48/ 89V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD, TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4 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 = 0.039" @ 3'- 4,9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 12 7.50 2 MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.2" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.2" NOTE: Design assumes moisture content does not to exceed 190 at time of manufacture. 3 Design conforms to main windforce-resisting system and components and cladding criteria. 0 '-) Wind: 140 mph, h=22.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), I load duration factor=1.6, `:, Truss designed for wind loads in the plane of the truss only. cs 7/- ,,,/- o/- 0 1 *mg5�m M-3x4 ,1 )- ,1 1-00 6-00 3-10-15 l (PROVIDE FULL BEARING;Jts:2,5,3,4) JOB NAME : 5019-B POLYGON - EJ4 .�, n PR s Scale: 0.4522 cC lq+� �N WARNINGS, GENERAL NOTES,unless otherwise noted: J acs1. / C 77 ,r1_ 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 «n(2•II P E Truss: EJ4 and Warnings before construction commences. building component,Applicability of design parameters end proper G 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY• MJ 3.Additional temporary bracing to insure stab 4ty 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.such a respectively unless braced throughout their length by 4,44101W DATE: 11/26/2014 the overall structure Is the responsibility of the barkiin designer. continuous sheathing such as plywood sheathing(TC)and/or dryweli(BC). ..,,'''WOP,. 9 g 3.2x Impact bridging or lateral bracing required where shown++ ty.'. SEQ. : 6125977 4.No load should be applied to any component until after all bracing and 4.installation of truss is the responsibility of the respective contractor. .�� A,.OREGON" �0 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, �,, W TRANS ID: 413 213 design loads be applied to any component. and are for"dry condition"of use. �' 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if r 1 4 2° ty`►"- fabrication,handling,shipment and Installation of components. 7.necessary. 6.This design is furnished subject to the Irritations set forth 5.Design assumes adequate drainage Is provided. 4 a �_ I(IIIA IIII VIII VIII VIII VIII VIII III)(III TPI/WTCA In BCS(,copies of which will be furnished upon request. quest, 8 Platesnecoincide with joint cantor tines of truss,and placed so their center rl MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FF9. orits basic connector plcate size of atete in Inches. design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 This dFICesiLUMgn BER prepared from computer input by VIIIA IIIIIII -BC TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 LUMBER SPECIFICATIONS 1-2=( 0) 60 2-5=(0) 0 2-3=(-223) 208 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=( 223) 00 TC LATERAL SUPPORT <= 12"0C. 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 BRG AREA DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 2.8" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -60/ 93V 0/ OH 1.50" 0.12 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 4 -� 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" 0 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.023" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.031" MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 12 7.50 MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 3 N Design conforms to main windforce-resisting 0� of system and components and cladding criteria. 1 o or Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,D (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. o/ r g 05�� i f �� 1 M-3 x 4 y y y 6-00 b 9-02-12 1-00 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5019-B POLYGON - EJ5Scale: 0.9976 ``.%l/z5 "re) tq WARNINGS: GENERAL NOTES,unless otherwise noted: c �P- 1.Builder and erection contractor should be advised of all General Notes 1'buildings gn Is basedponent.oApplicability nof n the parametersdesign shownaa dnd I f or per an Individual 4 .Truss: EJ5 and Warnings before const uctlon commences. incorporation of component Is the responsiblly of the building designer. 2.2x4 compression web bradng must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bredng to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,. °A11R, /t/y"„ DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON +y+ DATE: 11/2 6/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown«+ 4.Na load should be applied to any component until after all bracing end 4.Installation of 5. assumes huases is the re to be used a non-he corrosive environment, SO�� .. SEQ. : 6125978 fasteners are complete end at no time should any beds greater than and Design gra for"dry trusses a of use. 9L/ 4 if � TRANS ID: 413 213 design loads be applied to any r and assumes 6.Design assumes full bearing at all supports shown.Shim or wedge if f�,bb tt` 5.C sign loads has no control over and assumes no responsibility for the necessary. +'f f7t b� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ines coincide with joint center lines. IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMITTe SAIANTCA nInC.SI,copies of/COfllpuTuwich will be Softweeffurnished rnishe1L)-E request. O.I9.FF rrits besic connectorplate design values see ESR-1311,ESR-1988(MiTek) EXRIRE5'.12I31f015 1111111111 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 42-00-00 MONO HIP SETBACK 6-00-00 FROM END WALL TC: 2x6 KDDF #14BTR; LOAD DURATI (Non-Rep)INCREASE = 1.15 (Non-Re ) -65 IBC 2012 MAX MEMBER FORCES 9DDE/Cq=1.00 2x4 KDDF #15BTR Tl 1- 2=( 0) 60 2-12=(-2996) 7974 12- 3=( -856) 2506 17- 8=( -68) 410 BC: 2x6 KDDF #16BTR 2- 3=( -9520) 3430 12-13=(-2676) 7082 3-13=(-1056) 428 8-18=(-1088) 664 WEBS:: 2x4 KDDF STAND; LOADING 3- 4=( -7016) 2662 13-14=(-3808) 9418 13- 4=( -986) 2792 18- 9=( -608) 1884 2x4 KDDF STAND;R A LL = 25 PSF Ground Snow (Pg) 4- 5=( -5936) 2290 14-16=(-4880) 11904 13- 5=(-4142) 1790 9-19=(-2924) 1364 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLP 0'- 0.0" TO 6'- 0.0"93- 6=( -9596) 3840 15-17=( -334) 816 5-14=( -530) 1646 19-10=( -802) 2592 TC UNIF LL( 100,0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 42'- 0.0" 7=(-11768) 4796 17-18=(-4378) 10522 14- 6=(-2778) 1236 10-20=(-5980) 2524 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLP 0'- 0.0" TO 42'- 0.0"7J- 8=(-10878) 4438 18-19=(-3598) 8582 6-16=( -276) 994 20-11=( -332) 238 BC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 9-10=( -6398) 2588 19-20=(-2186) 5128 16-17=( 0) 952 NOTE: 2x9 BRACING AT "OC UON. FOR 10-11=( -50) 54 16- 7=( -394) 952 ALL FLAT TOP CHORD AREASNOT N.SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17-17=(-1198) 10190 29 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7-17=(-1198) 726 BOTTOM CHORD CHECKED FOR lOPSE LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD KIDE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) '- 0.0" -1243/ 3576V -70/ 13 ** For hanger specs. - See approved plans ( 2 ) complete trusses required. 42'- 625) 0.0" -1454/ 3533V OH 5.50" 5.65 KDDF ( 625) Join together 2 ply with 3"x,131 DIA GUN II' nails staggered s :throughout 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. 9" oc in 1 row ) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 top chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" II 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 = 0.463" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.861" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.138" @ 41'- 8.5" 5-11-11 36 00 OS MAX HORIZ. TL DEFL = 0.214" @ 41'- 8.5" T f 3-02-11 9-03-15 1 NOTE: Design assumes moisture content does 5-10-07 5-06-15 not to exceed 19% at time of manufacture. T T T T T 2'09 3-08-06 5-01-09 5 06-15 5-10-07 Design conforms to main windforce-resisting i320# T T T system and components and cladding criteria. 12 7.50 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M 7x8(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M 5x6 Truss designed 4 M-qx8 M-jx5 M-49 0825" for wind loads r^ M- x5 M-1310 M-11.15x3 in the plane of the truss only. M-3x63 b__ _ -, o M-3XS / 0 16A A e�� 0,1 � \e Io g 1 1 12 1 3 1 r- �� _� o M-3"� s ie 19 o M 6x6 M-3x10 o M-1.5x3 M-1x18 0.25" M-3x5 M-3x102° ** WEDGE WITH 2)M-1,5x3 TYP. M-7x10 a 3,75 M-7x8(S( 12 J, ). l ) l l l l 2-05-08 4-05-11 5-01-09 7-05-09 l l l l l ) l ), 3-00-06 9-02-03 7-07 7-08-12 l ) ), l 2-05-08 11-06-08 28-00 l l 1-00 92-00 l JOB NAME : 5019-B POLYGON - F1 �,r.O PRO 4. Scale: 0.1200C,�4 GINS/�A WARNINGS: GENERAL NOTES,unless otherwise noted: { If/z5 C -- Truss F 1 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parametersshown and is for en individual G?„ i �r : 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 responsibilityof the building designer. lgOOPP DES. BY: MJ 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: 11/2 6/2 014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)where shown and/or dryweli(BC). amen= r1 g 3.2x Impact bodging or lateral bracing required ++ yr Q S E Q. : 612 5 9 8 0 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 non-corrosive environment, QA., /+T OREGON ^xvr TRANS I D• 413 213 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If /a af 2�'1 �� fabrication,handling,shipment and installation of components. necessary. 6.This design Is furnished subject to the Imitations set forth 7.Design assumes adequate drainage is provided. h i q t I IIIIII 11111 VIII III 11111 VIII IIID IIII IIII TPIM/TCA In BCSI,copies of which will be furnished upon quest. 8,Ines coincide with joint centerlates shall be located on iiness of truss,and placed so their center +7 rl 4t' MiTek USA,IDC./CompuTfu3 Software 7.6.6(1L)-E9.Digits Indicate size of plate In inches. 10.For basic connector plate tedesign values see ESR-1311,ESR-1388 (MiTek) EXPIRES:12/31/2015 This IdeFICsign LUMBER-BC prepared from computer input by IIIIIIIIIIIIII TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4W0/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 -4620) 837 1-12=( -603) 3768 2-12=( -231) 357 8-17=(-1266) 5535 TC: 2x4 KDDF #1&BTR; SPACED 24.0" O.C. 2- 3=( -4407) 843 12-13=1 -495) 3543 12- 3=( -177) 435 17- 9=(-6885) 1644 2x6 KDDF #1&BTR T3 3- 4=( -3915) 840 13-14=( -528) 3915 3-13=( -534) 423 9-18=(-2034) 8907 BC: 2x1 KDDF #1&BTR;#1LOADING 4- 5=( -3252) 753 14-15=( -528) 3915 13- 4=( -312) 1695 WEBS: 2x4 KDDF S#2 2x10 KDDF TANDNA; B3 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -4245) 984 15-16=(-1272) 6903 13- 5=(-1308) 342 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -5109) 1107 16-17=(-1911) 9624 14- 5=( 0) 288 2x10 KDDF #2 A TOTAL LOAD = 42.0 PSF 7- 8=( -8313) 1764 17-18=(-3174) 14925 5-15=( -318) 879 8- 9=(-11706) 2505 18-10=(-3420) 16002 16-15=( -15=_ -441)-441) 2280 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9-10=(-19134) 4176 5-16=( -882) 4188 BC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL=10993.0 LBS @ 42'- 1.5" 10-11=( 0) 60 16- 8=(-4674) 1101 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED TIEE LOAD AT LOCATION(S) BEARING.. MAX VERT MAX HORZ BAG REQUIRED BAG AREA L) 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" -481/ 2791V -262/ 2568 5.50" 4.47 KDDF ( 625) 3 ) complete trusses required. 46'- 3.0" -2579/ 11703V 0/ OH 5.50" 18.73 KDDF ( 625) OVERHANGS: 0.0" 12.0" Join together 3 ply with 3"x.131 DIA GUN JT 10: Heel to plate corner = 1.50" nails staggered at: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -4- 9" oc in 2 row(s) throughout 2x6 top chords, MAX LL DEFL = 0.101" @ 35'- 10.1" Allowed = 2.267" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.313" @ 35'- 10.1" Allowed = 3.022" 9" oc in 3 row(s) throughout 2x40 bottom chords, MAX LL DEFL = -0.000" @ 47'- 3.0" Allowed = 0.100" 9" oc in 1 row(s) throughout 2x4 webs, MAX TL CREEP DEFL = -0.000" @ 47'- 3.0" Allowed = 0.133" 9" oc in 3 row(s) throughout 2x10 webs. MAX HORIZ. LL DEFL = -0.026" @ 45'- 9.5" ** HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY MAX HORIZ. TL DEFL = 0.063" @ 45'- 9.5" TO ALL MEMBERS. PROJECT ENGINEER TO REVIEW AND INSURE THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER. NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 17-05-11 11-03-10 17-05-11 T Design conforms to main windforce-resisting 6-02-02 5-05 12 5-09-13 5-07-13 5-07 13 6-09-04 �3 02-09�-11-09� 4-06-04 system and components and cladding criteria. Wind: 140 mph, h=24.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, ,� �( 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12M 4x6 7.50 M-4x6 M-3x8 4 load duration factor=l.6, 7.50 4 5 .. Truss designed for wind loads M-Sx6(S) 3 in the plane of the truss only. + LATERALLY BRACE TO ROOF DIAPHRAGM 0.25" M-3x6 M-5x8(5) + 2X4 WEB BRACE REQUIRED. 3 0.25" +. 8 M-1.5x3 M 9x12 4A6,_ +. 9 M-9x10 „0, ....A&hk A ,,, o 7 c = 15 T �6 17 rn 16 ii B3 0 I I'- 12 2 14 M-3x8 0.25 M-4x6 M-5x16 ' M-3x9 M 3x4 .25" M-1.5x3 M-7x8(S) M-12 y 9(S) * 110993#** * * b b b7 l 8-11 8-00-14 6-01-10 6-01-10 6-06-15 3-02-093-00-13 4-01-08b b 1-00 PR b 96 03 p ape JOB NAME : 5019-B POLYGON - F1 GIRD Scale: 0.1379 ``.AGm7 , 444. -eit WARNINGS: GENERAL NOTES,unless otherwise noted: 4t' .9 P E r, 1.Builder and erection contractor should be advised of alt General Notes 7.This building igron is basedponent.Applicability aoon the parameters design shown as dnd us proper an individual J Truss' Fl GIRD and Warnings before construction commences. incorporation of component Is the responsibility of the building designer. 2.2x4 compression web braving must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at .„,,re, App, Additional temporary bracing to Insure stability during construction o.c.respectively unless braced throughout their length by DES. BY: MJ is the responsibility of the erector.Add tional permanent bracing2'o.c,and at 10' of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON A. design DATE: 11/2 6/2 014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ d W 4.No load should be applied to any component until after all bracing and 5.4.Designation assumes trusses are is the to be used in ane on corrosive environment, 4" V.4 'I}R .�4 2,OR ty4- S E Q. : 612 5 9 81 fasteners are complete end at no time shouts any loads greater thanand are for"dry condition"of use. q` ( ( design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if � r- PRAN S I D: 413 213 6.CompuTrus hes no control over and assumes no responsiMlity for the 7 Design a sumes adequate drainage is rovided. L fabrication,handling,shipment ed installation of components. p 6.This design is furnished subject to the irritations set forth by 8.plates s shalt bee located joint on both of truss,and placed so their center CC I IIIIiI III 11111 VIII VIII VIII lin IIII TPek UCA in BCCI,copies r s Softwareh Will be furnished upon request. 0 Dlogib indicate connector plate design vf plate In alues see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 MiTIN USA,IKS!,copies of s 1L)-E III 1111IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF CATION; TRUSS SPAN 92'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 2x6 KDDF #1dBTR T2, T3 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1828) 3516 12- 3=( -153) 600 17- 8=( 0) 282 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4339) 1862 12-13=(-1375) 2769 12- 4=( -505) 772 8-18=(-1340) 416 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3911) 1774 13-15=(-1565) 3953 4-13=( -264) 326 18- 9=( -143) 889 2x4 KDDF STAND;#1&BTR A; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-3016) 1226 14-16=) -64) 165 13- 5=( -409) 1200 9-19=(-2522) 958 2x6 KDDF #2 B5- 6=(-2542) 1097 16-17=(-136B) 3664 13- 6=(-1663) 541 10-19=( -83) 283 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3946) 1524 17-1B=(-1368) 3664 6-15=( -52) 499 19-11=( -725) 1602 TC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3870) 1424 1B-19=(-1023) 2490 14-15=( 0) 72 11-20=(-1802) 843 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-2596) 999 19-20=( -69) 78 15- 7=( -116) 100 LL = 25 PSF Ground Snow (Pg) 9-10=( -387) 227 15-16=(-1412) 3747 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10-11=( -437) 230 7-16=( -452) 311 16- 8=( -105) 295 NOTE: 2x4 BRACING AT 24"0C UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ALL FLAT TOP CHORD AREAS NOT SHEATHED 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) OVERHANGS: 12.0" 0.0" 0'- 0.0" -258/ 1891V -99/ 181H 5.50" 3.03 KDDF ( 625) 42'- 0.0" -211/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. - VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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 = 0.322" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.612" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.148" @ 41'- 9.2" MAX HORIZ. TL DEFL = 0.224" @ 41'- 9.2" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 7-11-11 32-03-10 1-08-11 Design conforms to main windforce-resisting Tsystem and components and cladding criteria. 7-11-11 12-07-11 19-07-10 1-09 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -(77-01, 2-11-02� 6-00-05 5-01-04 T 7-03-13 7-03-13 6-06-07 1108-f1 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -05-0 T T T T f f load duration factor=1.6, 12 Truss designed for wind loads in the plane of the truss only. M-4x6 M Sx6(S) ' 7.50 12 5 -M-4x4 M-3x4 M-33x8 M-3x8 M-4x6 7.50 9 M 7x6 M 3x4 < 9 4 M-1,5x3 + + + I BM 3x8 �- o,+ hodoo A a o ` 1n -MIt ii .i2 13 M-3x10 14 16 = -0 **f M=5x10 o0 oM-1.5x3 M18HS-3x18 0.2 M-3x5 M-8x8 a 3.75 M-5x10 M-5x6(S) M-1.5x3 12 WEDGE WITH 2)M-1.5x3 TYP. 1 1 1 1 1 1 1 1 1 2-05-06 5-00-06 6-07-14 1 5-01-04 7-02-01 7-00-05 7-03-13 1-02-14 1 2-05-08 11-06-08 28-00 1-00 42-00 1 JOB NAME : 5019-B POLYGON - F2 � p,r �aQFtr Scale: 0.1402 \� � (N /r1- WARNINGS: GENERAL NOTES,unless otherwise noted: ''ff J]./ � Z57 "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 .✓2 'OP E r' Truss: F'2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Instated where shown+, incorporation of component Is the responsibility of the building designer. DES. BY MJ 3.Additional temporary bracing to insure stability during construction 2,Design assumes the top and bottom cholla 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: 11/26/2014 the overall structure Is the responsibility of the building designer. continuous mous sheangin r such as b acing re sured when s and/or d ywall(BC). rR« 4.No load should be a g 3.2o Impact bridging or lateral bracing required where shown++ Mt �,. SEQ. : 6125982 peered to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -�� OREGON� �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, -1)'. 7 (�,, ^V TRANS ID: 413 213 design loads be applied to any component. and are for"dry condition"of use. �. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. necessary. AA,�., 6.This design is furnished subject to the limitations set forth 78,Design assumes adequate drainage Is provided. 'rry�` `�� II IIII VIII VIII VIII VIII VIII VIII IIII IIII TPIIWTCA in BCSI,copies of which will be furnished upon request. 8 lines coincide with Joint center Ices.9.Digits Indicate size of s of truss,end placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z e In inches. 10.For basic connector platelides design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 This design prepared from computer input by rillThis LUMBER-BC TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1828) 3516 12- 3=( -153) 600 17- 8=( 0) 282 TC: 2x6 KDDF #1&BTR; SPACED 24.0" 0.0. 2- 3=(-4339) 1862 12-13=(-1375) 2769 12- 4=( -505) 772 8-18=(-1340) 416 2x6 KDDF #1&BTR T2, T3 3- 4=(-3911) 1774 13-15=(-1565) 3953 4-13=( -264) 326 18- 9=( -143) 889 BC: 2x4 KDDF #1&BTR DL0)LOADING 4- 5=(-3016) 1226 14-16=( -64) 165 13- 5=( -409) 1200 9-19=(-2522) 958 WEBS: 2x4 KDDF STAND; LL( 25.0)+ ( 7. ON TOP CHORD = 32.0 PSF 5- 6=(-2542) 1097 16-17=(-1368) 3664 13- 6=(-1663) 541 10-19=( -83) 283 2x4 KDDF #1&BTR A; DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3946) 1524 17-18=(-1368) 3664 6-15=( -52) 499 19-11=( -725) 1602 2x6 KDDF #2 B TOTAL LOAD = 42.0 PSF 7- 8=(-3870) 1424 18-19=(-1023) 2490 14-15=( 0) 72 11-20=(-1802) 843 8- 9=(-2546) 999 19-20=( -69) 78 15-17=( -116) 0 LL = 25 PSF Ground3747 TC LATERAL SUPPORT <= 12"00. UON. Snow (Pg) 9-10=( -387) 227 BC LATERAL SUPPORT <= 12"OC. UON. 10-11=( -437) 230 7-16=( -452) 311 16- 8=( -105) 245 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL NOTE: 2x4 BRACING AT 24"00 UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -258/ 1B91V -99/ 181H 5.50" 3.03 KDDF ( 625) 42'- 0.0" -211/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) OVERHANGS: 12.0" 0.0" '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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.322" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.612" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.148" @ 41'- 9.2" MAX HORIZ. TL DEFL = 0.224" @ 41'- 9.2" 9-11-11 28-03-10 3-08-11 NOTE: Design assumes moisture content does 10-07-11T not to exceed 19% at time of manufacture. 9-11-11 T 19-07-10 1-09 T -07-04 07-0 609-06 5-01-04 7-03-13 7-03-13 6 10 09 1,, Design conforms to main windforce-resisting 9-�0 system and components and cladding criteria. -OS-O 1-09 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), 1-11-11 12 load duration factor=l.6, 8-00 1-11-11 ,' T ''' ]7.50 Truss designed for wind loads M-5x6(S) in the plane of the truss only. M-4x6 12 M-4x6 =M--4x4 M-3x4 M-36 x8 M y3x8 g M-7x8 7.50 5 6 7 Gli ,`" r M 3x4 q + o 4. + +, M-1.5x3 IB o �3/ a . M-3x8 __ - A „- r t�of .. �a �"�' T r 15 ��r-T- P� 19 20 ** i M-5x10 M-12 3x10 old-1145x3 M18HS63x18 0.25V M-3x5 =M-8x8 M Sx6(S) M 1.5x3 a 3.75 WEDGE WITH 2)M-1.5x3 TYP. M-5x10 12 y y b y y y )' )' y 7-00-05 7-03-13 1-02 14 2-05-08 5-00-06 6-07-14 * 5-01-04 7-02-01 2-05-08 11-06-08 28-00 * 0 42-00 + p PR OPE' JOB NAME : 5019-B POLYGON - F3 Scale: 0.1527 � `f1�rrffiN WARNINGS: GENERAL NOTES,unless otherwise noted: ^9G®•P E. 41-- Truss: „ 1.Builder and erection contractor should be advised of all General Notes 1.This designing is based only Applicabilityhe araimetgn ers sholmnd d I pforr an Individual 40#T ru s s• F3 and Warnings before construction commences. Incorporation of component is the of deli sib ity of the building designer. 2.2x4 compression ary bracing bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'c.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: MJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). OREGON �4., CC DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impactlbridging or lateral bracing required where shown++ ^V 4.No load should be appled to any component until after all bracing and 5.4.Design ion of truss assumeu trussesIs heere responsibility ns ulaedof the non�c�tive contractor. emlrooment, ��C,}. �}' T A �'Q� S$4, 612 5 9 8 3 fasteners ere complete and at no time should any loads greater thanand gra for"dry condition"of use. I design loads be applied to any component. 6.Design assumes hill bearing at all supports shown.Shim or wedge if itf .. }�� TRANS I D: 41321 3 6.CompuTrus loads 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 limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MiTek USA,CA SCSI,c.tcopies I'whiSh will be 7.6.6(1 uponL)-Z request. 9. es. Minecoincide cdcete with ttor Joint atate in inches. EXPIRES:12/31/2015 • IN I copies of s Software furnished L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIII�II�I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF ATIOR TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1626) 3680 13- 3=(-460) 1175 8-19=( -432) 234 WEBS:: 2x4 KDDF STAND; SPACED 24.0" O.C. 2- 3=(-4490) 1788 13-14=(-1461) 3282 3-14=(-765) 414 19- 9=( -138) 659 2x4 KDDF STUD A 3- 4=(-3059) 1206 14-15=(-1063) 2532 14- 4=( -34) 313 9-20=(-1130) 427 LOADING 4- 5=(-2602) 1106 15-17=( -845) 2395 4-15=(-498) 375 10-20-( -247) 612 TC LATERAL SUPPORT <= 12"00. 00N. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2140) 1019 16-18=( -32) 92 15- 5=(-408) 1120 20-11=( -30) 632 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2397) 1090 18-19=( -798) 2417 15- 6=(-755) 272 11-21=(-1938) 743 TOTAL LOAD = 42.0 PSF 7- 8=(-2478) 1072 19-20=( -676) 2080 6-17=(-102) 504 21-12=( -110) 126 LL = 25 PSF Ground Snow (Pg) 8- 9=(-2275) 968 20-21=( -432) 1080 16-17=( 0) 74 NOTE: 2x4 BRACING AT 29"OC UON. FOR 9-10=(-1422) 721 17- 7=(-262) 82 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1783) 764 17-18=(-232) 2219 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11 12=( -83) 102 8-18=(--46) 219 OVERHANGS: 12.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 18- 8=( -46) 112 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -271/** For hanger specs. - See approved plans 17 0/ OH 5.50" 2.81 KDDF ( 625) 7 -165/ 22 42'- 0.0" -223/ 57V '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 = 0.198" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.109" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 11-11-11 22-03-10 7 08-11 NOTE: Design assumes moisture content does 2 09 9-06 02 4-08-09 2 00 05 5 01-09 5-03-14 5 00-06 4 09-19 ff 3-11-09 3-09 02 not to exceed 19% at time of manufacture. X12 ( T Design conforms to main windforce-resisting T system and components and claddingcriteria. 7.50 M 9x6 M-5x6(5) 12 5 M-3x9 M-3x4 0 25" M-3x4 M-4x6 Q 7.50 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 7 y w 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 13 load duration factor=l.6, Truss designed for wind loads M 3x9 M-3x6 in the plane of the truss only. 4 1 M-3x6 //A M-1.5x3 3 + 2 M-3x8 o A 3 M-3x9 M-3x8 17: ie 20 21** �M M-5x CaM-1165x3 M-6x8 0.25? M-3x8 -M-4x4 a 3.75 WEDGE WITH 2)M-1.5x3 TYP,12 M-5x8 M 5X6(S) b b y L b b 1 b y 2-05-08 4-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 1 2-05-08 11-06-08 y 28-00 l 1-00 42-00 JOB NAME : 5019-B POLYGON - F4 ,� ''. Scale: 0.1469 C� ,,1 IN(Ns WARNINGS: GENERAL NOTES,unless otherwise noted: L,4 J \11 r �CAo / TrussF4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Ct. ;"9`2`i PE r • 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: MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at �r 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 0411101 DATE: 11/2 6/2014 the overall structure Is the responsibility of the buildingdesigner. 2x Impact sheanin or such as bracingptywgoe sheathing(TC)ewereand/or drywall(BC). be 9 4.In bridging is lateral required where shown++ 0 SEQ. : 612 5 9 8 4 4.No load should m 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 bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, „ OREGON `4/ TRANS I D• 413 213 design loads be applied to any component. and are for"dry condition"of use. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4 �.�� '•�� fabrication,handling,shipment and Installation of components. necessary. 6.This design is famished subject to the Imitations set forth T Design assumes adequate drainage is provided. "•�'1 i�� IIIIII VIII ILII VIII VIII VIII VIII IIO IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. 8 Ines coincide with joint cen both liiness of truss,and placed so their center C MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E9. e In inches. 10.FForits indicate size basic connector pf late tedesign values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 This design prepared from computer input by 1111141 PACIFIC LUMBER-BC TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=1 0) 60 2-15=(-1774) 3680 15- 3=(-505) 1175 10-22=(-1131) 476 TC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4490) 2009 15-16=(-1593) 3282 3-16=(-768) 450 12-22=) -241) 614 WE 2x4 KDDF STAND;TND; 3- 4=(-3059) 1370 16-17=(-1160) 2532 16- 4=) -42) 313 22-13=( -111) 628 WEBS: 2x4 KDDF LOADING 4- 5=(-2602) 1282 17-19=(-1016) 2395 4-17=(-499) 314 13-23=(-1938) 874 2x4 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-20=( -38) 92 17- 5=)-459) 1120 23-14=( -110) 126 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2140) 1162 20-21=( -937) 2417 17- 7=(-755) 324 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2397) 1260 21-22=( -812) 2080 7-19=) -94) 513 BC LATERAL SUPPORT <= 12"OC. UON. B- 9=(-2478) 1218 22-23=( -506) 1080 18-19=( 0) 74 LL = 25 PSE Ground Snow (Pg) 9-10=(-2275) 1106 19- 8=(-275) 78 10-12=(-1422) 828 19-20=(-949) 2412 11-12=) 0) 0 9-20=(-949) 248 NOTE: T9 BRACING AT ESoC TOS. ATR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=)-1130) 894 20- 9=( 232) 126 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 732) 103 0-29=(--60) 237 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 29-21=(-432) 671 OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -339/ 188BV -166/ 223H 5.50" 3.02 KDDF ( 625) 42'- 0.0" -303/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ICONS. 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" .133" MAX TLMAXELL DEFL = 0.DEFL = 02015" @ 19'-@ -1'- 01.03" Allowed =" Allowed = 02.054" 13-11-11 18-03-10 9-08-11 MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed = 2.739" 4-06-02 2-02-0f8 5-01-04 5-00-06 2-02-08 3-09-02 MAX HORIZ. LL DEFL = 0.118" @ 41'- 8.5" 2 09� T 4-06 02 T T 4 5-03-14 T f-09-14-r3-09-02f f MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" T f T '( 0-00-05 T T T T T f 12-00 NOTE: Design assumes moisture content does ( f T T 7-09 not to exceed 19% at time of manufacture. M-5x6(8) 12 Design conforms to main windforce-resisting 12 11 Q 7.50 system and components and cladding criteria. 7.5o p 6 M 3x9 M-4x6 M 4x6 M 3x4 0.25" M-13X4 2 Wind: 140 mph, h=23.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), _ load duration factor=l.6, ,1,3-3x6 Truss designed for wind loads in the plane of the truss only. M-3x4 + + M-1,5x3 4 c 1 M-3x6 0 0 i� A i IM-3x8 Y-= A. 2s *` � 1 o 5x8 M-5 x4 M-3x1 o M-lo 5x3 M-0x8 0.2 � M- x8 -M-4x4 o M-5x8 WEDGE WITH 2)M-1.5x3 TYP. M-5X6(S) a 3.75 12 y * * * * * b * b 2-05-084-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 b J, * 28-00 y J, 2 05-08 11-06-08 42-00 ��0 PRop . 1-00 ,S JOB NAME : 5019-B POLYGON - F5 Sale: O'1264CI V� IIIZS/ s° GENERAL NOTES,unless otherwise noted; �' . O P E r WARNINGS: d / 1.Builder and erection contractor should be advised of all General Notes t'building Icompnent.Applicability ofpdesigntparameters and/proppeern individual / Truss: F5 and Warnings before construction commences, incorporation of component is the responslbibty of the building designer. • 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at • `�' 3.Additional temporary bracing to Insure stability during construction 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 drywalHBC). �� G�N �)M DES. BY: MJ po ty W DATE• 11/26/2014 the overall stmdure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown•tr Z • 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the 5.Design assumes trusses are to beuseda no non-corrosive environment, nt, /,n,; p .� � SEQ. : 6125985 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. V T RAN S I D: 413 213 'co loads be applied to any component 6.Design assumes full bearing at all supports shown.Shim or wedge if }y 5.CompuTrus has no control over and assumes no responsibility for the necessary. 4 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. B.This design is furnished subject to the Imitations set forth by B.Plates be e located twjoiit on both Aaes of truss,and placed so their center IIIIII VIII VIII VIII 11111 VIII VIII Ell T MiTek USA,CA In SCSnc./ copies WSwhichSoftware willfurnished 7.i.6(1 L)-E request. lineslate In inches. 10 Digits basic connector cate size oplate design values see ESR-1311,ESR-19138(Mask) EXPIRES:12/31/2015 ISC./Comps of rnishe upon IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF CATION TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=(-1929) 3685 15- 3=( -552) 1176 10-22=(-1130) 582 WEBS: 2x4 KDDF STAND; SPACED 24,0" O.C, 2- 3=(-4490) 2234 15-16=(-1732) 3286 3-16=( -771) 487 12-22=( -280) 616 2x4 KDDF STUD A 3- 4=(-3059) 1543 16-17=(-1272) 2532 16- 4=( -50) 313 22-13=( -190) 625 LOADING 4- 5=(-2602) 1457 17-19=(-1203) 2395 4-17=( -499) 301 13-23=(-1938) 1007 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2140) 1288 18-20=( -45) 92 17- 5=( -599) 1120 23-14=( -110) 126 BC LATERAL SUPPORT K- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 5- 7=( 0) 0 20-21=(-1103) 2417 17- 6=( -755) 478 TOTAL LOAD = 42.0 PSF 6- 8=(-2397) 1447 21-22=( -982) 2080 6-19=( -99) 522 8- 9=(-2478) 1398 22-23=( -580) 1080 18-19=( 0) 74 NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1274 19- 8=( -287) 79 ALL FLAT TOP CHORD AREAS NOT SHEATHED $ BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-12=(-1422) 912 19-20=(-1125) 2912 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1732) 1015 0-29=( -232) 288 THE BOTTOM CHORD DEAD LOAD20- 9=( -84) 145 IS A MINIMUM OF 10 PSF. 13-19=( -83) 106 OVERHANGS: 12.0" 0.0" 9-21=( -432) 232 M-1.5x4 or equal at non-structural 21-10=( -135) 684 vertical members (uon). BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) For hanger specs. - See approved plans 0'- 0.0" -412/ 1888V -166/ 224H 5.50" 3.02 KDDF ( 625) 42'- 0.0" -387/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 15-11-11 14-03-10 Q11 08 11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 7-09-13 8 01-19 8-05-07 9-09 1 1 'r MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f ,� 4 7-09 MAX LL DEFL = 0.236" @ 19'- 1.3" Allowed = 2.054" 4-06-02 2-02-13 -09 Q1 5-00-06 4 00 T 3-09-021 MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed = 2.739" �2-09f f 4-06-02 T 1109-63 1 5-03-14 T 1-0106 T3-09-02T T MAX HORIZ. LL DEFL = -0.128" @ 41'- 8.5" T T 'f 1 I T MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 12-00 7-09 NOTE: Design assumes moisture content does T f 7.50 12 M-9x6+7 $ M-5x6(S) liM-4x6+ 12 T not to exceed 19% at time of manufacture. M-3x4 Q 7.50 Design conforms to main windforce-resisting M-4x65 M-3x4 0 25" M-3x4 system and components and cladding criteria. M-4x6 8 $ 10 2 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 3x9 M-3x6 load duration factor=l.6, 4 " Truss designed for wind loads ,..‹,\\_, 0 + in the plane of the truss only. M 3x6 40111111 M-1.5x3 3 o M 3x8o A o`r' 1 '15 16 r- 7 19 ��°".� 4o �_ �i M-3x4 M-3x86 ° 23** of M-5x8 o M-i.5x3 M-bx8 0.2 � M-3x8 -M-4x4 WEDGE WITH 2)M-1.5x3 TYP. M-5x8 .a 3.75 M-5x6(S) 12 2-05-084-06-02 05-�4-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 y 2-05-08 11-06-08 28-00 1-00 42-00 / JOB NAME ; 5019-B POLYGON - F6 e 90 PROF Scale: 0.1229 isjp r„1IN s fv�9 WARNINGS: GENERAL NOTES,unless otherwise noted: !{ 'C.71/25 Truss: F6 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`21®`f7 E r and Warnings before construction commences. building component.Applicability of design parameters and pro er 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building Sesigner. ." ,/r DES. BY• MJ 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 2'0.0.and at 10'o.c.respectively unless braced throughout their length by ✓1 411111*. DATE: 11/26/2014 the overall structure is the responsibility of the buildingdesigner. 2xcoImpact sheathing such las bracingplywgoe cured where s and/or drywall(BC). w"�r�ar g 3.2x Impact bridging or lateral required where shown++ it 4.No load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. q, OREGON �E( f SEQ. : 6125986 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: 413 213 design loads be applied to any component and are for"dry condition"of use. y, 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 Q fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. 4/Z i i` 1111111111111111111011 TPB'ATCA In BCSI,copies of which will be furnished upon request. 8 lineseco ncide with joint on center hFoe59. s of truss,and placed so their center C 4 TPI/WMA USA,Inc./CompuTrus Software 7.6,6(1 L)-E late in Inches. 10.For�basits c connecorcate size oplf ate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=1 0) 60 2-15=1-2112) 3701 15- 3=1 -608) 1181 11-22=(-1130) 759 TC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2- 3=(-4490) 2456 15-16=(-1896) 3300 3-16=( -773) 512 12-22=( -342) 614 BC: 2x4 KDDF STAND;STND; 3- 4=1-3059) 1710 16-17=(-1413) 2535 16- 4=( -55) 313 22-13=1 -245) 623 WEBS: 2x4 KDDF LOADING 4- 5=(-2602) 1622 17-19=(-1392) 2395 4-17=1 -499) 301 13-23=1-1938) 1144 2x4 KDDF STUD A LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2140) 1427 18-20=( -54) 92 17- 5=( -737) 1120 23-14=( -110) 127 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 20-21=1-1308) 2417 17- 6=( -755) 624 TOTAL LOAD = 42.0 PSF 6- 8=1-2397) 1636 21-22=1-1173) 2080 6-19=( -147) 525 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=1-2478) 1622 22-23=( -657) 1080 18-18-19=1 290) 74 0) 91 LL = 25 PSF Ground Snow (Pg) 9-11=(-2275) 1481 19-28=1 -292) 2412 10-12=( 0) 0 8-P0=( 1344) 341 NOTE: 2x4 OPACIOR AT 24TOS. ATR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=1-1425) 1012 ALL FLAT TOP CHORD AREAS NOT SHEATHED 12-13=(-1732) 1133 20- 9=( -117) 169 TIEE LOAD AT ORDADIAD(L) SPECIFIED Ili IBO 2102. 106 9-21=( -432) 25383) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=1 - 21-11=1 -156) 69l OVERHANGS: 12.0" 0.0" verix4 ca or equal at(uMAX HORZ BRG REQUIRED BRG AREA non-structural BEARING MAX VERT LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members loon). 0'- 0.0" -484/ 18B8V -167/ 225H 5.50" 3.02 KDDF ( 625) 42'- 0.0" -972/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 10-03-10 13-08-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 17-11-1.1 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 10-01-14 6-05-07 9-09-14 7-09 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-09 13 MAX LL DEFL = 0.261" @ 19'- 1.3" Allowed = 2.054" ,� MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed = 2.739" 4-06-02 2 02 13 1 �1-09 �3-10-03 5-00-06 3 09 02 2-0“ 4 4-06-02 1' T3-11-11 5-03-14 1' 1-t202 '3-09-02f MAXx HORID, LL DEFL = -0.140" @ 41'- 8.5" T f7-09 MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 12-00 '1 T T NOTE: Design assumes moisture content does ( 12 not to exceed 19% at time of manufacture. 12 7 10 Q 7.50 Design conforms to main windforce-resisting 7.50 M 3x9 M Sx6(S) system and components and cladding criteria. M-3x4 M-4x6 Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x65 s x9 M-3 O9 25" 11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 load duration factor=l.6, M-3x5(S) M-3x6 Truss designed for wind loads 3 in the plane of the truss only. M-3x4 a .• + + M-1.5x3 a d M 3x63 0 o M-3x8 Yom_ - A + ��, d, ��15 16 r- 17 19 22 23 * 1 - M-3x4 6 20 M-3x8 7.14-4x4 M 5x8 ' M-3x8 M-1.5x3 M-6x8 0.2� o M-5x8 WEDGE WITH 2)M-1.5x3 TYP. M-5x6(S) a 3.75 12 y y y b b b b y 2-05-08 4-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 y J, y 05-08 11-06-08 28-00 y 1-00 42 00 � ,�D P R p��s' JOB NAME : 5019-B POLYGON - F7 Scale: 0.1229 w ,NIDI N /oma p WARNINGS: GENERAL NOTES,unless otherwise noted: CC' . r 1.Builder end erection contractor should be advised of all General Notes t•build ng component.his design is Applicability of n the designters shownparameters and proper. for peer individual Truss: F7 and Warnings before b avng n commences. Incorporation of component is the responsibilty of the building designer. 2.2x4 compression web bredng must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bradng to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their lengtth by " continuous sheathing such asplywood sheathing(TC)C and/ord wall(BC). OREGON �`CC DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of gCf ) ry '^Wf DATE• 11/2 6/2 014 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 applMd to any component until after all bracing and 4.InstallationDsassumes of truss u is is the s ao responsibilityuseof eresp respective contractor. etr environment, /� '�}+ 7 G " S E 4. : 6125987 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. �`M �� design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if ^y>-i y5 T RAN S I D: 413 213 5.CampuT us he no control over and asumes no responsibility for the necessary. 4 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject la the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111 VIII VIII 31111111111111 III VIII VIII VIII(III(III TPekU Ain SCSI,ompu of which will be furnished upon request. 9.(ines Digits indicate de size)of plate in Inches.er EXPIRES;12/31/2015 MiTek USA,icopies of s Software furnished L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" TC: 2x9 KDDF #1aBTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x4 KDDF #15BTR 1- 2=( 0) 60 2-11=(-1006) 2437 3-11=(-295) 310 10-15=(-1710) 837 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-2806) 1099 11-12=( -802) 2131 11- 4=(-137) 465 LOADING 3- 4=(-2617) 1106 12-13=( -547) 1703 4-12=(-609) 444 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(_2026) 1012 13-14=( -599) 1492 12- 5=(-338) 757 BC LATERAL SUPPORT <= 12"OC. UON. 5- 6=(-1664) 965 19-15=( -46) 56 12- 6=(-106) 158 DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1507) 910 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-13=(-270) 238 3-19=(-182) 669 NOTE: 2x4 BRACING AT 29"OC UON. FOR 8- 9=(-1860) 966 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=(-1891) 800 13- 9=(-182) 215 9=14=(-959) 314 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 14-10=(-589) 1548 OVERHANGS: 12.0" 0.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS ** For hanger specs. - See approved plans RE0'- 0.0" -338/AC1894V -26TIONS 4/ ACT325H 5IONS .50" 3.03ZE N KDDF P(C625) 42'- 0.0" -300/ 1769V 0/ OH 5.50" 2.83 KDDF ( 625) 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.1 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 = 0.126" @ 18'- 0.4" Allowed = 2.054" MAX TL CREEP DEFL = -0.228" @ 18'- 0.4" Allowed = 2.739" MAX HORIZ. LL DEFL = 0.054" @ 41'- 10.3" MAX HORIZ. TL DEFL = 0.086" @ 41'- 10.3" 18-04-11 7-10-05 15-09 NOTE: Design assumes moisture content does 6-04-03 5-11 5-11 4-11-05 3-01-08� 6-08-08 T not to exceed 19% at time of manufacture. T 7 02 12 1-09-13 T ( Design conforms to main windforce-resisting 12 M-3x4+M-3x9+'I 19 02 system and components and cladding criteria. M-9X6 6 + • M-4x6 T Wind: 140 mph, h=25.4ft, TCDL=4.2,RCDL=6.0, ASCE 7-10, 50 s M-3x4 / r • 12 b (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 5x6(5)7. Q7.50 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0.25" *:f M 3x4 M-1.5x3 3 ,11/1r + M-3x6 0 o p -;'rn CD O 0 i •� ,e** -1" . �� lq 15M-3x6 M-3x9 2 " 0.25 -M-4x4 M-1.5x3 o M-5x8(S) M-5x8(S) y y y y 8-08-12 y .1 b 9-03-11 10-02 02 6-10-04 y 6-11-04 1-00 42-00 y JOB NAME : 5019-B POLYGON - F8 ,� PROF S Scale: 0.1399 tt� ,_,�` IN u^0 WARNINGS: GENERAL NOTES,unless otherwise noted. ,,F .4 ,11/ /1- Truss: F 8 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`.PE r 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. DES. BY: MJ 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 r DATE: 11/26/2014 the overall structure is the responsibility of the buildingdesigner. 2x Impact sheathing suchr l as bracing cured where s and/or drywall(BC). g 4. bridging is hterel prapng ity of the where shown++ yy� SEQ. : 6125988 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the tonsib lite 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, V QREGON. ., TRANS I D: 413 213 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if / 14 �""F fabrication,handling,shipment and installation of components. necessary. 6.This design Is furnished subject to the limitations set forth T.Design assumes adequate drainage is provided.uss,aRML 7. }f05 1111111 VIII VIII VIII VIII VIII VIII IIII IIII TPIiWTCA in SCSI,copies of which will be furnished upon request. 8.Ines clates oincideewith Joest on center ives of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 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 This deFIC LUsignMBER prepared from computer input by IIIIIIIIIIIIII -BC TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1343) 2636 3-13=( -123) 200 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3051) 1683 13-14=(-1671) 3469 13- 4=( -509) 1102 BC: 2x4 KDDFE STANDR 3- 4=(-2851) 1634 14-15=(-1054) 2498 13- 5=(-1337) 707 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-2360) 1441 15-16=) -852) 2151 14- 5=(-1462) 1192 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 16-11=(-1078) 2439 14- 7=(-1254) 1974 5- 7=(-3995) 2430 7-15=(-1312) 1020 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 7- 7=(-3945) 2430 15- 5=(-1312) 1918 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 8- 9=(-2159) 1310 15- 9=( -741) 505 9-10=(-2780) 1433 9-16=( -134) 535 LL = 25 PSF Ground Snow (Pg) 19-10=(-2790) 1441 19-16=) -278) 337 NOTE: T9 BRACING AT SOC TOS. FOR 10-11=( 0) 60 ALL FLAT TOP CHORD AREANOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONSREACT'- IONS-487/ OONSRE57V -31REACTIO1NS SIZE" SQ.IN. D(SPECIES) IES) M-1.5x4 or equal at non-structural vertical members (uon). 46'- 3.0" -402/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "mc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0 06-13 MAX TL CREEP DEFL = -0.003" 4 -1'- 0.0" Allowed = 0.133" 1 ( 20-00 MAX LL DEFL = 0.368" @ 15'- 8.4" Allowed = 2.267" 26-03 T MAX TL CREEP DEFL = -0.544" @ 15'- 8.4" Allowed = 3.022" T 10-03-05 6-08-02 13-03-14 MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" 6-04 13 9-06 19 f MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 5-01-03 �4-08 5-07-11 4T 5-00 5-03-05 1' 6-06-04 1'66-06-04 6-11 -07 MAX BORIZ. LL DEFL = -0.100" @ 45'- 9.5" ? ,� 1' T MAX HORIZ. TL DEFL = 0.147" @ 45'- 9.5" 112 NOTE: Design assumes moisture content does T not to exceed 19% at time of manufacture. 12 7 50 12 M 4x6 12 Q 7.50 Design conforms to main windforce-resisting 7.50 V 6 4.0n system and components and cladding criteria. M-4x6 �� M-5x6(5) Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3• (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 i 0.25„ load duration factor=l.6, Truss designed for wind loads M18H5-5X1• in the plane of the truss only. M-4x6 9 s +' M-1.5x3 M 3x5(8) + o M-1.5x3 3 + 0 o1 • ! c 14 5 0 M-3x8 �3.25" M-5x6 0.2_1 M-3x4 M-3x8 o M-5x8(S) M-5x8(S) y J, ), ), ), y 9-07-07 6 00 15 10-06-10 9-06-05 10-05-11 y b 1 y 46-03 1-00 �p �� F � 1 00 JOB NAME : 5019-B POLYGON - F9 Scale: 0.1211 �' ' 11P� / - (�rrr�� E - r 17 WARNINGS: GENERAL NOTES,unless otherwise noted: .30`P 1.Builder and erection contractor should be advised of all General Notes 1.banding design based Applicabthe ility efparaimeters er shown parameters andd is proper an individual y Truss' F9 and Warnings before bracing commences. Incorporation of component is the responslbitty of the building designer. / 2.2x4 compression web must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at ,�• 3.Additional temporary bracing to Insure stability during construction y sc.and at ig'o.c.respectively unless braced throughot their length by _,.+r ` .' ,` DES. BY: MJ s the responsib lily of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,..,,n,,,,...." R aN ��fJ� DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bodging or lateral bracing required where shown++ 7, At� N 4.No load should be applied to any component until after all bracing and 4.5.Designation of assumes hu trusses areresponsibility is the o beusedioof ta non-corrosive environment, V SEQ. : 6125989 fasteners are complete end at no time should any loads greater than and gra for"dry condition"of use. y design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 111 *'n `` TRANS I D: 413 213 6.CompuTrus has no control over and assumes no responsibility for the 7. necessary.s gn sumes adequate drainage Is provided. +l b fabrication,handling,shipment and Installation of components. 6.This design Is furnished subject to the limitations set forth by 8.Plats snes hall be located Joint on centerboth of truss,and placed so their center I 111111 11111 11111 11111 11111 VIII 11111 11111111 iTekCA USA,BCSI,c./ copies whichrwill bar furnished L)-E request. 9. late in inches. 0.Fores. DigitsIndicate coincide with conf nector to design values see ESR-1311,ESR-1986(MITek) EXPIRES:12/31/2015 MiTek I copies of Software furnished upon IIIIIII IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/3-13=)=1.00 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1- 2=( 0) 60 2-13=(-1290) 2616 3-13=( -130) 210 WEBS: 2x4 KDDF STAND2- 3=(-3051) 1568 13-14=(-1506) 3437 13- 9=( -461) 1093 LOADING 3- 4=(-2851) 1515 19-15=( -964) 2480 13- 6=(-1350) 630 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( 0) 0 15-16=( -802) 2141 14- 6=(-1462) 1058 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 4- 6=(-2351) 1339 16-11=(-1030) 2439 14- 7=(-1101) 1943 TOTAL LOAD = 42.0 PSF 6- 7=(-3907) 2236 7-15=(-1297) 945 7- 8=(-2117) 1322 15- 8=(-1097) 1905 NOTE: 2x9 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 8- 9=(-2197) 1243 15- 9=( -741) 507 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=(-2780) 1364 9-16=( -136) 535 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=(-3041) 1373 16-10=( -278) 339 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11-12=( 0) 60 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (urn). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -442/ 2057V -316/ 3160 5.50" 3.29 KDDF ( 625) 46'- 3.0" -380/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.347" @ 15'- 8.4" Allowed = 2.267" 13-11-11 1-08-11 10-06-10 20-00 MAX TL CREEP DEFL = -0.540" @ 15'- 8.4" Allowed = 3.022" 5-01-03 4-08 3-10-04 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" } MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 1109- 7 T T T T 10-00 MAX HORIZ. LL DEFL = -0.096" @ 45'- 9.5" T '( MAX HORIZ. TL DEFL = 0.146" @ 45'- 9.5" 7 7.50 12 12 M-4x6 12 NOTE: Design assumes moisture content does .50 4 0„ Q 7,50 not to exceed 19% at time of manufacture. 6 Design conforms to main windforce-resisting \� M-5x6(S) system and components and cladding criteria. M-4X6 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 0.25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M 4x6 M 5x10 Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1,5x3 + o 3 w[ 0 M-3x8 63.25" M-5x6 0.251'' M-3x4 M-3x8`!,z M-5x8(S) M-5x8(5) 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 y 1 1-00 46-03 y b 1-00 es JOB NAME : 5019-B POLYGON - F10 PRpr Scale: 0.1211 t !_1 �� WARNINGS: GENERAL NOTES,unless otherwise noted: �C( J v4/25/, Cf ``�'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 0+t-t. Truss: F10 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: MJ 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: 11/26/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required in ere and/or drywail(BC). rr' 3.2x Impact bridging or lateral bracing 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. i OREGOL/, fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, °'W S E Q. : 6125990 TRANS I D: 413 213 design loads be applied to any component. and are for"dry condition"of use. ly 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 7-43-\ ty fabrication,handling,shipment and installationofcomponents. necessary. 6.This design is furnished subject to the limitations set forth B.Design assumes adequate drainage Is provided. IIIIIII III VIII VIII VIII VIII VIII III!III! TPI/WICA in SCSI,copies of which will be furnished upon request. B.Platesnoscoincide with Joint on center °truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late In inches. 10.For basi9,Digits cconnectorpcate size oflate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 This design prepared from computer input by 1111141This LUMBER-BC TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1085) 2574 3-12=( -147) 297 TC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2- 3=(-3051) 1317 12-13=(-1253) 3387 12- 4=( -450) 1093 BC: 2x4 KDDF TANDR 3- 4=(-2851) 1250 13-14=( -829) 2453 12- 5=(-1355) 596 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-2351) 1130 14-15=( -725) 2126 13- 5=(-1462) 850 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3887) 1938 15-10=( -956) 2439 13- 6=( -862) 1896 TC LATERAL SUPPORT <= 12"0C. UON. 6- 7=(-2119) 1230 6-14=(-1274) 830 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSE 7- 8=(-2138) 1151 14- 7=( -999) 1886 8- 9=(-2780) 1268 14- 8=( -740) 509 9-10=(-3091) 1278 6-15=( -140) 534 NOTE: 2x4 OPACIOR AT SOC TOS. FOR LL = 25 PSF Ground Snow (Pg) 19-11=( 0) 60 15- 5=( -277) 343 ALL FLAT TOP CHORD AREA NOT SHEATHED 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" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -343/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -346/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.j 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 = 0.313" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.533" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" 11-11-11 3-OB-11 10-06-10 20-00 MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" ff f MAX HORIZ. LL DEFL = 0.088" @ 45'- 9.5" 5-01-03 4-08 5-07-11 5-06-13 5 03 05 6 06 09 6-06-04 6 11-07 MAX HORIZ. TL DEFL = 0.145" @ 45'- 9.5" T 10-00 4 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 12 12 M-4x6 12 Q 7.50 Design conforms to main windforce-resisting 7.50 17 7.50 4 on system and components and cladding criteria. 7 ,e,' M-5x6(S) Wind: 190 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, \ 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x66 load duration factor=1.6, 0.25" Truss designed for wind loads e in the plane of the truss only. M-4x6 M-5x10 5 +f M-1.5x3 ; 5x ' ' 3 3 + 0 o 15 _ MI N o t 1 .25" M-5x6 0.25' M-3x4 M-3x8 lip o /M-3x8 M-5x8(S) M-5x8(S) y 1 /, k ), )' 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 y b b b 1-00 0 PR(1FF� 1-00 46-03 JOB NAME : 5019-B POLYGON - F11 sale: 0.1218ca (j�� yrC °� WARNINGS: GENERAL NOTES,unless otherwise noted: " .7 ®ID[- 1.Builder and erection contractor should be advised of all General Notes 1'Thb building component.Apn Is based plicability ofon the parameters shown design parametersend andis prorpean individual r Truss F 11 2n compressionoress beforeweconstruction must bemmsnces. Incorporation of component Is the responsibility of the building designer. 4.,4101V 2.204 web bredng 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.an at 10'o.c.respectively unless braced throughout their length by # n9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �4/OREGON �t'� DES. BY: MJ is the responsibility the erector.Additional permanent bract of ^V DATE: 11/26/2014 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 54..DesignBe ion of truss is the assumes trusses are responsibility o be used o s respectiveivcontractor. a ry ctor.environment, -/. /��+ .)4 +N t�'.- SEQ. : 6125991 fasteners are complete and at no time should any bads greater than and re for"dry condition"of use. (?�T design Tecta rus as applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if / �n�i t TRANS I D: 413 213 5.f brication,handling, hipmentno control rand instatand e assumes components.o msponsiblIty 7. the 7 Design asnecessasumes adequate drainage is provided. rl 1 1 6.This design is furnished subject to the limitations set forth by 6.Plates shell be located on both feces of truss,and placed so their center vv 111111111111111111111111111111111111111 MITek SA,Inc./CompuTfus which Software 7 6.6(1 L)-Z request 9. sicrocon ectoroplate design values see ESR-1311,ESR-1988(MiTek) A{3�RE :1 21 31/201 5 IIIIIIIIIIIIII This design prepared from computer input by • PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TC: 2x4 KDDF CATION TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1085) 2574 3-12=( -147) 297 WEBS: 2x4 KDDF STAND SPACED 29.0" 0.0. 2- 3=(-3051) 1317 12-13=(-1253) 3387 12- 4=( -450) 1093 LOADING 3- 4=(-2851) 1250 13-14=( -829) 2453 12- 5=(-1355) 596 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-2351) 1130 14-15=( -725) 2126 13- 5=(-1462) 850 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-3887) 1938 15-10=( -956) 2439 13- 6=( -862) 1896 TOTAL LOAD = 42.0 PSF 6- 7=(-2139) 1230 4-17=(-1999) 836 7- 8=(-2138) 1151 14- 7=( -999) 1886 NOTE: 2x9 BRACING AT 24"OC UON. FOR 8- 9=(-2780) 1268 14- 8=( -740) 509 ALL FLAT TOP CHORD TRNOT N. ORED LL = 25 PSF Ground Snow (Pg) 9-10=(-3041) 1278 10-11=( 0) 60 8-15=( -140) 534 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 15- 9=( -277) 343 OVERHANGS: 12.0" 12.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -343/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -346/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq,1 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 = 0.313" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.533" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" 9-11-11 5-08-11 10-06-10MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 20-00 S-Ol 03 4-10-08 Tff 5-05-03 5-06-13 5-03 05 6-06-04 6-06-09 6-11-07 f MAX HORIZ. LL DEFL = 0.088" @ 45'- 9.5" T 12 T f f f T f f ,� MAX HORIZ. TL DEFL = 0.145" @ 45'- 9.5" 50 2 12 M-4x6 12 NOTE: Design assumes moisture content does 7.50 Q 7 50 not to exceed 19% at time of manufacture. 7. 9.0" 7 ,x Design conforms to main windforce-resisting system and components and cladding criteria. JN M-5x6(S) Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-9x66 • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" 6 load duration factor=1.6, Truss designed for wind loads M-4x6 14-5: 5x10 in the plane of the truss only. M-1.5x3 9M-1,5x3 3 o 1/=_ Al* w o CD M-3x8 12 13 M 5x6 0.2 ' M 3x4 A.)IIIIIIIIIA141111111116_P''' `4� M-3x8 M-5x8(5) M-5x8(S) l l l l l l l l 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 1-00 46-03 l l 1-00 JOB NAME : 5019-B POLYGON - F12 'st O PRO Scale: 0.121844 II _� I N cr� WARNINGS: GENERAL NOTES,unless otherwise noted: C C7 'Ii/Z5/ �2 TrussF 12 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 92*.P E • and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. „r DES. BY MJ 3.Additional temporary bracing to Insure stadRty during construction 2.Design assumes the top end bottom chords to be laterally braced at Y is the responsibility of the erector.Additional permanent bradng of 2'o.c.and at 70'o.c.respectively unless braced throughout their length by DATE: 11/2 6/201 4 the overall structure Is the responsibility of the building designer. 3 continpact uous sheathing such as plywood required sheathing(TC)and/or drywall(BC). 4', . n. 4.No load should be applied to anycomponent until after at bracing and 4.Installationboftruss is thor te responsibility eral f the respective contractor. •"'� SEQ. : 6125992 Pe PA_ , r,, ,W.3 fasteners are completepand at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �T'77 TRANS I D: 413 213 design loads be applied to any component. and are for"dry condition"of use. 5.Com puTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if f� �. �'}- fabrication,handling,shipment and installation of components. necessary. A 6.This design is furnished subject to the Nmitatlons set forth B.PlatesPshall be assumes adequate on drainage hc Is provided. `4y'� y i i IIIIII VIII VIII I III VIII IIIII VIII 1111101 TPI/WTCA In BCSI,copies of which will be furnished upon request. B. nes coincide with joint ceboth t tr lines.s of Wss,and placed so their center 4.t' MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E oiccate size rf plate inches. t .Digits basic plate design values see ESR-1311,ESR-1988 (MiTek) EXPIRES:12/31/2015 TPACIhis dFICeUMBER Lsign prepared from computer input by IIIIIIIIIIIIII -BC IBC 2012 MAX FORCES 9WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 46-03-00 GIRDER SUPPORTING 9-00-00 FROM 0-00-00 TO 4-00-00 1- 2=( -9832) 20 IB 0123=(-157 MEMBER) 7958 ES13=( /DD 554 18- 9=(-9172) 1002 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=( -9916) 2028 13-14=1-1554) 8198 13- 3=( -748) 3296 9-19=1 -916) 4362 2x6 KDDF S1;BTR T2 LOADING 3- 4=1 -7946) 1602 14-15=1-1404) 8276 3-14=1-2420) 620 19-10=1-4982) 1200 BC: 2x6 KDDF SS; LL = 25 PSF Ground Snow (Pg) 4- 5=1 -6814) 1398 15-16=(-1400) 8280 14- 4=( -668) 3594 10-20=1-1438) 6234 2x10 KDDF TS D; TC UNIF LL( 50.0)+ ( 14.0)= 64.0 PLF 0'- 0.0" TO 46'- 3.0" V5- 6=( -6476) 1268 16-17=1 -802) 5356 14- 5=(-1908) 622 WEBS: 2x4 KDDF STAND; BC UNIF LL( 87.5)+DL( 19.5)= 167.0 PLF 0'- 0.0" TO 4'- 0.0" V6- 7=( -4720) 1034 17-18=1 -860) 5456 5-15=1 0) 194 2x4 KDDF STUD A; UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 4'- 0.0" TO 46'- 3.0" V7- 8=1 -4730) 1024 18-19=1-1694) 8946 5-16=(-3868) 796 2x6 KDDF #2 B BC 8- 9=1 -6594) 1318 19-20=1-2612) 12804 16- 6=1 -468) 2880 ADDL: BC CONC LL+DL= 3443.0 LBS @ 6'- 0.0" 9-10=1-10800) 2204 20-11=1-2706) 13218 6-17=(-2690) 616 TC LATERAL SUPPORT <= 12"OC. UON. 10-11=1-15822) 3328 17- 7=( -964) 4658 BC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 7713.0 LBS @ 42'- 3.0" 11-12=1 0) 60 17- 8=(-2534) 640 8-16=1 -474) 2638 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE NOTE: 2x4 BRACING AT 24"0C UON. FOR LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ALL FLAT TOP CHORD AREAS NOT SHEATHED THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. 0'- 0.0" -1282/ 6315V -310/ 303H 5.50" 10.10 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN 46'- 3.0" -2107/ 9856V 0/ OH 5.50" 15.77 KDDF ( 625) OVERHANGS: 0.0" 12.0" nails staggered at: JT 1: Heel to plate corner = 2.00" 9" oc in 1 row(s) throughout 2x9 top chords, 'COND. 2: Design checked for net1-5 psf) uplift at 24 "oc spacing. JT 11: Heel to plate corner = 4.50" �' 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 3 row(s) throughout 2x10 bottom chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.201" @ 20'- 9.8" Allowed = 2.267" MAX TL CREEP DEFL = -0.663" @ 20'- 4.8" Allowed = 3.022" row(s)LATERALLY BRACE TO ROOF DIAPHRAGM "" 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.001" @ 47'- 3.0" Allowed = 0.100" + 2X4 WEB BRACE REQUIRED. 9" oc in 2 throughout 2x6 webs. MAX TL CREEP DEFL = -0.001" @ 47'- 3.0" Allowed = 0.133" @ HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.052" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.126" @ 45'- 9.5" 8-11-11 5-08-11 11-06-10 20-00 NOTE: Design assumes moisture content does 9-02-12f not to exceed assumes at time of manufacture. 09 0 2-09-15 6-00 03 5-08-07 5-06-11 6-04- 6-OS 15 f -11-0 Design conforms to main windforce-resisting 2-09-0i 12 M-4x6 system and components and cladding criteria. 7.50 4.0" Wind: 140 mph, h=25.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 7 .h! (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(5) 12 load duration factor=l.6, 7.50 12 3•� Truss designed for wind loads 7.50 M-3x5 0.25" in the plane of the truss only. .9 M-6x10 M-4x8 +r A M-3x8 40,4440 q_gxg M 1.5x3 + M18HS-3x18 e0`` i •A 41 } - err. �6 ,f �� 54 20 2 4 of of 1�� ' M- x8 14 8525" M-136x6 0.2514' M-lix8 0.25 I M18HS-3x18 M-3x10 M-3x8 M-7x8(S) M-7x8(S) M-12x14 1, y3493, @ y 3, y y y $7713# @ y * 5-10-04 2-07-10 6-04-04 5-06-11 5-10-03 6-07-11 6-05-15 2-10-07 4-00 b b 46=03 1=00 U PR Opt JOB NAME : 5019-B POLYGON - F13 GIRD Scale: 0.1116 ``n/Z5 414 q GENERAL NOTES,unless otherwise noted: .92• P E r"' WARNINGS: This 1.Builder and erection contractor should be advised of all General Notes t'building design Is based Applicability ty of designtparameters and end proper individual Truss: F13 GIRD and Warnings beforeweconstruction commences. incorporation of component Is the responsiblity of the building designer. 2.2z4 compression web bradng must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced et ,' 3.Additional temporary bracing to insure stadAty during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their ten th by r 41911111."- continuous sheathing such as plywood sheathing(TC)C end/oro all C). OREGaN ,, �1T' DES. BY: MJ Is the respo tof the erector.Additional pe[mding bracing of her ) ryw d DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where showcontractor.n++ P./6 Ar,7�' 't. �� 4.No toed should be applied to any component until after greater bracing end 4.5.Design ion of assumess is the trussesare responsibilityo be seInof ta non-corrosive environment, -�7 S E Q. 6125993 fasteners are complete and at no time should anyloads rester than and are for"dry condition"of use. design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If �q �»��` TRANS I D: 413 213 5.fabrication,handling,shipmentrand installation and assumes of components.o responsibility 7. the T Design necessary. assumes adequate drainage is provided. !-t w 6.This design is furnished subject to the imitations set forth by 6.Plates shall be located on both faces of truss,end placed so their center 11111 Mil VIII 111 11111 1111 IIII IIII TPI 6 USA, in nc./ copiesmpr s Software will bear furnished 7.6.6(1L)-Eupon request. 9 lines cate side ze jointoplate center inches. EXPIRES:12/31/2015 MiTek USA,IBCSI, rops offw Software 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTeW IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF CATION TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 #1&BTR BC: 2x4 KDDF #10TR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 1-2=(0) 60 2-9=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(0) 85 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 276V -15/ 59H 5.50" 0.44 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.9" -159/ 1B5V 0/ OH 1.50" 0.30 KDDF ( 625) 9'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 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 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.007" @ 1'- 1.5" Allowed = 0.165" MAX BC PANEL LL DEFL = 0.013" @ 3'- 11.6" Allowed = 0.404" MAX BC PANEL TL DEFL = -0.129" 9 5'- 3.2" Allowed = 0.539" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 T '( NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 12 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.Bft, 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 -, in the plane of the truss only. If FAm 0 l r o,_ 0 c ti I 0 1 M 3x9 ><4 1 y 1-00 IPROVIDE FULL BEARING;Jts:2,3,4I 9-00 )' JOB NAME : 5019-B POLYGON - FJ1 ,c) PROF�, Scale: 0.5504 �,�j• `t,�GIN Wo WARNINGS: GENERAL NOTES,unless otherwise noted: �`t./ C'' /f/25/ 'L Truss: FJ 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual T92*,PE is92 • 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 responsibtty of the building designer. ar' DES. BY MJ 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 ," / * CC DATE: 11/26/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywoodsheathing(TC)airederesir and/or drywel C). "JRIn,s 9 3.In2Impact bridging iors hterel bracing required the where the co a+ S E Q. : 6125994 4.No load should be to any component until after all bracing and 4.Designlof truss is the are responsibility of the respective contractor. �L! y �. �� `' fasteners are complete and at no time should any loads greater than 5. assumes trusses are tc be used In a non-corrosive environment, -7 W TRANS I D• 413 213 design loads be applied to any component. and are for"dry condition"of use. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �} 14 2. �4. fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the imitations set forth 7.Plates shall be assumes adequate both face is rovis, tiJ ty�++ 4 IIIIII VIII VIII VIII IIIII IIIA VIII IIII IIII TPIM?CA in BCSI,copies of which will be furnished upon request. 8 linesecoincide with joint center Ones9. s of truss,and placed so their center ++ll MO- MiTBk USA,InC./CO npuTrus Software 7.6.6(1 L)-E late in Inches. 10.For basic ts connectorplcate size of ate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 This dFIC LUMesign BprERepBared from computer input by IIIIIIIIIIIIII - C 1-2=( 0) 60 2-4=(0) 0 LUMBER 4PECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 1-2=(-30) 76 TC: 2x4 KDDF #1&13T11 LOAD 24.0" O.C. BC: 2x4 KDDF #1&BTR LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIE S) TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 361V -29/ 97H 5.50" 0.58 KDDF ( 625) OVERHANGS: 12.0" 0.0" 3'- 10.9" -184/ 175V 0/ OH 1.50" 0.28 KDDF ( 625) LL = 25 PSP Ground Snow (Pg) 9'- 0.0" 0/ 77V 0/ OH 5.50" 0.12 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 ACTC MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR DSPLIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.228" MAX TC PANEL LL DEFL = -0.013" @ 2'- 3.8" Allowed = 0.268" MAX TC PANEL TL DEFL = -0.035" @ 2'- 0.7" Allowed = 0.402" MAX BC PANEL TL DEFL = -0.179" @ 4'- 11.3" Allowed = 0.539" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 3-11-11 MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" T 12 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 7.50 Design conforms to main windforce-resisting 3 '„( system and components and cladding criteria. Wind: 140 mph, h=20.4ft, 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 CD in the plane of the truss only. 0 N ',C /- M-3x4 b ; ), 9-00 1-00 PROVIDE FULL BEARING;Jts:2,3,41 00 PR OPE, JOB NAME : 5019-B POLYGON - FJ2 Scale: 0.5379 �%1/P5C ` GENERAL NOTES,unless otherwise noted: ! �P G.. f WARNINGS: This 1.and nin erectionecontractor uct should bem advised of all General Notes 1. building component.Applicability of designtparameters and propeeo individual r Truss: FJ2 2o4 Warnings before bracing n bmmsnces. incorporation of component Is the responsibility of the building designer. 2.2x4 compression web must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at ,�+• ' 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their lenglh by / sheathing(TC)and/ordrywat(BC). OREGON �<t/� DES. BY: MJ is the responsibility of the erector.Additional permanent brat ng of continuous sheathing such as plywood DATE: 11/2 6/2014 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 54..Design assumes trusses are responsibility eulsed Ina non-ccor`tirosive environment, j'/Q '`.,, ,)4 �,CS� �-4- S E Q• : 612 5 9 9 5 fasteners are complete and at no time should any loads greater than and gra for"drycondition" full b bearing of use. A` S design loads be applied to any component. 6.and assumes full bearing at all supports shown.Shim or wedge if 'p7r+•� y i TRANS I D: 413 213 5.CompuTrus loads has no control over and assumes no responsibility for the necessary. CC 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 �i 1r�n p I Ili VIII VIII VIII VIII VIII VIII IIII IIII iTek UCA in nc./ copies r s Softwareh wit7.6.6(1 uponL)-E request. 9.lines hes. Fores. Digits coincide connectorsize f plate In terincvalu EAQ)( ES:1�rr� I201 1 MITek USA,IBCSI,c pies of s rnishe1 L)-E 1g.Far basic plate design value see ESR-1311,ESR-1986(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2-5=(OF/Cq=1.00 6BTR 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 KDDF 41 SPACED 24.0" O.C. 2-3=(-168) 153 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( -75) 30 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 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) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 378V -58/ 176H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -166/ 336V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8'- 0.0" -11/ OV 0/ OH 1.50" 0.00 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinqi AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 ,r 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 = 0.061" @ 2'- 11.8" Allowed = 0.427" 12 , MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 7.50 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 3 MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" NOTE: Design assumes moisture content does �� not to exceed 19% at time of manufacture. I Design conforms to main windforce-resisting system and components and cladding criteria. 0 I Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, in Truss designed for wind loads in the plane of the truss only. 7,-- ,fc Rii�� 5 1111.- -,' M-3x4 b y y 1, 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,5,3,412-00 JOB NAME : 5019-B POLYGON - FJ3 p, PRo FtS Scale: 0.5011 �c„, 11/Z5 Cj1IryryN ft,��,,p (.9 WARNINGS: GENERAL NOTES,unless otherwise noted: L{/� !!/(w� /-I "� TrussFJ 3 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual $' :928 928 i PE IP • 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 responsibthty of the building designer. DES. BY: MJ 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 as plywoody unless braced throughout their length by a� DATE: 11/26/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as required In ere and/or drywell(BC). .++ °1110. _` 9 3.2x Impact bridging or lateral bracing where shown++ Q SEQ. : 612 5 9 9 6 4.No load should be applied to any component until all bracing and 4.DesignInstallation of truss Is the responsibility of the respective contractor. QY (��\ �f,. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, '7 "W TRANS I D: 413 213 design loads be applied to any component. and are for"dry condition"of use. 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 . �"'�•° fabrication,handling,shipment and installation of components. necessary. �f I 6.This design Is furnished subject to the limitations set forth 7.Design assumes adequate drainage is Provided. M `f t VIII1 VIII VIII VIII VIII VIII VIII IIII IIII TPINVTCA in SCSI,copies of which will be furnished upon quest, 8 Ines coincide with Jolates shall be est on entetr Ines. 9. of truss,and placed so their center `'i FOOL 4 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.FForrits baindicate ciconnecto atete In desi nn values see ESR-1311,ESR-1988 plate9 (MiTek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC WR/DD FORCES=( 9F/Cq=1.00 TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER1EB( 0) 60 WR/DD) 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=(-220) 268 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=( 226) 40 BC: 2x9 KDDF #1&BTR LOADING LL( 2501+DL( TC LATERAL SUPPORT <= 12"00. UON. . 7.0) ON TOP CHORD = 32.0 PSE BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -22/ 374V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -50/ 92V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9 �COND. 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 ei AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" r, MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 12 MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" 7.50 MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting system and components and cladding criteria. 0 i Wind: 140 mph, h=22.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 5 11.- -1�f- 1.----.0 0 1 M-3x4 1 b ), l 1-00 6-00 9-00 IPROVIDE FULL BEARING;Jts:2,5,3,4I ck JOB NAME : 5019-B POLYGON - FJ4 Scale: 0.9599Lt.C�' �11� 51'I' q GENERAL NOTES,unless otherwise noted: .�2®SPE WARNINGS: This 1.Builder end erection contractor should be advised of all General Notes 1.building'component.Applicability of designtperemetersand and proper individual Truss FJ4 and Warnings before construction commences. incorporation of component is the responsibility of the building designer. it 2.204 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at r ' a "'"" 3.Additional temporary bracing to insure stability during construction 2'o.c.end at 10'o.c.respectively unless braced throughout their length by M DES. BY: MJcontinuous sheathingsuch as plywood sheathing(TC)and/or d tl C). OREGON �^V� Is the responsibility of the erector.Additional permanent bracing of DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing reof quired where hown+ X1�A� r 4 � � • 4.No load should be applied to any component until after all bracing and 4.5.Desaila ion of truss Is the n assumes trusses are to beueed iota non-corrosive respective ocontractor. environment, s•= -;7 S E Q. : 612 5 9 9 7 fasteners are complete and at no time should any bads greater than Ded gne for"dry trusses a e ode. A } design loads be applied to any component. b. 6.Design assumes full bearing at all supports shown.Shim or wedge If �R `�` TRANS 1 D: 413 213 5.CompuTrus has no control over and assumes no responsibility lits for the necessary. S b fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the[irritations set forth by 8.Pled coincidellbe located Joint bothr Oaces of truss,and placed so their center 11113 VIII VIII VIII VIII VIII VIII IIII IIII (Tek USA,CA in nc./ copies of which will be furnished upon request. 9. ate in inches. 0.For basin dnnectorplf ate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 MITI/ (SCSI, mpuTfw Software furnished upon • 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF #1&BTR TRUSS SPAN 10'- 0.0" LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x9 KDDF #1&BTR 1-2=( 0) 60 2-5=(0) 0 SPACED 29.0" O.C. 2-3=(-222) 208 TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. LOADING 3-9=( -90) 90 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 4.0" 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" -22/ 374V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -193/ 368V 0/ OH 1.50" 0.97 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -69/ 95V 0/ OH 1.50" 0.12 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. 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0,100" 1) MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.033" 12 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.049" 7.50 MAX TC PANEL LL DEFL = 0.038" @ 3'- 9.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" 3 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. � Design conforms to main windforce-resisting o system and components and cladding criteria. t Wind: 140 mph, h=22.4ft, 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. Lo o, o f MAMMMEMMEMMIIMMIIMMIMMIIMM 0 1 --- 5 0E2N -/ M-3x4 b y 1-00 6-00 b y 4-09 PROVIDE FULL BEARING;Jts:2,5,3,91 JOB NAME : 5019-B POLYGON - FJ5 � �,�o wRQs Scale: 0.4546 r-� tN ti�a WARNINGS: GENERAL NOTES,unless otherwise noted: ��CI' ,i'rz5/ /- T ru s sFJ5 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 .G9'G?0 40PE qr' : and Warnings before construction ommences, 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. DES. BY: MJ 3.Additional temporary bracing to insure stabdly during construction 2.Design assumes the tap 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.such a respectively unless braced throughout their length by / DATE: 11/26/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required where s and/or drywaH(BC). 8 3.2x Im act bridging or lateral bracing shown++ �, SEQ. : 6125998 4.No load should be 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, �L .OREGON �y TRANS I D: 413 213 design loads be applied to any component. and are for"dry condition"of use. �f 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 y /4 �, � ti. fabrication,handling,shipment and Installation of components. necessary. 6.This design is furnished subject to the Imitations set forth T.Design sahsasi adequate drainage isof rovided. +l t 5 IIIIII VIII VIII VIII IIIA VIII VIII IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request 8 Ines cdndde with joint center Iifness truss,end placed so their center rl 1 b MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E ate in inches. 0.For basift Digits c connecticate size orf a design values see ESR-1311,ESR-1868(MITek) EXPIRES:12/31/2015 This CIdeFIC LUMBERsign prepBared from computer input by IIIIIIIIIIIIII - C TRUSS SPAN 19'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 1-2=( 0) 60 2-8=(0) 0 LUMBER 4PECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=(-460) 453 TC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-469) 453 BC: 2x4 KDDF #1aBTR 4-5=(-231) 89 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( LOADING 4-5=(-231) 200 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5-6=( 149) 22 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) OCATIOG MAX VERT MAX HORZ SIG REQUIRED SPG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -145/ 4230 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -208/ 348V 0/ OH 1.50" 0.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.2" -138/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -159/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -123/ 209V 0/ OH 1.50" 0.27 KDDF ( 625) 8-01-03 11-02-01 19'- 3.2" -4/ 3V 0/ OH 1.50" 0.01 KDDF ( 625) 6 rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 5 MAX HORIZ. LL DEFL = -0.009" @ 17'- 11.2" MAX HORIZ. TL DEFL = -0.009" @ 17'- 11.2" • NOTE: Design assumes moisture content does 12 not to exceed 19% at time of manufacture. 17 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. 4 t oWind: 140 mph, h=25.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, CA 14-3x5(s) I (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. 3 u, o , til 8._. 0 o M-3x4 J, J, y 6-00 y 13-03-04 1-00 PROVIDE FULL BEARING;Jts:2,8,3,4,5,6,71 � to P R Ore JOB NAME : 5019-B POLYGON - FJ10 Scale: 0.2632Cl' `ti` ((j]]/P5 p ` WARNINGS: GENERAL NOTES,unless otherwise noted: JG®�r E 1.Builder and erection contractor should be advised of all General Notes 1.This building design cois based Applicaonly bility of n the designters pereshown mefereand I f orr aan individual er Truss: FJ 10 and Warnings before c on commences, Incorporation of component Is the responsidRty of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top end bottom chords to be laterally braced at ,�+A' Addlie 3.Additional temporary bracing to insure stedlty during construction 2 o.c.and at 10'o.c.respectively unless braced throughouttheirtenr�gth by ,Y' `„4 t' DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryweg(BC). OREGON DATE: 11/26/2 014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing reqof uired where shown+.1- 4. � .7_,,,,Y 4 ,2,!..)- design �� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the 5.Design assumes trusses to beusedinta non-corrosive environment, S E Q. : 6125999 fasteners are complete and at no lime should any loads greater than and are for"dry trusses are of use. p` design loads be applied to any component 6.and aorumys NII bearing use ail supporta shown.Shim or wedge if �)••• � TRANS I D: 413 213 5.Comp has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage istruss,provided.6.This design is furnished subject to the Imitations set forth by 8'Plates coincide be with joint d on booth faces of truss,and placed so their center II VIII 11111 VIII 11111 11111 11111 1111 IIII Tpe/cUCA in BCSnc.f copies sus Softwareh frillfurnished L)-E request. 9.O. es. For lineslate In inches. cs basic sizef design values see ESR-131 1,ESR-1088(MiTek) EXPIRES:12/31/2015 MiPI/ USA,Ino/Co of s furnished upon 111111IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 10.7" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE Design conforms to main d windforce-resistingladding DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 42.0 PSE Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for 5-05-06 5-05-06 (complete specifications. T 12 T 7.50 V. I I M-4x4 12 3 ' 7.50 . o i Ih 9 Of- 2 � 0 5 on M-3x4 M-3x9 y 1-00 y 10-10-12 y 1-00 y JOB NAME : 5019—B POLYGON — G1 .<p, t PaoPZ Scale: 0.5272 ' AAGIN �/0 CI'WARNINGS: GENERAL NOTES,unless otherwise noted: !9///25//770CC 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 O P L. Truss: G1 and Warnings before construction commences. building component.Applicability of design parameters and proper /p 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ✓:rr X/► DES. BY• MJ 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 4.1" DATE: 11/26/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall C. ' P ty 9 3.2x Impact bridging or lateral bracing required where shown++ ) ..17i, ( S E Q. : 6126002 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 40 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/ �, \b s, TRANS I D: 413 213 design loads be applied to any component. and are for"dry condition"of use. /t 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge If .y✓ '�4 _� ' fabrication,handling,shipment and installation of components. necessary. ,c„.-^t- 6. 6.This design is furnished subject to the limitations set forth8.Designlatesassumes adequate onne drainage is f truss,a 't'f/ 'h p}�� 110111 VIII IIIII I I I VIII 11111 VIII IIII IIII by 8 Plates cncil be withhJoin both ess of truss,end placed so their center TPIANfCA in BCSI,copies of which wilt be furnished upon request, lines coincide Joint center lines. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.FFf plate in Inches. orlbasicts iconnectorcate size plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 This designPACIFICLUMB preparedER-BC from computer input by IIIIII III IIII 10-10-12 GIRDER SUPPORTING 10-00-00 INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=) 0) 60 2-6=(-117) 1071 6-3=1-165) 1133 TC: 2x4 KDDF #1&BTR& 2-3=(-1383) 233 6-4=(-117) 1071 BC: 2x6 KDDF STNDR LOADING 3-4=(-1383) 233 WEBS: 2x4 KDDF STAND LL = 25 POE Ground Snow (Pg) 4-5=( 0) 60 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 10'- 10.7" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 100.0)+DL( B8.0)= 188.0 PLF 0'- 0.0" TO 10'- 10.7" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'-10'- 10.77" -292/ 1487V -76/ 76H 0/ OH 5.50" 2.38 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.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 = -0.017" @ 5'- 5.4" Allowed = 0.499" MAX LL DEFL - -0.002" @ 11'- 10.7" Allowed = 0.100" 5-05-06 MAX TL CREEP DEFL = -0.003" @ 11'- 10.7" Allowed = 0.133" 5-05-06 f MAX TC PANEL TL DEFL = 0.054" @ 2'- 11.4" Allowed = 0.542" 1212 M-4x6 MAX HORIZ. LL DEFL = 0.005" @ 10'- 5.2" 7.50 Q 7.50 MAX HORIZ. TL DEFL = 0.009" @ 10'- 5.2" 34.0" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 11111Design 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=1.6, Truss designed for wind loads in the plane of the truss only. o to 1M 3x6 M-3x4 5 0 M-3x9 ,1 y /' 5-05-06 5-05-06 y 3. y 1-00 b 10-10-12 1-00 �, 0 PR aper, JOB NAME : 5019-B POLYGON - G2 Scale: 0.4647 *G' � INE' /Q 4 1!1�f1 z5/ I. 1.WAildeS: G. hRAe NOTES,unless upon noted: i r E r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: G 2 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracingto Insure stability Eluting construction 2.Design assumes the top and bottom chords to be laterally braced at po ty fl 2'o.c.and at 10'o.c.respectively unless braced throughout their length� by /' rAll�,- �, DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 60 DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON G ((� 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 S E Q. : 612 6 0 0 3 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/ �Q 1, 4 Q� S and are for"dry condition"of use. {� design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If 4t--,,t-�t k„,,, V TRANS ID: 413 213 5.CompuTms hes no control over and assumes no responsibility for the necessary. R 1 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 6.Plates shall be located on both faces of truss,and placed so their center be furnished upon l I IIIIII IIII VIII VIII VIII IIIII IIIII IIII IIIIMITe USA,inc.I/WTCA In BCS/CompuTrwS copies ofiSoftch lware 7 6.6(1 L)-E request. 10.For l9. ines Digits sicindicateconnectorplate oaate design values see ESR-1311,ESR-1988(MITeW ze EXPIRES:12/31/2015 11111110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.j TC: 2x4 KDDF 6168TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 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 Design conforms to main d windforce-resistingladding DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.Rft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads 6.00 p REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. 3 -> 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. 0 0 0 rfr 2 ..... 1111111111111111111 0 f- I �-I o NI 0 1 ir A M-3 x 4 4 y y 1-00 6-06 JOB NAME : 5019—B POLYGON — H1 Scale: 0.7067 �.c" G)I�PN f1Fcs WARNINGS: GENERAL NOTES,unless otherwise noted: tlr // e 0 Ir 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 '- `92e 0 R G. r' Truss: H 1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 1C4 o.c,respectively unless braced throughout their length)y r DATE: 11/26/2014 the overall structure is the responsibility of the buildingdesigner. continuousxImcsheathinggr such l bracias ng equred where s ownrdrywall C. P ty 9 3.2x Impact bridging or lateral bracing required where shown++ ! t'CC SEQ. : 6126004 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�fX 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: 413 213 design loads be applied to any component. and are for"dry condition"of use. 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 ',4 14 T fabrication,handling,shipment and installation of components. nesessary. A �+ 6.This design is furnished subject to the limitations set forth 7.Designlaesassumes adequate onne otdrainage i o Drosa ``'f L 1111111111 VIII IIII VIII VIII VIII IIII IIII by B.Plates shall be located both faces of truss,and placed so their center TPIMlfCA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E9.10.For r ts basiciconnectocate sizerplf alate In inches. te design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1E 1111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1MBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-62) 83 3-5=)-201) 187 BC: 2x4 KDDF #1&BTR SPACED 24,0" O.C. 2-3=(-138) 115 3-9=( -10) 5 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"0C. 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) 0'- 0.0" -62/ 414V -44/ 116H 5.50" 0.66 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -31/ 265V 0/ OH 5.50" 0.42 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 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.132" @ 3'- 3.4" Allowed = 0.910" 6-02-09 0-03-12 MAX TC PANEL TL DEFL = -0.143" @ 3'- 3.6" Allowed = 0.614" T T fMAX HORIZ. LL DEFL = 0.001" @ 6'- 2.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 2.2" 6.00 p M-1.5x3 4 -/ NOTE: Design assumes moisture content does 3 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting -Allglg114 o 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), M 0 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M M I Y I- M-3x4 M-1.5x3 .6 ), > 6-02-04 0-03-12 .6 1 .6 1-00 6-06 JOB NAME : 5019-B POLYGON - H2Scale: 0.5253T%f�Z517` WARNINGS: GENERAL NOTES,unless otherwise noted: Q' v ®PE r' 1.Builder and erection contractor should be advised of all General Notes 1.This building iwmp based Applicabthe ility of paderameters parameters shown and andis properfor individual Truss: H2 and Warnings before construction commences. incorporation of component Is the responsibility of the building designer. -'"� 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at � " 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by `��,= DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor drywall(6C). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 40 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,q� SEQ. : 6126005 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 4- 'if 14 ��N, �},• design loads be applied to any component. and are for"dry condition"of use. S,J TRANS I D 413 2136.Design assumes full bearing at all supports shown.Shim or wedge If 1 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 limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI WTCA in nc./ copies of which will be furnished upon request. 8 lDigits Indicate sizejoint plate Incenter Ililines. ches. MiTek USA,Ino./CompuTfw Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wel() EXPIRES;12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-76) 99 3-5=(-299) 219 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-166) 138 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( -10) 5 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -65/ 473V -55/ 142H 5.50" 0.76 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -39/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALICONS. 2: Design checked for net(-5 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. psf) uplift at 24 "oc spacing. 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" 7-08-04 0-03-12 MAX TC PANEL LL DEFL = 0.347" @ 4'- 0.3" Allowed = 0.522" MAX TC PANEL TL DEFL = -0.390" @ 4'- 0.7" Allowed = 0.782" '( f 12 6.0017 M-1.5x3 MAX HORIZ. LL DEFL = 0.001" @ 7'- 8.2" 4 MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.2" 3 NOTE: Design assumes moisture content does H not to exceed 19% at time of manufacture. 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), "o load duration factor=l.6, 0 I Truss designed for wind loads o in the plane of the truss only. M i3/-f I o I 0 1 11.-- 4 Or,- 6 M-3x4 M-1.5x3 )' l ), 7-08-04 0-03-12 .1 ), 1-00 8-00 b JOB NAME : 5019-B POLYGON - H3 � � �RDFs Scale: 0.9839 \ /)�JN7jji1/�T., -/o WARNINGS: GENERAL NOTES,unless otherwise noted: ln�/f„e� l JC �: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual .72•,p L. { Truss: H 3 and Warnings before construction commences. building component.Applicability of design parameters and proper ale' 2.2x4 compression web bracing must be Installed where shown+• Incorporation of component is the responsibility of the building designer. ... �/' DES. BY: MJ 3.Additional temporary bracing to insure stabitty during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 41011011* 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: 11/26/2014 the overall structure is the responsibility of the buildingdesigner. continuousxsheathing suchr las bracing cingoe sheathing(TC)wherer0s shown drywall BC. Po h 9 3.2x Impact bodging or lateral required shown++ ( ) frt Ad SEQ. : 6126006 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 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, ` ntx TRANS I D: 413 213 design loads be applied to any component. and are for"dry condition"of use. �4 " 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, Z 1� fabrication,handling,shipment and installation of components. necessary. q_f�`�y {9,T 6.This design Is furnished subject to the Imitations set forth 7.Design assumes adequate drainage Is provided. `vft'L1t,ty y` � '' 111 IIII 0111 I III IIII VIII VIII IIII Ill TPI/WTCA in BCSI,copies of which will be furnished upon request. quest 8.tinesecoincide with joint center tines of truss,and placed so their center +i t 7 L MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basi9.Digits c connector cate size oplf atetdesi e in nn values see ESR-1311,ESR-1988 P g (MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 1111111111This LUMBER-BC TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 LUMBER SPECIFICATIONS 1-2=(-166) 138 1-4=(-76) 99 2-4=(-251) 219 2-3=( -10) 5 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 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 DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 342V -54/ 135H 5.50" 0.55 KDDF ( 625) 8'- 0.0" -39/ 330V 0/ OH 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacind•I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TC PANEL LL DEFL = 0.352" @ 4'- 0.3" Allowed = 0.522" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.399" @ 4'- 0.7" Allowed = 0.782" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.001" @ 7'- 8.2" 7-08-04 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.2" T T NOTE: Design assumes moisture content does 12M1.5x3 not to exceed 19% at time of manufacture. 6.00 C7 2 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, (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 O C o C (n O/- 1 /M-3x4 M-1.5x3 bl ), 7-08-04 0-03-12 1 b 8-00 JOB NAME : 5019-B POLYGON - H4Scale: 0.9787 ki,C�c tiilig5ir '.1;4 �'�)N �d WARNINGS: G.This GENERAL NOTES,unless upon the noteJG/`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 and Warnings before construction commences. building component.Applicability of design parameters and proper400"// Truss: H 4 2.2x4 compression web bradng must be Installed where shown v. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabil duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at po ry ty 4111511.. 2'o.c.and at 10'o.C.respectively unless braced throughout their length by r��, CCDES. BY: MJ la the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON �f" DATE• 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral biasing required where shown++ ^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. : 6126007 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/ +�3r ,�4 Q� and are for"dry condition"of use. � design loads hasbe oappliedcontrol to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if p t4 t TRANS I D: 413 213 5.CompuTrus no over and assumes no responsibility for the necessary. 7 f 1 Ll 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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WfCA in BCSI,copies of which will be furnished upon request. 9.Iines coincide Digits indicate size joint of plate Incenter inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:I l iJ 01 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" TC: 2x4 KDDF #16BTR IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 BC: 2x4 KDDF #10TR LOAD DURATION INCREASE = 1.15 1-2=(-525) 136 1-5=(-207) 410 5-2=( 0) 223 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2-3=(-140) 128 5-6=(-209) 406 2-6=(-474) 173 LOADING 3-9=( -10) 5 6-3=(-135) 143 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -50/ 419V -68/ 170H 5.50" 0.67 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" -50/ 421V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALCONS. 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 = -0.007" @ 5'- 1.5" Allowed = 0.454" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ 5'- 0.5" Allowed = 0.606" 5-02-04 4-06 0-03-12 MAX HORIZ. LL DEFL = -0.004" @ 9'- 6.5" T T T T MAX HORIZ. TL DEFL = 0.005" @ 9'- 6.5" 12 6.00 p M-1,5x3 4 NOTE: Design assumes moisture content does 3 not to exceed 19% at time of manufacture. (' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M 3x9 in the plane of the truss only. 210, Mo EO C O u7 r") O er DO O� >r t� 1�� 6 o M-3x4 M-1.5x3 M-3x4 ' 1 ), ), 5-00-08 4-11-08 y 10-00 JOB NAME : 5019-B POLYGON - H5 Scale: 0.4217 ,�., N�ofi6--�`0 WARNINGS: GENERAL NOTES,unless otherwise noted: C{f iI1 z (r -4` 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 :9200 9200 P E { Truss: H5 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. +" DES. BY: MJ 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'c.c.and at 10'o.c.respectively unless braced throughout their length)y DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 2xcoImpact sheathing suchr las b aywgoe sheathing(TC)uwhere shown+drywall C. !:- 4.No load should be 3.2x Impact bridging or lateral bracing required where shown++ It SEQ. : 6126008 appled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. I, '741' J 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, � � � �`f✓ TRANS I D: 413 213 design loads be applied to any component. and are for"dry condition"of use. / 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes hill bearing at all supports shown.Shim or wedge If 14 fabrication,handling,shipment and installation of components. necessary. �}`��"'� 6.This design Is furnished subject to the limitations set forth 7.Design assumes adequate drainage Is provided. `11,$,ri p{t IIIIII VIII VIII 11111 11111 11111 VIII IIII IIII TPI/WTCA In SCSI,copies of which will be furnished upon quest. a nes cdndde with Joint center liness shall be located on both .of truss,and placed so their center r 1 r11 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 10.For basi9.Digits c connector cate size oplf ate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 This design prepared from computer input by 1111111111This LUMBER-BC TRUSS SPAN B'- 0.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does TC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not to exceed 19% at time of manufacture. BC: 2x4 KDDF #1&BTR TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. 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=21.2ft, 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. 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 2 -7, Gable end truss on continuous bearing wall UON. 6.00 M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 0 0 1 o f o M-3x9 b 8-00 ,i, ,O PROF JOB NAME : 5019-B POLYGON - H6Scale: 0.6539 `'• �G C . 11/ 5cc- WARNINGS: GENERAL NOTES,unless otherwise noted: 1'r• > P L if 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only on the ofeleal ntaerametersand andIs foroan individual and Warnings before construction commences. building component.Applicability 9 p P Truss: H 6 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.Designc. assames the top and bottomlyule chords co be throe gho braced at b 2'o.c,and et 10'o.c.respectivety unless braced throughout their lengQth by /'� DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalt(18C). OREGON +t/ DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. ty 4.No load should be applied to any component until after all bracing and 5.Designation of assumes Trus es ares is the eto beW used in a nonhe corrosive envive ronment,t, `/h "+� ,� r�(�\ . SEQ. : 6126009 fasteners are complete and at no time should any loads greater than end ere for"dry condition"of use. V 0 design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If11144R11.‘" � y 1: 5 ye TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the necessary. +i 11 b` 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 n 11111111111X11111111111111 I11111��apt BCSI,copies Inc./CompuTrus which furnished 7,6.6(1 Erequest. fines For basciclonnectorde with joint center lines. oplatedesgnvaluessee ESR-13t1,ESR-1988(MITek) 9.Digits dcate sizef late in ines, EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9Wft/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR 1-2=1 0) 60 2-4=(0) 0 SPACED 24.0" O.C. 2-3=(-99) 46 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" -58/ 296V -15/ 59H 5.50" 0.47 KDDF ( 625) l'- 10.9" -107/ 101V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 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" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T fMAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.165" 12 MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 7.50 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 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 to exceed 19% at time of manufacture. 9 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '' rn c> (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, ri Truss designed for wind loads in the plane of the truss only. im of , O NI IF O 4 _, M-3x4 ,0 ,i 1 1-00 1PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME : 5019-B POLYGON - J1 ,c . t�Rc� is Scale: 0.6780 �tkoiN 4, WARNINGS: GENERAL NOTES,unless otherwise noted: 11 4(11 9 25/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 'T92`•PE 1•" Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY MJ 3.Additional temporary bracing to insure stabidty 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: 11/26/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or d ywell BC. Po h' 9 3.2x Impact bridging or lateral bracing where shown++ ♦ CC'. SEQ. : 6126010 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. 3`/ OREGONt � �4/ 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 t" TRANS I D: 413 213 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 tiy. . shipment and Installation of components. necessary. {�•f fabrication,handling, p RRIO- V 6.This design is furnished subject to the Irritations set forth7.Design assumes adequate drainage is f truss,and rl IIII I IIII VIII I III VIII VIII VIII IIII IIII by 8.Plates shall be located on both faces of truss, placed so their center TPI/uVTCA in BCSI,copies of which will be furnished upon request. 9.lines coinccate sizeide with joif nt center Niles.MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.Digits design values see ESR-1311,ESR-1988 (MiTek) EXPIRES;12/31/2015 This dFICesignLUMBER prepared from computer input by IIIII II III IIII -BC 1-2=1 0) 60 2-9=10) 0 LUMBER 4PECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 TC: 2x4 KDDF 1&BTR 2-3=(-76) 61 SPACED 24.0" O.C. BC: 2x4 KDDF #1&BTR 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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -43/ 346V -29/ 97H 5.50" 0.55 KDDF ( 625) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 3'- 10.9" -106/ 126V 0/ OH 1.50" 0.20 KDDF LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 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 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" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed - 0.105" 3-11-11 MAX TC PANEL LL DEFL = 0.015" @ 2'- 2.2" Allowed = 0.268" T MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 7.50 ' MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 3 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting '� system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. Ca O f- /II x4 Y ), b 1-00 6-00 PROVIDE FULL BEARING;Jts:2,3,41 Op PROFA JOB NAME : 5019-B POLYGON - J2 Scale: 0.5905 'HOPS '1� �p � WARNINGS: GENERAL NOTES,unless otherwise noted: . �f r 1.Builder and erection contractor should be advised of all General Notes 1.This building Comp based oAnly iupo the of paderameters shown and Is proper an Individual t .Truss: J2 and Warnings before construction commences. Incorporation of component is the responsibility of the building designer. ijor 2.2x4 compression web bracing must be Installed where shown+. 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure steMGty during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,e DES. BY: MJ is the responsibility of the erector.Additlonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). ^RG�N �`` DATE• 11/2 6/2014 the overall structure ie the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ va it/ 4.No load should be applied to any component until after all bracing end 4.Installation stDeset n assumes trusses are is the to be responsibility thef respective drosive enviroonment, 4,/^ '��' r�Q�` - SEQ. : 6126011 fasteners are complete and at no time should any beds greater than D es gra for"dry condition"of use. V �` ��. TRANS I D 413 213 design loads be applied to any component 6.Design assume foil bearing at all supports shown.Shim or wedge if R t+ y 5.design tun, be no control over and assumes no responsibility for the necessary. bl+ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by B.Plates shall be located on both faces of truss,end placed so their center J IIIIII IIII 1111111111111111111111111111111 M e SAninC./COn1icopies ofUS iSofttware 7 6.6(1 L)-E request. ,90.tFForr belslc connectoroplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/11111 2f 31/201 S 1111111 This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq-1.00 TC: 2x9 KDDF %1dBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-9=(0) 0 BC: 2x9 KDDF H15BTR SPACED 24.0" O.C. 2-3=(-114) 86 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" -46/ 902V -93/ 136H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -80/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 29 "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 = 0.102" @ 3'- 7.2" Allowed = 0.925" 5-11-11 MAX TC PANEL TL DEFL = -0.103" @ 3'- 9.8" Allowed = 0.638" '( '( 12 3 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 7.50 m NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, I Truss designed for wind loads o in the plane of the truss only. 71- , 1- o o 111.-=41 0.---Mil M-3x4 ), ), y 1-00 6-00 PROVIDE FULL BEARING;Jts:2,9,3 JOB NAME : 5019-B POLYGON - J3 ��, o PRRos Scale: 0.5929 N. 1,:„ , N /1py��7 '�'f0 WARNINGS: GENERAL NOTES,unless otherwise noted: ///25f� (/' fp. 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 7:920. 72 0.PE 1"' Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. ' j' DES. BY: MJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chs br to be laterally braced et is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by " DATE: 11/26/2014 the overall structure is the responsibility of the buildingdesigner. 2x Impact sheathing such as b acingoe sheathing(TC)when s and/or drywall(eC). be p ty 9 3.2x Impact bridging is lateral bracing responsibility y athe whee the co++ SEQ. : 6126012 4.Noloads arelcmleeliantoono tme onentshold antily loadr aileater thane 5.InsDesignasofes tr iseeretbuse Inhecoctivee nractnr. -�L, VJ OREGON �t.. 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/ TRANS I D• 413 213 design loads be applied to any component and are for"dry condition"of use. /� '2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if c„r y 4 G �'s fabrication,handling,shipment and installation of components. necessary. y. 6.This design Is furnished subject to the limitations set forth 8.Passumes adequateatedon oc drainage Is provided., �p I f 4.V IIIIII II IIIIIII III I VIII VIII VIII IIII IIII by 8.Plates shall be located both faces of truss,and placed so their center +"'f 1'l 4- TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.FFor basiits c connectoicate size rpf latete In Inches. design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=1 0) 60 2-5=(0) 0 TC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-168) 152 BC: 2x4 KDDF #16BTR 3-4=( -75) 30 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) OVERHANGS: 12.0" 0.0" 0'- 0.0" -24/ 378V -58/ 175H 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" -166/ 336V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 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. ---/ 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 = 0.060" @ 2'- 9.3" Allowed = 0.427" 007 MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" NOTE: Design assumes moisture content does ti not to exceed 19% at time of manufacture. Design conforms to main windforce resisting system and components and cladding criteria. co of Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, d'cp (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, `o Truss designed for wind loads in the plane of the truss only. o/- IN I -/ 0 1 M-3x4 b ,1 )' 1-00 6-00 1-11-11 PROVIDE FULL BEARING;Jts:2,5,3,4) -00 PRope JOB NAME : 5019-B POLYGON - J4Scale: 0.5031 .`' �G)N �, 4 gp/z5/ f-r• WARNINGS: GENERAL NOTES,unless otherwise noted: '4 .J r 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 and Warnings before construction commences. building component.Applicabi lty of design parameters and proper Trus s J 4 2.204 compression web bracing must be installed where shown+. Incorporason of component Is the responsibility of the building designer. � , 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at 2'o.c.and.110'o.c.respectively unless braced throughout their length by r ' DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). QE �Nti DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ N. *V 4.No load should be applied to any component until after all bracing and 4.5.Designation of assumes trusses aIs the re to be responsibility a nonhe corrosive ectNe t actor environment 1. 2 �.�.... SEQ. : 6126013 fasteners are complete and at no lime should any loads greater than and are for"dry condition"of use. ��4 �j a N design loads be applied to any component. 6.Design assumes full bearing at supports shown.Shim or wedge if Doti t �f TRANS I D: 413 213 5.fab design load hes no control over and assumes no responsibility ty for the necessary. R R f y" fabdcetlon,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. placed so their center 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIM e SAnInc./COmpuT sBCSI,copies of iSoftwarech will be f rnishedu)-Epon request. with joint center fines. OIp lines tido�platetdesign values see ESR-1311,ESR-1988(Mirk) 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: 2x9 KDDF N1&BTR LOAD DURATION INCREASE = 1.7.5 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-226) 207 TC LATERAL SUPPORT <= 12"0C, UON. LOADING 3-4=( -90) 90 BC LATERAL SUPPORT <= 12"OC, ION. 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 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 215H 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" -192/ 367V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11,7" -50/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. 2: Desi.n checked for net(-5 •sf) u.lift at 24 "oc s•acin., AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4 -,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 = 0.038" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 12 MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" 7.50 n. MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting system and components and cladding criteria. M of Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, 1p Truss designed for wind loads in the plane of the truss only. � o o low l 5�� -, M-3x4 .1 , ,l / 1-00 6-00 3-11-11 'PROVIDE FULL BEARING;Jts:2,5,3,4I JOB NAME : 5019-B POLYGON - J5 r- PRoP fs Scale: 0.4488 ��• �3GIryN )}��y�` x3'j� WARNINGS: GENERAL NOTES,unless otherwise noted: <t,r II/Jr.5/r rC -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 ‘` 79200 r IL 1- Truss: J5 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. !J�' 2.Design assumes the top and bottom chords to be lateral braced at 0 DES. BY MJ 3.Additional temporary bracing to Insure stability during construction ty • 2'c.c.and at 19'o.c.respectively unless braced throughout their length by ! Is the responsibility of the erector.Additional permanent bracing of (B ) continuousxImpact sheathing suchr asl plcing e sheathing(TC)own r+drywall C. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ it SEQ. : 6126014 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. -yL OREGON � A.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• 413 213 design loads be applied to any component, and are for"dry condition"of use. S.CompuTrus hes 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, nesessary. 41`&1), + `�y shipment and Installation of components. 7.Design assumes adequate drainage is Provided. 'v! 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 11111111111111111111110 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center tines 9.Digits Indicate size of plate in inches. MiTek USA,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 IIIIIII IIIIII This deFIC LUsignMBER prepared from computer input by -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) 60 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-276) 260 3-4=(-132) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -45) 22 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" -23/ 376V -8B/ 257H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -189/ 353V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IRC 2012 AND IRC 2012 NOT BEING MET. 11'_'- 11.7" -123/ 146V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 0 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" 4 MAX TC PANEL LL DEFL = 0.040" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.641" 12 I(� MAX HORIZ. LL DEFL = -0.004" @ 11'- 10.9" 7.50 MAX HORIZ. TL DEFL = -0.004" @ 11'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting o system and components and cladding criteria. 3 I 2 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 c;/- 1 � 6�� en M-3x4 ; b y b 1-00 6-00 5-11-11 'PROVIDE FULL BEARING;Jts:2,6,3,4,51 tato P R pe. JOB NAME : 5019-B POLYGON - J6 Scale: 0N 6:31 .4036 �,�� %!/ 517 1 4414b 1�� WARNINGS: GENERAL NOTES,unless otherv+ise noted: Q' T /x. 1`" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual and Wamings before construction commences. building component.Applicability of design parameters and proper Truss: J 6 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 laterally braced at r✓ 3.Additional temporary bracing to insure sfebiFty during construction 'o.c.and at 10'o.c.respectively unless braced throughout their length by , Ir!. DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall)BC). /,� DATE• 11/2 6/20 14 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QR, b �(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. 7L/©„'`1l r I't SEQ. : 6126015 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, l design loads be applied to any component. and are for"dry condition"of use. �. TRANS I D• 413 2136.Design assumes full bearing et all supports shown.Shim or wedge if r �y 5.CompuTrus has no control over and assumes no responsibility for the necessary. yS,,,� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. - - 6.This design Is furnished subject to the Bnitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ished upon IIIIIII III VIII VIII VIII VIII VIII'III'III MTe USA,lIANTCA in ncsI,copies of/CompuTr as(ch Soft will 7.6.6(114-E request. 1ines coincide with joint center lines. 0.IFFor basic co'ectoroplalate In inches, te design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 • 11E1 VIII' 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: 2x9 KDDF 81&13TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(0) 0 BC: 2x9 KDDF 81&BTR SPACED 29.0" O.C. 2-3=(-327) 312 3-4=(-193) 155 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -79) 55 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 378V -103/ 301H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -186/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -151/ 266V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7" -59/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 COND. 2: Design checked for net(-5 g psf) uplift at 24 "oc spacing. �l VERTICAL DEFLECTION LIMITS: LL=L/290, 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 = 0.043" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.057" @ 2'- 11.9" Allowed = 0.691" MAX HORIZ. LL DEFL = -0.005" @ 13'- 10.9" 12 4 MAX HORIZ. TL DEFL = -0.005" @ 13'- 10.9" 7.50[7' NOTE: Design assumes moisture content does bt not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. rn o ii Wind: 190 mph, h=23.5ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 I load duration factor=l.6, Truss designed for wind loads j0 in the plane of the truss only. 0 I ri o -/ I 1g-41= 6�_� o M-3x4 ,1 1 ), b 1-00 6-00 7-11-11 'PROVIDE FULL BEARING;Jts:2,6,3,4,5' JOB NAME : 5019-B POLYGON - J7 �` par�,� ss Scale: 0.3560 ��'�J ��//�� /0� WARNINGS: GENERAL NOTES,unless otherwise noted: f (o 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual . O€ E Truss: J7 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 chards to be laterally braced at DES. BY: MJ 2'o.c.end at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalC). RAS ft DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. "q'' OREGON 4(/ fasteners are complete and at no time should any bc . ads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, e! 1, \t' A. design loads be applied to any component. and are for"dry condition"of use.. n assumes full bee t allsupports shown.Shim or wedgeIf fit '7 .�4, t Q -.t.. TRANS I D: 413213 5.CompuTrus has no control over and assumes no responsibility for the 6Design ng aV e, fabrication,handling, necessary. ` "" R R`O- ,shipment and Installation of components. 7,Design assumes adequate drainage is provided. 4- 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 III VIII I I I VIII VIII III IIII'IIITPIPIVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. 9.Digits indicate size of plate in inches. 10. c+ MiTek USA,InC./COmpuTfus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MlTek) EXPIRES:12/31 i 015 11111 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=1 0) 60 2-7=10) 0 BC: 2x9 KDDF 1#1&BTR SPACED 24.0" O.C. 2-3=1-381) 365 3-4=1-241) 205 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=1-141) 111 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -52) 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" -23/ 377V -119/ 346H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -196/ 344V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -139/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -128/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -18/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 10-08-10 5-03-01 (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.042" @ 3'- 7.4" Allowed = 0.427" 5 MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 0 MAX HORIZ. LL DEFL = -0.006" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.006" @ 15'- 10.9" M-3x5(S) NOTE: Design assumes moisture content does I' 12 not to exceed 19% at time of manufacture. 7.50 4 4* Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, d, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, o Truss designed for wind loads r' in the plane of the truss only. 3 0 CI,t 021V IIMII=1.1=1.11M1.111M1.1. to M-3x4 .1 ,l y b 1-00 6-00 9-11-11 PROVIDE FULL BEARING;Jts:2,7,3,4,5,61 JOB NAME : 5019-B POLYGON - J8 Scale: 0.2960 +`�� (4�)c/)(NC �,,p rs4� GENERAL NOTES,unless otherwise noted: �{f� /I1 z7II f "v"Y WARNINGS: 'CC s 9 `PE r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an Individual Truss' J8 and Warnings before construction commences. building component.Applicability of design parameters end proper .!', 2.2x4 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designee 3.Additional temporary bracing to insure stabiity during construction 2.Design assumes the top and bottom chorda to be laterally braced at , 001 DES. BY: MJ Is the responsibility of the erector.Additional permanent bracingof T o.c.and at 10'o.c.respectively unless braced throughout their length by r po p continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). ��" DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QREGON �v,/ CC 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. N.tT SEQ. : 6126017 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, 'y design loads be applied to any component. and gra for"dry condition"of use. d L TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.andarnecessary.assumes full bearing u all supports shown.Shim or wedge if /� 7 pit4�' �� fabrication,handling,shipment and Installation of components. +1 R I t.`" p Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center urnished upon IIIIII III VIII III I II II VIII VIII IIII IIII MTe USA,IncI/WTCA In ./COmpuTrus SoftwareI,copies of which will be f 7.6 6(1 L)E request. 9.IF r b sicloconnectoropf lateldesign values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 I IIIIIIIIIIIII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-435) 419 TC LATERAL SUPPORT <= 12"0C. UON. 3-9=(-289) 259 LOADING 4-5=(-202) 169 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -82) 47 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 -134/ 393H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -204/ 349V 0/ OH 1.50" 0.45 KDDF ( 625) 9'- 11.2" -133/ 225V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -170/ 295V 0/ OH 1.50" 0.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -60/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) 7-03-14 10-07-13 OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 %' MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.055" @ 2'- 11.9" Allowed = 0.641" 5 MAX HORIZ. LL DEFL = -0.008" @ 17'- 10.9" MAX HORIZ. TL DEFL = -0.008" @ 17'- 10.9" 12 NOTE: Design assumes moisture content does 7.50 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting q system and components and cladding criteria. M of Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5(S( load duration factor=1.6, Truss designed for wind loads ## in the plane of the truss only. 3 0 l f- rAMIMBIMIMMIIIIm o 1 1 7'=' o M-3x4 1-00 6-00 11-11-11 PROVIDE FULL BEARING;Jts:2,7,3,4,5,61 JOB NAME : 5019-B POLYGON - J9 pRoe Scale: 0.2760 �1GIN �/0 WARNINGS: GENERAL NOTES,unless otherwise noted: �L�J /I/ ./ l I -�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 .n ,P E 1'~ Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters end proper T 2.204 compression web bracing must be Instated 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: MJ s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length;y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. •y OREGON 0 SEQ. : 6126018 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, 4 q� A TRANS I D• 413 213 design loads be applied to any component. and ere for"dry condition"of use. / 7 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 '. 1 4 2 1y, fabrication,handling,shipment and Installation of components. DesignDeassumescessary. A„ n RIO"- 6. y�� f 6.This design Is furnished subject to the imitations set forth 7. llblocatedadeqonne oc drainage Is provided. 'v! r"1 I IIII I III VIII VIII VIII VIII VIII IIII IIII by 8.Plates shall be both faces of truss,and placed so their center TPIMRCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9. MiTek USA,IDC./COAIpUTfus Software 7.6.6(1 L)-E 0.FForrits basiciconnectocate sizerplf alate in inches. te design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 TPACIFIChis designLUMBER-BC prepared from computer input by IIIIIIIIIIIIII LUMBER 4PECIFICATIONS 1-2=( 0) 60 2-8=(0) 0 TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 2-3=(-986) 470 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 3-4=(-340) 305 4-5=(-298) 217 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 4-5=(-247) 217 5-6=( 137) 23 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -150/ 439H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -210/ 349V 0/ OH 1.50" 0.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9'- 11.2" -139/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -160/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -127/ 214V 0/ OH 1.50" 0.27 KDDF ( 625) 7-03-19 12-07-01 19'- 10.9" -18/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.010" @ 19'- 10.2" 5 MAX HORIZ. TL DEFL = -0.010" @ 19'- 10.2" NOTE: Design assumes moisture content does 12 not to exceed 19% at time of manufacture. 7.50 Design conforms to main windforce-resisting r, system and components and cladding criteria. 4 0, Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), %' N load duration factor=1.6, M-3x5 Truss designed for wind loads in the plane of the truss only. 3 0 I O ll�t 1 8''' o M-3x4 J, 1, 1• 1 1-00 6-00 13-10-15 PROVIDE FULL BEARING;Jts:2,8,3,4,5,6,71 ��VD PRQFe�s JOB NAME : 5019-B POLYGON - J10 Scale: 0.2517 �� 6,m, <o 4 /l/ZSp WARNINGS: GENERAL NOTES,unless otherwise noted: �' ��,!-E 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 Truss• J10 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 tap and bottom le br to be lateral braced at 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,/J.„pm,,- DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/2 6/20 14 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ C?REGO" <t/ SEQ. : 612 6 019 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility ly of the respective contractor. 'lrLla�� i A I \ fasteners are complete and at no time shook!any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, and are for"dry conditioni of use. � design loads be applied to any component. .Design assumes full bearing at all supports shown.Shim or wedge if ft. t TRA I]S I D: 413 213 5.CompuTrus hes no control over end assumes no responsibilty for the necessary. ti,,,,}1` 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 6.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111111111111111111 TPINYTCA In BCSI,copies of which will be furnished upon request. lines For ciGcon size plte plate i sig inches. ! MITek USA,Ino./COmpuTrus Software 7.6.6(1 L)-E 9.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: -QC7S11ZQ1 11111IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE Design conforms to main d Claddingresisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. 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 12 complete specifications. 4.00v 3 0 r1 u --1,_t IOIilIIlI , 1 M-3x4 4 y y 1-00 8-06 JOB NAME : 5019-B POLYGON - P1 Scale: 0.6242 5'``-" G �Q,��Css/� WARNINGS: GENERAL NOTES,unless otherwise noted: <{J 1l.�2IT 5 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 t•P E C' Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper. 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. �,/' 17 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 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 yr DATE: 11/26/2014 the overall structure Is the responsibility of the buildingdesigner. 2xcoImpact sheathing such las bracing ywgoe sheathing(TC)where)shown drywall(BC). Po ty 9 3.2x bridging or lateral required where shown++ IA lt 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ' ` OREGON (w S E Q. : 6126020 fasteners are complete and at no time should any b :=ads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, if2 N��A TRANS I D• 413 213 design loads be applied to any component. and are for"dry condition"of use. eJ 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if43' 14 fabrication,handling,shipment and installation of components. necessary. A ''R R y�� 8.This design is furnished subject to the Irritations set forth 7.Designlatesassumes adequate on drainage is ftrus,provided. '�? 111101 IIII IIIIII III VIII Hill PHI by 8 Plates shall be located on both faces of truss,and placed so their center TPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. M)Tek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.Forr9. its basic icate onnectosizerplplate te design values see ESR-1311,ESR-1088(MiTelr) EXPIRES;12/31/2015 This design prepared from computer input by 1111111111This LUMBER-BC LUMBER 4PECIFICATIONS TRUSS SPAN 8'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #10TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-53) 69 3-5=(-266) 185 91 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -7) 3 WEBS: 2x4 KDDF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -69/ 493V -34/ 101H 5.50" 0.79 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 8'- 6.0" -41/ 350V 0/ OH 5.50" 0.56 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 IRC 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 = -0.355" @ 4'- 3.7" Allowed - 0.508" 8-02-04 0-03-12 MAX TC PANEL TL DEFL = -0.475" @ 4'- 3.8" Allowed = 0.762" T T fMAX HORIZ. LL DEFL = 0.001" @ 8'- 2.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 8'- 2.2" 4.00 v M-1.5x3 NOTE: Design assumes moisture content does 4 -/ not to exceed 19% at time of manufacture. 3 P' Design conforms to main windforce-resisting t system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads ,� in the plane of the truss only. 0 in F 0 z�� M-3x4 M 1.5x3 1, 8-02-04 0-03-12 1, ), y 1-00 8-06 R,,t0 PROE.,, JOB NAME : 5019-B POLYGON - P2 Scale: 0.5367 �5 ', GIN ✓d 4Till z5 tp, WARNINGS: GENERAL NOTES,unless otherwise noted: ' �" 0 0 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual / and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: P 2 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 stabi duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at RY 2'o.c.and at 10'o.c,respectively unless braced throughout their len th by .fir,- , DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �� t DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ^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. j/.6441 Q� P SEQ. : 6126021 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, and are for"dry condition"of use. �^. design loads hasbe no controloto any rdcomponents6 Design assumes full bearing at all supports shown.Shim or wedge if RML { iJ TRANS 1 D: 413 213 5.CompuTrus no over and assumes no responsibility for the necessary. �r i r f L\' fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. 6.This design is furnished subject to the Unitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII VIII II11 III IIIA VIII IIIA IIII IIIIMTITPe SA,lnC.SICo I,copies of fus lSoftwarech will be furnish7.6.6(1 L)-E request, lines coincth joint center lines. ide dplate Inches. o � r plate design values see ESR-1311,ESR-1966(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-57) 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 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" -74/ 301V -15/ 59H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -30/ 26V 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 lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T T MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" 12 7.50 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 to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 3 - Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, m Truss designed for wind loads in the plane of the truss only. r-- CD 0 SD 41 o f- o IN M-3x4 .1 .1 y 1-00 2-00 PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME : 5019-B POLYGON - SJ1 , pRop <(.�� es ,s, 0.6830 SCJ r G,,. jtg, s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: y/'/e"� r I •.7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CC. T 92 0 DPE {'r Truss: SJ1 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. 2.Design assumes the top and bottom chords to be lateral braced at DES. BY: MJ 3.Additional temporary bracing to Insure stability during construction N • 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 sheathingr such as l cing required where s or drywall BC. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `, S E Q. : 6126022 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� 4 OREGON da'E� 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, it 2. TRANS I D• 413 213 design loads be applied to any component. and are for"dry condition"of use. /� 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 . fabrication,handling,shipment and Installation of components. necessary. d R R y i 6.This design is furnished subject to the Wrritations set forth7.Design assumes adequate drainage Is provided. '�/ 4. IIIIII III III I I I I VIII VIII VIII III III) by 8.Plates shall be located on both faces of truss,end placed so their center TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center tines. 9. ts MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10. ate In Inches. FForribasio onnectocate size rplf ate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 111II1 I PACIFIC LUMBER-BC LUMBER 4PECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 50 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 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" -62/ 322V -29/ 97H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -4/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -51/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) 12 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 7.50 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR DSPAC LIOE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CO -/ MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" '' MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting o system and components and cladding criteria. t o Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Nt (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. u, I O of- 41� M-3x4 b y 1, b 1-00 2-00 1-11-11 PROVIDE FULL BEARING;Jts:2,4,31 Gp P R OPe JOB NAME : 5019-B POLYGON - SJ2 Scale: 0.7356 �<,04��N so W' ///Z5/ ',-, WARNINGS: GENERAL NOTES,unless otherwise noted: 'Cap r1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: SJ2 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 stabiF during construction 2.Design,anasd the top and bottomunless srbr co be laterally braced at ,� po ry ty 2'o.c,and at 10'o.c.respectively braced throughout their length by ,,e"r�r ,- �, DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+♦ f�REGON �(f SEQ. : 612 6 0 2 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. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �'/^ ��. i {j� end are(or"dry conditioni of use. V design loads be applied to any component 6.and assumes full bearing ut el supports shown.Shim or wedge If ��{+7` t�-14 TRANS I 413 213 5.CompuTrus has no control over and assumes no responsibility for the necessary. " t-7 R.L 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 1111111 11111 1111 1111111111 11111 11111111IIiTPA in BCSC w copies of which will furnished upon request. 9 linesDigitscoincide e sizejoint plate In center 10. MiTek ek 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 IIIIIIII+1II 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 #16BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 60 2-9=(0) 0 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2-3=(-120) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -30/ 310V -43/ 136H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -47/ 153V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -79/ 143V 0/ OH 1.50" 0.23 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 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 3 MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" 7.50 MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" 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 to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M cs Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c, load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. w CD,- oPli o, 1 ►1 4►' -/ M-3x4 1-00 2-00 3-11-11 PROVIDE FULL BEARING;Jts:2,4,3' JOB NAME : 5019-B POLYGON - SJ3 .�, pay Scale: 0.5876 i �/� WARNINGS: GENERAL NOTES,unless otherwise noted: 41' //(GR5 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 7 92 i .P LCC S' Truss: S 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 responsiblty of the building designer. 3.Additional temporary bracing to insure sta2.Design assumes the top end bottom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additional Wibitty during construction 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)and/or drywall(BC). '`. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ lt SEQ. : 6126024 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. UREGIN 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 A O R �4\ Ih TRANS I D• 413 213 design loads be applied to any component. and are for"dry condition"of use. / S.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4ty+ fabrication,handling,shipment end Installation of components. necessary. R R y` 6.This design is furnished subject to the imitations set forth 8.Plates assumes adequate onne dthiface is provis,a. b III II VIII VIII III I VIII VIII IIII IIII III) by 8.Plates shall be located both faces of truss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. 9.lines coincide with joint center lines.MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For ibasiciconnectorplate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111111111111 IIIIII This PdesignACIFIC preparedLUMBER-BC from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24,0" 0.C. 2-3=(-162) 96 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" 0/ 251V -58/ 175H 5.50" 0.40 KDDF ( 625) 1'- 9.2" -118/ 294V 0/ OH 5.50" 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -106/ 192V 0/ OH 1.50" 0.31 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" 3 -, MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" I) MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" 12 ' MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 7.50 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rh (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o I load duration factor=l.6, Truss designed for wind loads 1 in the plane of the truss only. 0 Tr- .,,, o ii ' 4►t oIrriM-3x4 b y b ), 1-00 2-00 5-11-11 PROVIDE FULL BEARING;Jts:2,4,3I OD PR 04, JOB NAME : 5019-B POLYGON - SJ4 Scale: 0.5031 s...,<(' a IN N �0 „so, /lz5 - WARNINGS: GENERAL NOTES,unless otherwise noted: 9G t•PE r1.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 Truss: SJ4 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, Incorporation of component is the responsibility of the building designer. P 2.Design assumes the top and bottom chorda to be laterally braced at � ' 3.Additional temporary bracing to insure stability during construction •2'o.c.and at 10'o.c,respectively unless braced throughout their length by wimp , DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(6C), CC- DATE• 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON t,,,. S E Q. : 6126025 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. f . fasteners are complete and at no tlnre should any bads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, G% 9 r 1 (,� design loads be applied to any component. and are for"dry condition"of use. �y TRANS I D• 413 213 6.Design assumes toll bearing et all supports shown.Shim or wedge if [. i SVJ 5.CompuTrus has no control over end assumes no responsibility for the necessary. C lC9j 90`y� 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 6.Plates shall be located on both faces of truss,and placed so their center I IIIIII 1III1111 IIIA IIIA II 111111MITPe I/WTCA SAnInCSI,copies puTfwh iSch will b of rnished u)-E pon request. de with joint center lines. OFor Digits indicate of plate alonnectorpledes tin values see ESR-1311,ESR-1968(MiTek) EXPIRES:12 31/2075 1IIIIIIIIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(-48) 101 6-5=( 0) 18 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-178) 24 5-7=(-84) 167 5-3=( 0) 49 WEBS: 2x9 KDDF STAND 3-4=( -29) 34 3-7=(-175) 88 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -50/ 350V -29/ 97H 5.50" 0.56 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -89/ 81V 0/ OH 1.50" 0.13 KDDF ( 625) 6'- 0.0" 0/ 95V 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" 3-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T 1' MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.011" @ 2'- 3.8" Allowed = 0.226" 12 MAX LL DEFL = 0.000" @ 5'- 4.0" Allowed = 0.078" 7.50 MAX TL CREEP DEFL = 0.000" @ 5'- 4.0" Allowed = 0.105" 4 MAX HORIZ. LL DEFL - -0.006" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.008" @ 5'- 4.0" M 4x6 ' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 3 ,-, Design conforms to main windforce-resisting cu Isystem and components and cladding criteria. o I Wind: 140 mph, h=20.4ft, TCDL=9.2,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 Al lill 'Airn.-411 in the plane of the truss only. o C M 1.5x3 o 1 0 6 M-3x4 M-3x5 M-3x4 J‘ b ,l y 2-03-12 3-00-03 0-08-01 y b y 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,4,71 JOB NAME •. '`` 5019-B - CJ2 Scale: 0.5741 GPN ROp s`sit �� fir WARNINGS: GENERAL NOTES,unless otherwise noted: �,� 11/x57 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•S P G i"M Truss: CJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2o4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be lateraly braced at DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2' and at 10'o.c.respectively unless braced throughout their length by r r continuous sheathing such as plywood sheathing(TC)and/or drywa8(BC). ..""' `�. DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. 612 6 7 0 9 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. -y+ OREGON ,,,..<1"(1" 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, 44 ALJ TRANS I D' 413249 design loads be applied to any component. and are for"dry condition"of use. 6. .6 9}f Q S.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge it V fabrication,handling,shipment and Installation of components. necessary.Design R R 11.. 7. latesassumes adequatedodrainagecis 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 I VIII III 11111 III I VIII III'IIIA VI'I'ITPINWCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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) 60 2-6=(-134) 187 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-270) 59 5-7=(-228) 313 5-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=( -65) 53 3-7=(-327) 238 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -45/ 393V -43/ 136H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 4.0" -4/ 140V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.7" -56/ 109V 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. '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" 5-11-11 MAX LL DEFL = 0.014" @ 2'- 3.8" Allowed = 0.254" T T MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.339" 12 4 MAX HORIZ. LL DEFL = -0.014" @ 5'- 4.0" 7.50 17. MAX HORIZ. TL DEFL = 0.015" @ 5'- 4.0" I (j) NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 7system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-9x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,h load duration factor=l.6, 3 Truss designed for wind loads in the plane of the truss only. O 88 AIMMIIIIIIIIIIIIM.-- 7 o m M-3x4 I M- 1.5x3 o 0 M-3x4 M-3x5 1, ), ), 1, 2-03-12 3-00-03 0-08-01 b 1, 1, 1, 1-00 2-05-08 6-00 3-06-08 PROVIDE FULL BEARING;Jts:2,7,41 4c.O PR ore JOB NAME : 5019-B - CJ3 Scale: 0.5145 C JCC 0 WARNINGS: � rk <t,/� 'n1I G3 p ,-7 GENERAL NOTES,unless otherwise noted: !9 OPE 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 Co Individual Truss: CJ3 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 laterallybraced at �r DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by �rw�.e po continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). Z. r-� DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ �L OREGON N� �f, 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ^V SEQ. : 63.26710 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 G �� design loads be applied to any component. and are for"dry condition"of use. �' F 1 4 TRANS I D 413249 6.Design assumes full bearing at all supports shown.Shim or wedge if • 5.CompuTrus has no control over and assumes no responsibility for the necessary. 4/ �RIO, 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 11111 IIII IIIII III VIII 1111111111111 IIIVIII IIIIIIII TPI/VYTCA in SCSI,copies of which will be furnished upon request. lines indicat with joint center Ines. 9.Digits Indicate size of plate in inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1 L)-E 70.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111This 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) 60 2-7=( -82) 187 7-6=( 0) 18 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-270) 59 6-8=(-141) 313 6-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=(-179) 98 3-8=(-327) 147 LOADING 4-5=(-119) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -35/ 355V -51/ 196H 5.50" 0.57 KDDF ( 625) 5'- 4.0" 0/ 140V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -208/ 416V 0/ OH 1.50" 0.53 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 7-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1' Si. MAX LL DEFL = -0.011" @ 2'- 3.8" Allowed = 0.254" 5 MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = -0.039" @ 7'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 7'- 11.7" Allowed = 0.263" 12 7.50 MAX HORIZ. LL DEFL = 0.011" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.015" @ 5'- 4.0" 4 NOTE: Design assumes moisture content does 01 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting osystem and components and cladding criteria. Wind: 140 mph, h=21.7ft, 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, 3 Truss designed for wind loads itlfil p in the plane of the truss only. Ali 0. ,,, o 8 110.- 1 I A- al M-3x4 M-1.5x3 , ft-1.11.1.1.11111117" 7 1 0 M 3x9 M-3x5 ,1 ). 1, ) 2-03-12 3-00-03 0-08-01 1, 1 ). y 1-00 1 2-05-08 5-06-03 y y 6-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,8,4j JOB NAME : 5019-B - C J4 Scale: 0.4179 0'`' �GpN Opt WARNINGS: GENERAL NOTES,unless otherwise noted: 4,C;1. r/h/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 '7G I-rDt i... 1X Truss: C J 4 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 laterallybraced at41111,00117, DES. B'' MJ 3.Additional temporary bracing to insure stability during construction • 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as (B ) - plywood sheathing(TC)s and/or drywall C. DATE: 11/26/2014 the overall structure Is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ CC SEQ. : 61267114.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 5.Design assumes trusses are to be used In a non-corrosive environment, �dt design loads be applied to any component. and are for"dry condition"of use. / �"y y r�Q�' -.1t� TRANS I 413249 fasteners are complete and at no time should any loads greater than 5.CompuTrus has no control over and assumes no responslbll ty for the 6.Design assumes full bearing at all supports shown.Shim or wedge if j 4 fabrication,handling,shipment and installation of components. necessary. �^'R RIS 7.Designlaesassumes atedadequate othifac drainage is truss,a -r r"1 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 III II El VIII I I I VIII III till TPVWrCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/201 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=( -76) 146 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-226) 62 6-8=(-130) 243 6-3=( 0) 49 3-4=(-201) 171 3-8=(-254) 136 WEBS: 2x4 KDDF STAND LOADING 9-5=( -83) 96 TC LATERAL SUPPORT <= 12"OC. DON. 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 OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -26/ 374V -73/ 215H 5.50" 0.60 KDDF ( 625) 5'- 4.0" 0/ 119V 0/ OH 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -160/ 302V 0/ OH 1.50" 0.39 KDDF ) 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -55/ 103V 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 9-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1' '( MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 -v MAX LL DEFL = -0.009" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" V MAX HORIZ. LL DEFL = 0.009" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.012" @ 5'- 4.0" 12 content 7.50 NOTnotEtoDesign exceeda19%mes at timetofemanufacture. Design conforms to main windforce-resisting 4 ,, system and components and cladding criteria. 0 ,-) Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), in load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-9x6 3 _Al=.- l c'' 'A--.'8 o f liN-m M-3x9 o M-1.5x3 1 i 7 0 s M-3x9 19-3x5 y .1 b 1 2-03-12 3-00-03 0-08-01 b 1• Y 1- 1-00 , 2-05-08 7-, 6-03 3, 6-00 3-11-11 PROVIDE FULL BEARING;Jts:2,8,4,51 fit0 PRape JOB NAME : 5019-B - CJ5 ss Scale: 0.3702 � c�lrfiJq /o� WARNINGS: GENERAL NOTES,unless otherwise noted tr _ t� 6 [E ;'' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss• CJ 5 end Warnings before construction commences. building component.Applicability of design parameters and proper • 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing M Insure stabile during construction 2 Design assumes the top and bottom chords to be laterally braced at r� P DES. BY• MJ ry g stability g 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by +we, Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON A.4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. S E Q. : 6126712 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, , 2 �} design loads be applied to any component. and are for"dry condition"of use. 1.4 4, r 1 4 �� C- TRAN S I D 413249 6.Design assumes full bearing at all supports shown.Shim or wedge if 4- +0 5.CompuTrus has no control over and assumes no responsibility for the necessary. r" y. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. t. 6.This design is furnished subject to the knitahons set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII((III I I I VIII VIII VIII(III(IIITPI WTCA In BCS(,copies of which will be furnished upon request. 9.(ines Digits Indicde ate size joint of plate Inrinches. cente10. MITekUSA,InC./COmpuTfusSoftware7.6.6(1L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2- 8=(-102) 149 8- 7=( 0) 18 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2- 3=(-230) 61 7- 9=(-175) 247 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-262) 170 3- 9=(-259) 183 LOADING 4- 5=(-177) 91 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-120) 0 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 24.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -26/ 384V -81/ 278H 5.50" 0.61 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 4.0" -8/ 120V 0/ OH 5.50" 0.19 KDDF ( 625) , REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -136/ 300V 0/ OH 1.50" 0.38 KDDF ( 625) 9'- 11.7" -210/ 405V 0/ OH 1.50" 0.52 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. 11-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T 6 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.011" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = -0.039" @ 11'- 11.7" Allowed = 0.200" MAX TL CREEP DEFL = -0.048" @ 11'- 11.7" Allowed = 0.267" MAX HORIZ. LL DEFL = -0.011" @ 5'- 4.0" 12 MAX HORIZ. TL DEFL = 0.012" @ 5'- 4.0" 7.50 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. r- Wind: 140 mph, h=22.9ft, TCDL4.2,BCDL6.0, ASCE 7-10, A11 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. 11_, . M 3x9 oM a-1.5x3'77, -". 3x4 M-3x5 1 ) /, ) 2-03-12 3-00-03 0-08-01 b )' b b 1-00y 2-05-08 , 9-06-03 b 6-00 5-11-11 PROVIDE FULL BEARING;Jts:2,9,4,51 JOB NAME : 5019-B - C J 6 Sale; 0.3228C.caa GI" �� ss% WARNINGS: GENERAL NOTES,unless otherwise noted w ��' O tT 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**PE E { Truss• C J 6 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at ,,,r� DES. BY: MJ s the res onsibili of the erector.Additional ermanent braci of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by bra '" Crresponsibility P n9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON Cc. DATE: 11/2 6/2 014 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. Qr ^V S E Q. : 6126713 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, �J TRANS I D 413249 design loads be applied to any component. and are for"dry condition"of use. /Q -7 r 1 41 fl • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing u all supports shown.Shim or wedge if A � necessary. "`,,, 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 IIIIII VIII VIII III I VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint center che. 9.Digitsso ncide size of tplate in inches. c+ M)Tek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPI RES 12/31/201'5