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Plans (126)
4 A s • .., ,.. I 4—s 6 ci 5 4.) 77-1.4,./..e.., x-sz CONFORMS TO DESIGN CONCEFT CONFORMS TO DESIGN CONCEPT WITH &Ma 0REVISIONS NOTED '';`, 0 NON-CONFORMING-REVISE&RESUBMIT 2614' co 1 r. . • I I CTATACTTZZAir,';,'AMZS:P.'-..:4317£'1"Errjz'AZ-'1:"E .V.11,81,0,',.AIA3 Bi Alexia RAW 0., L5/12 prrai MILBRANDT ARCHITECTS _ 81.0 126 1._ TAILS 14' a im s\ 15M 525555525 ER 4:12 . II MKP .i 2 ef41.-1- a d 3,i A i I\ - II ) 1- 8.1 12 WI 4 DA Ma 7 / 1FIWT26 DCJZI At& 8.5-12 DCJ4 JB A - a . 1 ... DCJB / . ' 7 i 7 e. DJ7 4s=g111 We AINIIVAIr ; LP Ar .. ., PS As DJB . cP k. Oh 4 DJ7 DJL... 8i:12 NIIIIWtittk A CJ3 D.4.— 8J :12 Iblt..NINI CJ2 CJ1 —...1.,— A 11"rill 4, HU= - I r ._ 1; „...... NB IF 8.5:1 f • I t142 -SJ2 Irl1111 A r d JIIIL it. 0° ail, A iii dillaZillir lintiril 111M K1 46 vA. II 51 IrrIll Fr 1111 Lb: 1 SJ1 131) 14 CR, r Ilicro, A n 5 I C.: CONFORMS TO DESIGN CONCEPT .01- 55555 41) GARAGE 0 CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN NON-CONFORMItiG-REVISE AND by.fra-W ahL 3PlI 1 4tr 1 $$ - $4400am 405$Faria,,,,,..11, tAL LWirO,W, I 91411 I 18'-5 lir AITH THE 050:CH,OCAIEFT OPIT 421 lOST NOT RELIEVE THE ,TAEPLTATOF;VEKVOR OH REO;LINFIBILITT FOP TONFORLANIE L'OT,'-tE 000054 DRAMS A40 STLE:IflCATIOA5 ALL OF MIC0 HME PRINITT OVER THIS$400 DMICSE, 11141 Sc Arnold P.Solomon Oats:December 10,2014 I I CT ENGINEERING INC 0 Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON IIMI 1 1/21/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TIME: REVISION-1: DRAWINGS FOR ALL FURTHER 5017-D POLYGON INFORMATION.BUILDING 05 DESIGNER/ENGINEER OF RECORD m is . limber RESPONSIBLE FOR AU_NON-TRUSS PLAN: DRAWN BY: DM REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5017—D / D—D CHECKEDBY.BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRUSS ' COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.1 1"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 1 R I , Er4 CONFORMS TO DESIGN CONCEPT .4 D RCEMORINS TO DESIGN CONCEPT WITH 50'.0* [J NON-CONFORMING REVISES RESUBMIT 4%0' 1 26t9" 19146 ,RiS SNOP DR0,110.3 EES 11.1.a FOP Mal,CONFMANCE k. oE,Eui Catr.i, OX, ..r, DM .. F.EvE 1.4 Ho.,6v.i1411,51,V1..., av Alexia Fukui Datp 12/22/14 15/12 PITCH MILBRANDT ARCHITECTS 12'TAILS VT 1_4 k 1 - I? .61, 52S5MM5M 5nn 5 0 4:W __14 .... siii 4- Eum , _ 85 as Hiti .r DJ3 , _ DJ1 D.101 p,pr 8.112 „Ir• Dan — a A1121 DCJ4 CJ1 1111 ' ..... . wg• , .4012 OCA CD 1 DJ (2) 1 1...,.... L. if - t. 7111k1111111111 II Ammaimium DX 52 , ,• , DA PS , • NI PIO b ,• we ,...19 as. . ftl CJ5 Aga --.7 D.rr CJ4 mmrAZIIVM CJ38.5 12 JD Airrilli J5 CJ2 CJ1 Ad,'ADJ1 al 8.5712 _ st 1 r 0 =1 .... 51., (3) ii ..,.. .. — A g . i zi. 8.5:12 I Pr1411 , NEV • SJ2 .d .111111.. .,..=.* Ilitill% 1411.12 ri SJ1 6 15.) it. I, .....:, sli — —L ig- • - :12 SJ1 El CONFORMS TO DESIGN CONCEPT GAMGE 4- 5 00 0 5 -4 0 CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN I 41-riu I I- 9'4' 4 0 NON-CONFORMING-REVISE AND RESUBMIT 1YortP DRAM IGS BEN REVLERED FEN GENERAL CONFORILANCE I is—:''':::"En r C.77"IT AND DOES ROT RELIEVE THE 161.5 1f2' I. -1 EABRIDA7OP.IVENSER OF RESPONSIBILITY POE CONFINIEINCE valm THE I. I DESIGN DRYINGS MO SPE:2E10E1110W ALL OF MICE RAVE PRIMITY 0/OR THIS SHOP EWING. El: Arnold F.Solomon Date:December TO,2014 CT ENGINEERING INC 6)Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW11/21/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER ' 5017-D POI_YGON INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD paed 1-:'-, umber PLAN: DRAWN BY: DM REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 5017-D / D-D CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEVV AND APPROVE OF ALL & TRUSS '.:, COMPANY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.11"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. f CompuTrus Software Warnings & General Notes wars= 1: Btu and erection contractor should be advised of all General Notes and Warnings before construction rn commences. 2. 2x4 compression ion web bracing must be installed where shown+, Additional temporary bracing to iriswe stability during construction is the responsibilityof the err.Additional permanent bracing the orrery striae is the responsibility of thebuildingdesigner 4, No load sho ld be to any component trr ad-bracing and fasteners are complete and at no time shotad wry loads iseater than design loads be to any mporne tt. 5 Comp uTrus has no control over and assumes no responsibility for the stipule/tend instate of components. 5 Ibis �� Bi is CSI, �c,ito the forth �1"� 1 in SCSI,( s of which will be furnished upon request. GENERAL NOTES,unless otherwise noted: f. This design is based only won e ptwameters shown and is for an individual buileling compcorint.APplicablidy of desisp paraneters aid proper incorporation of component is 3 responstiNty&thhe trialillirtg desirpier. 2. Design assumes the top and bottom duds to be qty braced at oc.and at10'0c.respectively unlessb d thd Itri3u0oirttf Eby contiratous . g such as plywood sheathingd `G) /or drywall(tom} 3. 2c bridging or lateral bracing required where shown++. 4. on of truss Is the�" of remove contractor' 5. Desir assumes trusses are to be used in a non-corrosive environment, and a-a for"dry cornrow`of tme 6. Destro"assumes full bearing at all supports shown.Shit or wedge it necressary. 7. Desical assumes adequatedrainage is provided. 8. Fetes' be located on bath faces of truss,and so their centercoincidewittyjoiit centerlines. 9. Digits iriclicabs size cif plight ku". 10. For basic connector plate design vales see ESR1311.ESR 1988(lyhTek). c. ,p PRQje, 9, OR O1 _ EXPIRES° '' IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=(-206) 187 1-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -82) 34 TC LATERAL SUPPORT <= 12"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) TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 238V -65/ 172H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -198/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) 8'- 2.8" -10/ 4V 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.087" @ 2'- 11.8" Allowed = 0.448" MAX TC PANEL TL DEFL = -0.065" @ 2'- 11.9" Allowed = 0.672" f 3 MAX HORIZ. LL DEFL = -0.002" @ 8'- 2.0" MAX HORIZ. TL DEFL = -0.002" @ 8'- 2.0" �( 10 12 NOTE:Design assumes moisture content does 8.50 p not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, m Truss designed for wind loads '7 1 o in the plane of the truss only. I N N O O I l0 rn of I m /- I Iomnom�� 4r_� o M-3x4 y .1 6-00 2-02-12 PROVIDE FULL BEARING;Jts:1,4,2,3I 00 PR Ope JOB NAME : 5017-D POLYGON - ADJ1 Scale: 0.4472 ti`s !�GiN ip GENERAL NOTES,unless otherwise noted: 14d& Y.1//P///7 1//P/ �� WARNINGS: 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual '� ± ,P Truss• ADJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. • 3.Additional tempora bract to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE temporary ty 2'o.c.end at 10'o.c.respectively unless braced throughout their length by a', 14411.1r Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). r^' DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON fQ 4.No load should be applied to any component until after a8 bracing and 4.Installation of truss Is the responsibility of the respective contractor. ,g_ N. ^, SEQ. : 6120970 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* -'71 ''� A_ design Meds be applied to any component s ed gra fss"dryhi8becondition"of t a. Q 7 3' 1 4 TRANS I D• 412903 8.Design assumes full bearing et all supports shown.Shim or wedge If r7� 2P 4 5.CompuTrus has no control over and assumes no responsibility for the necessary. �y b V fabrication,handing,shipment and Installation of components. T.Design assumes adequate drainage is provided. 4/4r't f't I,8 6.This design is furnished subject to the imitations set forth by 8.Plates shag be located ppon both faces of truss,and placed so their center I,copies of Ililll VIII VIII VIII VIII VIII ILII)ILII ILII M Te USA,lncTPI/WTCA in s/CompuT us ISofiware 7.6.6(1 L)E ch will be furnished upon request. late in Inches. 1ines coincide with joint center lines. u IDigits i is connector size of piate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12131/2015 ` 111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 98 2-5=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-208) 187 3-4=( -81) 33 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 456V -72/ 230H 5.50" 0.73 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -188/ 335V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 2.8" -12/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I 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 = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.087" @ 2'- 11.8" Allowed = 0.452" �( MAX TC PANEL TL DEFL = -0.062" @ 2'- 11.9" Allowed = 0.677" MAX HORIZ. LL DEFL = -0.002" @ 8'- 2.0" 12 MAX HORIZ. TL DEFL = -0.002" @ B'- 2.0" 8.50 p 3 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. I �� Design conforms to main windforce-resisting system and components and cladding criteria. '+ Wind: 140 mph, h=23.Sft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o io Truss designed for wind loads 1 in the plane of the truss only. ,-/ 1 f ►� S M-3x4 b l .1 k 1-06 6-00 2-02-12 PROVIDE FULL BEARING;Jts:2,5,3,4I JOB NAME : 5017-D POLYGON - ADJ29y�p PRo. ,es Scale: 0.9561 CO ��-'�/� /0 WARNINGS: GENERAL NOTES,unless otherwise noted: 44,,y 111/ill+++ 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 4t' .92.40 PE c- Truss: ADJ2 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. .+` rig! 3.Additional temporary bracing to Insure stability during construction, 2.Design assumes the top and bottom chords to be laterally braced et Jr DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 410' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywaN(BC). / � DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t (, ' 4SEQ. : 6120971 .No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7OREGON 4./ fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a noncorrosive environment, ` tX`t design bads be applied to any component. and are for"dry condition"of use. �' +��r. ry0 l' TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at at supports shown.Shim or wedge if Q 14 a �y S fabrication,handling,shipment and installation of components. Decessary. 7.Design el adequate both ae is oftrus,provided. Fl} �,,... 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II IIII VIII VIII VIII III I IIII IIII IIII TPI WfCA In BCSI,copies of which will be furnished upon request. git cindcat with joint ate In nche. 9.Digits Indicate size of plate in Inches. MITek USA,I C./COfilpUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-07-00 GIRDER SUPPORTING 35-08-00 FROM 0-00-00 TO 7-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6780) 1494 1- 8=(-1092) 5202 8- 2=(-368) 1790 BC: 2x6 KDDF #1&BTR 2- 3=(-5376) 1234 B- 9=(-1082) 5152 2- 9=(-878) 232 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-4386) 1034 9-10=( -846) 4246 9- 3=(-618) 2730 2x4 DF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=(-5304) 1206 10-11=( -780) 3936 9- 4=(-376) 324 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 7.0" V 5- 6=(-5134) 1102 11- 6=( -778) 3928 4-10=(-526) 2418 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 420.8)+DL( 306.2)= 727.0 PLF 0'- 0.0" TO 7'- 0.0" V 6- 7=( 0) 64 10- 5=(-194) 702 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 7'- 0.0" TO 13'- 7.0" V 5-11=(-240) 98 ADDL: BC CONC LL+DL= 3004.0 LBS @ 7'- 7.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1251/ 5638V -98/ 90H 5.50" 9.02 LODE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 7.0" -787/ 3578V 0/ OH 5.50" 5.73 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ( 2 ) complete trusses required. MAX LL DEFL = 0.030" @ 7'- 12.0" Allowed = 0.633" Join together 2 ply with 3"x.131 DIA GUN MAX TL CREEP DEFL = -0.086" @ 7'- 12.0" Allowed = 0.844" nails staggered at: MAX LL DEFL = -0.001" @ 14'- 7.0" Allowed = 0.100" 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.001" @ 14'- 7.0" Allowed = 0.133" *** HANGER TO APPLY CONC. 6" oc in 2 row(s) throughout 2x6 bottom chords, LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.010" @ 13'- 1.5" MAX HORIZ. TL DEFL = 0.023" @ 13'- 1.5" 6-00-11 1-05-10 6-00-11 NOTE:Design assumes moisture content does T T f T not exceed 19% at time of manufacture. 3-03 2-09-11 1-05-10 2-09-11 3-03 T T 4. T T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 8.50 p M 4x6 ,`M-6x '''18.50 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, /- 3 9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. $VAhh. 3x5 o M-5x10 1 10 rn �' a 1'=' 8 9 10 11 .99,... 7 to o M-3x6 M-7x8 M-4x8 M-1.5x3 *** * 04# 3-01-04 2-07-09 2-03-03 2-05-13 3-01-04 ,1 b ), 13-07 WEDGE REQUIRED AT HEEL(S). 1-00 JOB NAME : 5017-D POLYGON - B3 , 9, .O PROF s� Scale: 0.3314 *'• 04 /0 WARNINGS: GENERAL NOTES,unless othervdse noted: C 1:' 95,;,, 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"CC77".LCC Truss: B 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. "F' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: EE 2'c.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent!racing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M 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. OREGON40 SEQ. : 6120972fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ' 1 4j >\b` A design loads be applied to any component. and are for"dry condition"of use. 'T.), +44 47 4 TRANS I D 412903 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if <0 v., necessary. h fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. RPM - 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII(IIII VIII IIII(IIII VIII IIII IIIITPIIWfCA in BCSI,cop es of which will be famished upon request. sgit coincide with joint center lines. ' 9.Digitsindicate nicdtsize of platein inches. p MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EpI fYEJ,1 /o�5 1/2015 11111111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x4 KDDF HISBTR SPACED 24.0" O.C. 2-3=(-150) 101 3-4=( -52) 0 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 BEG AREA OVERHANGS: 12.0" 9.5" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 396V -55/ 188H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) 6'- 0.0" -149/ 250V 0/ OH 1.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 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" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 6'- 9.5" Allowed = 0.079" MAX TL CREEP DEFL = -0.001" @ 6'- 9.5" Allowed = 0.106" 12 3 MAX TC PANEL LL DEFL = 0.103" @ 3'- 7.4" Allowed = 0.449" MAX TC PANEL TL DEFL = -0.114" @ 3'- 5.0" Allowed = 0.673" 8.50 p ') MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting u-, system and components and cladding criteria. r 0 o Wind: 140 mph, h=23ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, i1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r' load duration factor=l.6, rn Truss designed for wind loads in the plane of the truss only. rn 7/- I /- ►1 5►/ - M-3x4 ), * 1, * 1-00 6-00 0-09-08 'PROVIDE FULL BEARING;Jts:2,5,31 JOB NAME : 5017-D POLYGON - BDJ ��'� pRop Scale: 0.5095 AI /� WARNINGS: GENERAL NOTES,unless otherwise noted: ClI'44 ����� 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 79200PE r Truss: B DJ and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). ,/i4/AMP DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown t* Mi Cr 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. 7OREGON ,(V SEQ. : 6120973fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, j.•• 1f NIX design bads be appied to any component. and are for"dry condition"of use. / Q TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If 2 0� fabrication,handing,shipment and installation of components. necessary. j�,� 7.Designlaesassumes adequate drainage isf sa. "'r y�� 8.This design is famished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center I IIII IIII VIII IIII VIII IIII IIII IIII IIIITPINYfCA In BCSI,copies of which will be furnished upon request. Anes coincide with joint center hnes. MiTek USA,InC./CompuTfus 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: 2/ 1i 015 11111 IIIIII IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 23-09-08 HIP SETBACK 3-10-08 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; 23-09-08 GIRDER SUPPORTING 6-00-00 1- 2=(-3643) 1229 1- 8=( -946) 2872 8- 2=( -530) 1767 5-12=(-2577) 1018 2x6 KDDF #1&BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-2872) 1013 8- 9=(-1832) 5111 8- 3=(-2593) 1026 12- 6=( -525) 1758 BC: 2x6 KDDF #1&BTR 3- 4=(-5224) 1921 9-10=(-2154) 5980 3- 9=( -171) 902 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-5215) 1917 10-11=(-2154) 5980 9- 4=( -867) 344 LL = 25 PSF Ground Snow (Pg) 5- 6=(-2876) 1015 11-12=(-1828) 5102 10- 4=( -7) 448 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 10.5" V6- 7=(-3648) 1231 12- 7=( -948) 2876 4-11=( -878) 349 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 73.4)+DL( 20.6)= 94.0 PLF 3'- 10.5" TO 19'- 11.0" V 11- 5=( -174) 908 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 19'- 11.0" TO 23'- 9.5" V BC UNIF LL( 0.0)+DL( 29.4)= 29.4 PLF 0'- 0.0" TO 23'- 9.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC DON. FOR BC UNIF LL( 50.0)+DL( 34.0)= 84.0 PLF 0'- 0.0" TO 23'- 9.5" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -783/ 2468V -51/ 51H 5.50" 3.95 KDDF ( 625) TC CONC LL( 92.8)+DL( 26.0)= 118.8 LBS @ 3'- 10.5" 23'- 9.5" -785/ 2471V 0/ OH 5.50" 3.95 KDDF ( 625) TC CONC LL( 92.8)+DL( 26.0)= 118.8 LBS @ 19'- 11.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.196" @ 11'- 10.7" Allowed = 1.144" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TI CREEP DEFL = -0.392" @ 11'- 10.7" Allowed = 1.525" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.053" @ 23'- 4.0" MAX HORIZ. TL DEFL = 0.089" @ 23'- 4.0" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3-10-03 16-01-02 3-10-03 in the plane of the truss only. T 4 T T 3-06-10 3-11-07 4-04-11 4-04-11 3-11-07 3-06-10 T fi118.80# ( 1' T +118.80# 1' 12 12 8.50M-4x8 M-4x8 Q 8.50 M-3x8 M-3x8 M-3x8 3 4 5 Gi100 _ T2 0 1 0 1,^ p al O Z. - /O ..,--o1 9 0 'f 11 12 �7 7M-3x8 M-5x6 M-3x4 0.25" M-3x4 M-5x6 M-3x8 O M-7x8(5) ), .1 ), y ), J. .1 3-06-10 4-02-15 4-01-03 4-01-03 4-02-15 3-06-10 b b 23-09-08 JOB NAME : 5017-D POLYGON - C 1 ��00 PROFts� Scale: 0.2715 � �� �� {Q� WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4 920®P E 9 { Truss: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by if Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ • ,` 4.No load should be appled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7t. A OREGON 40 �. SEQ. : 6120974 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, TRANS ID: 412903 design bads be appied to any component and are for"dry condition"of use. ��1 }f 4 2(? • 5.CompuTrus has no control over and assumes no responsibility for the 8'aand ar aryr"dry fug bearing u e0 supports shown.Shim or wedge if V {�, RMLfabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 4/6• f t B.This design Is furnished subject to the limitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center I/WTCA In es of ch will be furnished upon 11111111111111111 MTe USA,Inc./Comi uT S iSoftware 7.6.6(1 L)E request. 10.lines For basic connectorjoint plate design values see ESR-1311,ESR-1988(MITek) 9.Digits indicate size of late In Inches. pEXPIRES:12/31/2015 1111111 IIIIII This design prepared from computer input by ` PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-63) 34 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -59/ 294V -17/ 69H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -66/ 62V 0/ OH 1.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 32V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL '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 = 0.072" 1-11-11 MAX BC PANEL LL DEFL = 0.003" @ 1'- 9.9" Allowed = 0.148" ' . MAX BC PANEL TL DEFL = 0.002" @ 1'- 7.2" Allowed = 0.197" MAX BC PANEL TL DEFL = -0.003" @ 2'- 0.6" Allowed = 0.197" 12 MAX HORIZ. LL DEFL = -0.000" @ l'- 10.9" 8.50 7 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting f 3 -7 system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O° load duration factor=l.6, o Truss designed for wind loads m in the plane of the truss only. rn o t ', O I o.�- I V O -7 t f �4 O M-3x9 ,1 ,l b 1-00 3-10-08 PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 5017-D POLYGON - CJ1 9,0 PR(1Fe6,�i Scale: 0.6967 � ii:ii44. i WARNINGS: GENERAL NOTES,unless otherwise noted: r� C' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual �' .9G..`tt.P E r" Truss• CJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper y 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4AAlr s1"" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ 411 OREGON �f� 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. "}T *4F SEQ. : 6120975 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 4.7;' �4 �� design loads be applied to any component. and are for"dry condition"of use. ty TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.assumes Tull bearing at all supports shown.Shim or wedge If 1 {y S' fabrication,handling,shipment and installation of components. 441�{` V lr 9 P Po 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 ch will be furnished upon ines IIIIII VIII VIII VIII VIII VIII VIII IIII IIII M Teo USA,Inc./CompuT S(Software 7.6(1 L)E request. 10.9.Digits(For baide v,Ith joint center Ines. sicconnectorectorof pplate in inches. plate design values see ESR-1311,ESR-1988(MITek) r EXPIRES:12/31/2015 1E1 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-83) 59 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" 1.2" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 326V -32/ 108H 5.50" 0.52 KDDF ( 625) 3'- 7.7" 0/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -59/ 103V 0/ OH 1.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL '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 = 0.010" /- -, MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.013" 3 MAX TC PANEL LL DEFL = 0.024" @ 2'- 3.7" Allowed = 0.264" MAX TC PANEL TL DEFL = 0.022" @ 2'- 3.7" Allowed = 0.397" MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" 12 ' MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" 8.50 177 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. u, o Design conforms to main windforce-resisting system and components and cladding criteria. 0 0 o Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M r' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), h load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. rn o t oto11,1111111/11111111111M3 ►Z� 4►ZI -/ M-3x4 1 1 11 1-00 3-10-08 0-01-03 PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5017-D POLYGON - CJ2 ,i1,t0 PR(1Fe Scale: 0.6641 �.c.�, � G(N w/. WARNINGS: GENERAL NOTES,unless otherwise noted: 4r Ill ODErir 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,' 7920 DE r Truss: CJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. fi 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ ( • 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7, OREGON� �i, S E Q. : 612097 6 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, lk design loads be slipped to any component and are for"dry condition"of use. / 4$ Q TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes Poll bearing at an supports shown.Shim or wedge if QA- T t 2 {� fabrication,handling,shipment and installation of components. necessary. '�/C•:' ` <t' •. 7.Design assumes adequate drainage is provided. �j i 4- 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (1 f�^ IIII IIIIIIIII(IIII IIII VIII(IIII IIII IIIITPINVECA in BCSI,copies of which will be furnished upon request. gigs coincidewith joint center lines. 9.Digits indicate size offpplatete In Inches. MiTek USA,ilio./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES;12/31/2015 11101111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 815BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=10) 0 BC: 2x4 KDDF 815BTR SPACED 24.0" O.C. 2-3=(-170) 145 3-4=( -55) 24 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -16/ 313V -51/ 159H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 41V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -124/ 211V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -32/ 56V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP '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" f- 4 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.007" @ 1'- 10.0" Allowed = 0.264" MAX TC PANEL TL DEFL = -0.005" @ 1'- 11.5" Allowed = 0.397" 0 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 3 12 Design conforms to main windforce-resisting 8.50 p system and components and cladding criteria. 0 a ! Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r, a load duration factor=l.6, o Truss designed for wind loads io in the plane of the truss only. rn o, o M-3x4 /- ), ), b 1-00 3-10-08 2-01-03 PROVIDE FULL BEARING;Jts:2,5,3,4J JOB NAME : 5017-D POLYGON - CJ3 ,c� a ����fiSfs Scale: 0.5401 �C3 GIN/! /Q WARNINGS: GENERAL NOTES,unless otherwise noted: ✓ /// I "p' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Qr `921•P E Truss: CJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+, incorporation of component Is the responsibility of the building designer. �P` 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY• EE 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)end/or drywall(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2n Impact bridging or lateral bracing required where shown++ 4 CC" 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7A�OREGON b ((f SEQ. : 6120977fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a corrosive environment, L, "y \ A(," design loads be applied to any component. and are for"dry condition"of use. / 20 ..�., TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 v., fabrication,handling,shipment and installation of components. necessary. / » i 7.Designlaesassumes atedadequate drainagecis provided. f'1 1." 8.This design is famished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII(IIII(IIII IIIIIIIII III IIII TPI VJlCAIn BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #163TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-238) 213 3-4=( -88) 60 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 PSE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 2.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) 0'- 0.0" -9/ 298V -66/ 202H 5.50" 0.48 KDDF ( 625) LL = 25 PIE Ground Snow (Pg) 3'- 7.7" 0/ 37V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -179/ 289V 0/ OH 1.50" 0.37 KDDF ( 625) I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.0" -76/ 113V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing.' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 A- MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" Z MAX TC PANEL LL DEFL = 0.006" @ 2'- 0.9" Allowed = 0.264" MAX BC PANEL TL DEFL = -0.005" @ 2'- 0.6" Allowed = 0.197" MAX HORIZ. LL DEFL = -0.002" @ 7'- 8.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 8.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL6.0, ASCE 7-10, (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. PkilEIMIIMIMIEM -i0 f 1-00 3-10-08 9-01-03 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5017-D POLYGON - CJ4 sale: 0.4651 �C 0PNa/C� `�/© 3. WARNINGS: GENERAL NOTES,unless otherwise noted: 4✓� _/'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 IndMdual4 . 9`+S P E c Truss: CJ4 and Warnings before construction commences, building component.Applicability of design parameters and proper //'J 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ,,r'" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - DES. BY• EE 2'o.c,and at 10'o.c,respectively unless braced throughout their length by 1 r/ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). ..^' DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ -r/ CC 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON 40 SEQ. : 6120978 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, , 2j' fib' A,• design bads be applied to any component end are for"dry condition"of use. . -7'.}R' 20 .+.. TRANS I D 412903 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes on bearing u all supports shown.Shim or wedge if Q f�� necessary. '^ ry { y fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. ` n`L 1. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII IIII IIII TPIANICA in SCSI,copies of which will be furnished upon request. Digit coincidewith JointaIn Ines. 9.Dien indicatesize of plate to i Ines. c+ M iTek USA,Inc./COmpuTru6 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-307) 280 3-4=(-172) 136 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -59) 27 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 POE Ground Snow (Pg) 0'- 0.0" -12/ 304V -85/ 256H 5.50" 0.49 KDDF ( 625) 3'- 7.7" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -170/ 262V 0/ OH 1.50" 0.34 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -144/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) 9'- 11.7" -26/ 45V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5 . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 1'- 10.0" Allowed = 0.264" MAX BC PANEL TL DEFL = -0.004" @ 2'- 0.6" Allowed = 0.197" 4 12 MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 8.50 7 0 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o 0, Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o - o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), "' I load duration factor=l.6, of 3 (- Truss designed for wind loads mu in the plane of the truss only. 1( rn 7,- , ,- Iffi o"- 0 M-3x4 /- 1. y y b 1-00 3-10-08 6-01-03 PROVIDE FULL BEARING;Jts:2,6,3,4,5I JOB NAME : 5017-D POLYGON - CJ5 .sc, PRo�Fs Scale: 0.3941 `Cj �]G1(N /-A� WARNINGS: GENERAL NOTES,unless othervnse noted: 4.f /!{ � "V"Q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual �' -9.�''` P E 1" Truss: CJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. " 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector Additional permanent bracing of c e.c.and at 10'hin respectively unless braced throughout their length by 40 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � R DATE: 11/21/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ N OREGON 10 S E Q. : 6120979 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater then 6.Design assumes trusses are to be used in a non-corrosive environment, design bads be appEed to any component, end are for"dry condition"of use. t. N rN. TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing et all supports shown.Shim or wedge If ' Ai' 1 4 9-� P4 fabrication,handing,shipment and installation of components, necessary. q ` „ 7.Design assumes adequate drainage is provided. 4 r� t L. Y 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 Pl R i b I VIII I III III I I III VIII VIII VIII IIII IIIITPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lanes 9.Digits indicate size of plate in inches. 10. s� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) Ei1 ) E : 2/ 1/ 01 1E 1111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 9.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-359) 336 3-4=(-239) 199 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -91) 56 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PIF Ground Snow (Pg) 0'- 0.0" -14/ 307V -101/ 303H 5.50" 0.49 KDDF ( 625) 3'- 7.7" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -168/ 246V 0/ OH 1.50" 0.31 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -191/ 300V 0/ OH 1.50" 0.38 KDDF ( 625) 11'- 9.7" -67/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 2'- 0.9" Allowed = 0.264" MAX BC PANEL TL DEFL = -0.005" @ 2'- 0.6" Allowed = 0.197" MAX HORIZ. LL DEFL = -0.005" @ 11'- 8.9" MAX HORIZ. TL DEFL = -0.005" @ 11'- 8.9" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 8.50 17 Design conforms to main windforce-resisting r) system and components and cladding criteria. + Ln Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), N co 0 o load loads o °D in the plane of the truss only. o 3 10 rn 0 I -/ a i 6►z� o M-3x4 II t- .1 ). ,1 ). 1-00 3-10-08 7-11-03 'PROVIDE FULL BEARING;Jts:2,6,3,4,5' JOB NAME : 5017-D POLYGON - CJ6 �� q � � `s Scale: 0.3496 `co GIN 's/0 WARNINGS: GENERAL NOTES,unless otherwise noted: &/ 0/ /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 14 . .92•10 PE Truss: C J 6 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 buikling designer. 4411r,of 3.Additional temporary bradng to Insure stability dud construction 2.Design assumes the top and bottom chords to be latera braced at mpo ry ty n0 Z c.c.and at 10'o.c.aspect vely unless braced throughout their length by ,1 ' + DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bradng required where shown++ d OREGON4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor, A_ lo S E Q. : 612 0 9 8 0 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosNe environment, jib '£4 t w �N. A. TRANS I D: 412903 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'nessary.umes full bearing at all supports shown.Shim or wedge if 14 ec fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. ,4 ri D I I 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 113113111111111111 TPINYU Ain BCSI,copies of which will be furnished upon request. 9 lines iidicate sizencide with lointtlate inrinches. Vp Cp oo.t MITek USA,nC./COmpuTru3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:ES:123 i/ Q1 IIII II I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-08-00 STUB MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1225) 477 8- 9=( -169) 220 8- 1=(-3059) 1079 11- 5=( 0) 416 2x4 KDDF #1&BTR T1 2- 3=(-1041) 426 9-10=(-2150) 4969 1- 9=( -889) 2557 5-12=(-1882) 953 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-5505) 2261 10-11=(-2850) 6658 9- 2=( 0) 230 12- 6=1 -377) 1643 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6680) 2738 11-12=(-2737) 6417 9- 3=(-4490) 1973 6-13=(-4939) 2114 2x6 KDDF #2 A; TC UNIF LL( 50.0)+DL( 14,0)= 64.0 PLF 0'- 0.0" TO 2'- 0.0" V 5- 6=(-4914) 2011 12-13=(-1826) 4249 3-10=( -270) 1325 13- 7=( -383) 281 2x4 KDDF #1&BTR B; TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 2'- 0.0" TO 35'- 8.0" V 6- 7=( -60) 64 10- 4=(-1444) 769 2x4 KDDF STUD C BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 8.0" V 4-11=( 0) 240 TC LATERAL SUPPORT 24"0C. UON. TC CONC LL( 83.3)+DL( 23.3)= 106.7 LBS @ 2'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1143/ 2953V -124/ 138H 5.50" 4.72 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 8.0" -1253/ 3018V 0/ OH 5.50" 4.83 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 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. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.334" @ 18'- 6.3" Allowed = 1.738" MAX TL CREEP DEFL = -0.612" @ 18'- 6.3" Allowed = 2.317" MAX HORIZ. LL DEFL = -0.102" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.152" @ 35'- 2.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1-11-11 33-08-05 1-11-11 15-08-05 18-00 1 1-X08-0�2 6-08-14 6-08-14 6-X08-14 6-08-14 7-00-06 12 ' ' 106.70# 4 ' '1 1 8.50 p M-5x6(5) M 7 8-4x62 M-63 10 =M-6x6- M-6x6 M-6x10 M-3x6 to 0 410 0 CD �' N A ' + B `/\/N/ Anil o + A 1 8**9 10 411 12 **13 M-3x4 =-.M-4x4 0.25' M-4x6 M-6x8 M-8x10 =_M-8x8(S) 1, )' J, ,1 .1 k 1-06-06 8-06-14 8-05-02 8-05-02 8-08-10 y 35-08 JOB NAME : 5017-D POLYGON - D1 (,kt° PR()Pets, Scale: 1/8" /IBJ `S/� WARNINGS: GENERAL NOTES,unless otherwise noted: kr /(�j 7111 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' 7921„6 92 6 PE r Truss: D1 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 7" 3,Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing trust of 2'o,c,and at 10'o,c,respectively unless braced throughout their length by ooppr continuous sheathing such as plywood sheething(TC)and/or drywall(BC). ';' DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� A. Cr SEQ. : 6120982 4.No load should be eppiied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 4, fastenem are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to an component. and are for"dry condition"of use. TRANS I D: 412903 5.CompuT us has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ��} }' 14 �° �4 fabrication,handing,shipment and Installation of components. ecessary. .41e \,. RI s ` (,1, 6.This design is furnished subject to the irritations set forth by7.Designlatesassumes adequateatedon both drainage istruss,provided. 4.L V I IIll I I III VIII VIII VIII IIII)VIII IIII IIII 8.Plates shall be located faces of truss,and placed so their center TPINVECA in BCSI,copies of which will be furnished upon request. Ilnes coincide with joint center linea 9.Digits indicate size of plate in inches. M ilek USA,InC./COmpUTfu9 Software+7,6.6-SP1(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF 91&BTR; LOAD DURATION INCREASE = 1.15 1- 2=) -620) 214 9-10=(-182) 201 9- 1=(-1551) 412 6-13=) -939) 300 2x4 KDDF 91&BTR Ti SPACED 24.0" O.C. 2- 3=1 0) 0 10-11=(-745) 2471 1-10=( -320) 1268 13- 7=( -73) 620 BC: 2x6 KDDF #10TR 2- 4=( -517) 203 11-12=(-894) 3323 10- 2=) -17) 158 7-14=(-2467) 616 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-2739) 674 12-13=(-833) 3204 10- 4=(-2233) 580 14- 8=( -191) 106 2x6 KDDF 92 A LL( 25.0)+DL) 7,0) ON TOP CHORD = 32.0 PSF 5- 6=(-3335) 774 13-14=(-563) 2122 4-11=( -18) 664 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2454) 579 11- 5=( -730) 207 TC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=1 -56) 63 5-12=( 0) 160 BC LATERAL SUPPORT <= 12"0C. UON. 12- 6=( 0) 272 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"0C UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -236/ 1488V -124/ 138H 5.50" 2.38 KDDF ( 625) 35'- 8.0" -192/ 150BV 0/ OH 5.50" 2.41 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = -0.155" @ 18'- 6.3" Allowed = 1.737" MAX TL CREEP DEFL = -0.313" @ 18'- 6.3" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.046" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.076" @ 35'- 2.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-11-11 31-08-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T load duration factor=l.6, 3-11-11 13-08-05 18-00 Truss designed for wind loads 1-08-02-03-09f 9-05-05 6-08-19 6-08-14 6-08-14 7-00-06 T in the plane of the truss only. 2-00 T 1' 12 f 8.50 7 3 M-9x6 M-3x8 M-3x4 M-5x6(5) M-3x4 M-3x8 M-1.5x3 2 1 4 5 6 7 8 '/M-4x4 # Mn 0 L1 ... 8 o oi p o o A,B ,say +r 'f Z 13 *:4 f 9 M-1.5x3 M-3x4 0.25'44 10 11 } M-3x4 M-3x8 M-4x10 M-7x8(S) 1 ,i /, /, 1' /, 1-06-06 8-06-19 8-05-02 8-05-02 8-08-10 b 35-08 JOB NAME : 5017-D POLYGON - D2 sale: 0.1771 .� f�CtIN /p WARNINGS: GENERAL NOTES,unless otherwise noted: 441 v 7//zl/ �9 1.Builder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and is for an individual ''':' 7 9 $F E r Truss• D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, Incorporation of component is the responsibility of the building designer. „/` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE responsibility ty 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .t�r y i� Is the responsiMlity of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r.' ' /`" DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � OREGON�� A.4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsiMity of the respective contractor. SEQ. : 6120983 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �t �` design bads be applied to any component and are for"dry condition"of use. /O T 14 '•t;+ TRANS I D 412903 5.CompuTras has no control over and assumes no responsibility for the 8.Design assumes fug bearing at all supports shown.Shim or wedge if • necessary. •�>fn1 fabrication,handling,shipment and components.Installation of �,Design assumes adequate drainage is provided. rt yy 1. 6.This design is furnished subject to the mutations set forth by 8.Plates shall be located on both faces ofrutr ss,and placed so their center ch I,copies of wit be furnishe upon IIIIII 111111 IIIVIIIVIII VIII TEN 11111111 TPINI/TCA in M fe USA,lnc./CompuT S(Software 7.6.6(1 L)E request. 09..lines FForrde with joint center hnes. its basic connector plf atete in inches. desin values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • 111111111 This design prepared from computer input by PACIFIC LUMBER-BC tOMBBB h6B8REFOPABBONS See approved plans TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1348) 352 8- 9=(-134) 180 8- 1=(-1451) 391 5-11=(-135) 758 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1051) 367 9-10=(-294) 1803 1- 9=( -216) 1150 11- 6=(-218) 203 WEBS: 2x4 KDDF STAND 3- 4=(-1921) 541 10-11=(-325) 1919 9- 2=( -2) 421 LOADING 4- 5=(-1512) 460 11- 7=(-361) 1628 9- 3=(-1066) 297 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1924) 499 3-10=( 0) 412 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-(-2146) 526 10- 4-) -59) 157 TOTAL LOAD = 42.0 PSF 4-11=) -647) 200 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -186/ 1485V -210/ 157H 5.50" 2.38 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 8.0" -194/ 1511V 0/ OH 5.50" 2.42 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. '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 = -0.093" @ 19'- 2.2" Allowed = 1.738" MAX TL CREEP DEFL = -0.187" @ 19'- 2.2" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.040" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.067" @ 35'- 2.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-11-11load duration factor=1.6, 19-08-10 9-11-11 Truss designed for wind loads 5-11-11 6-06-02 6-08-05 6-08-05 4-08-08 5-01-01 in the plane of the truss only. f_____ q T 4 T 'f T 12 12 8.50 7 M-4x6 M-5x6(S) M-4x6 Q 8.50 M-3x4 0.425" 5 .e k 9E `s o + jM15x3 . in o M-1.5x3 M-3x8 0.25' M-3x8 M-3x5o M-5x8(S) i Y b .1 b 5-07-12 10-02-04 10-02-04 9-07-12 b 35-08 JOB NAME : 5017-D POLYGON - D3 4' PR 04' Scale: 0.1757 � ��i Cl/P//7 /0� WARNINGS: GENERAL NOTES,unless otherwise noted: 4t /IGG**7 1 elf?' .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 4t' T 92`0 P E 1' Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ..✓` 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 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 drywell(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • (r' 4.No b ' 'ad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 4:, SEQ. : 6120984fasteners 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, 'j N. A design loads be applied to any component. and are for"dry condition"of use. /h (} .k„ TRANS I D: 412 9 0 3 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/ 1P fabrication,handing,shipment and Installation of components. 7.necessary. V f y Design assumes adequate drainage Is pFi E rovided. r'7 L1. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedppon both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of ch will be furnished upon s coincide with III II I III 1111111111111111111111111111 M7e USA,lnc/COmpuT 9ISofM8f6 7.6.6(1 L)E request. 10.Foe basic connecor01plate design values see ESR-1311,ESR-1988(MITek) nt center hoes. 9.Digits indicate size of late in inches. EXPIRES:12/31/2015 IIIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1348) 435 10-11=(-134) 181 10- 1=(-1451) 468 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( 0) 0 11-12=(-385) 1809 1-11=( -2B6) 1149 WEBS: 2x4 KDDF STAND 2- 4=(-1061) 423 12-13=(-429) 1914 11- 2=( 0) 430 LOADING 4- 5=(-1926) 629 13- 9=(-440) 1628 11- 4=(-1075) 328 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1528) 539 4-12=( 0) 425 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 12- 5=( -59) 157 TOTAL LOAD = 42.0 PSF 7- 8=(-1926) 602 5-13=( -655) 209 8- 9=(-2146) 626 7-13=( -136) 752 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 13- 8=( -210) 193 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -266/ 1485V -210/ 157H 5.50" 2.38 KDDF ( 625) 35'- 8.0" -261/ 1511V 0/ OH 5.50" 2.42 KDDF ( 625) 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 = -0.093" @ 19'- 2.2" Allowed = 1.737" MAX TL CREEP DEFL = -0.187" @ 19'- 2.2" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.040" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.067" @ 35'- 2.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 15-08=10 11-11-11 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-09-08 2-02-03 4- 06-02 6-08-05 4-06-02 2-02-03 4-08-08 5-01-01 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f T f f f T f ,( load duration factor=l.6, Truss designed for wind loads 6-00 10-00 in the plane of the truss only. /- T f 3 _ 6 f f 12 12 8.50 7 M-9x6 M-9x9 M 0.525" 7M-9x6 Q 8.50 ,Ie o ,M-1.5x3 M 3x5 +. + a n o' z r% rn 0 N O om I � r W f o,ii, ii 0.2512 M-3x8 M- 3x59• -o M-1.5x3 M-3x8 M-5x8(S) ,1 .1 1, ,1 ). 5-07-12 10-02-04 10-02-04 9-07-12 ,1 1, 35-08 JOB NAME : 5017-D POLYGON - D4 ' '0 PROF�.� Scale: 0.1717 qtrtio t �� � aq /dam WARNINGS: GENERAL NOTES,unless otherwise noted: r� fC/t�cc-- g 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®/{ G t' Truss: D 4 and Warnings before construction commences. building component.Applicability of design parameters and proper itief 2.2x4 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 end bottom chords to be laterally braced a< DES. BY• EE 2'sc.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `AMP - DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ * q' 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. e OREGON SEQ. : 6120985fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Yf A design beds be eppied to any component. and are for"dry full b a bearing g at a. / '7,}r P ..t.. TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beadrlg all supports shown.Shim or wedge If 14 �`1 fabrication,handing,shipment end installation of components. Design as. 7.Design assumes adequate drainage is provided. RML .. 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 1111111111111111111111111111111111 TPIM/TCA in BCSI,copies of which will be furnished upon request. lines coincidetwith joint ate in lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.8.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31i 2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2140) 467 1- 8=(-289) 1680 8- 2=( 0) 281 6-11=(0) 281 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.1. 2- 3=(-1672) 490 8- 9=(-290) 1679 2- 9=(-469) 237 WEBS: 2x4 KDDF STAND 3- 4=(-1250) 462 9-10=(-170) 1324 9- 3=(-153) 613 i LOADING 4- 5=(-1250) 462 10-11=(-288) 1619 9- 4=(-219) 107 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1672) 490 11- 7=(-287) 1621 4-10=(-218) 107 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2140) 467 5-10=(-153) 613 TOTAL LOAD = 42.0 PSF 10- 6=(-470) 237 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -214/ 1498V -236/ 236H 5.50" 2.40 KDDF ( 625) ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012, 35'- 8.0" -214/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.077" @ 17'- 10.0" Allowed = 1.738" MAX TL CREEP DEFL = -0.157" @ 17'- 10.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.041" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.068" @ 35'- 2.5" 13 11-11 7-08-10 13 11 11 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. T T T T 7-02-13 6-08-19 3-10-05 4-00-08 6-06-12 7-02-13 Design conforms to main windforce-resisting .f T T T T T T system and components and cladding criteria. 12 12 M-9x6 M-4x6 8.50 Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.50 3 M-3x4 5 Q (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 M-3x4 M-3x4 1 6 o +; ,,+ b 1 o 41111111\IN +. rn al o 8 ray Pit wl & !�, c *k 8 9 10 11 Ti* CD M-3x5 M-1.5x3 M-3x8 M-3x8 M-1.5x3 M-3x51 M-3x5(S) 1, y b )' b b 7-01-01 6-06-12 8-09-07 6-06-12 7-01-01 b 1, b 15-08 20-00 .1 y 35-08 JOB NAME : 5017-D POLYGON - D5 �`�` pafis� Scale: 0.1825 �S �f i2i/ f�'7i WARNINGS: GENERAL NOTES,unless otherwise noted: f!!/! �p7C' "7, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual 7 92...t-E. Truss• D5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'c.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C end/or d ti BC. the overall structure is the responsibility of the buildingdesigner. 3.2x impact bridging gCr ) ( ) C DATE: 11/21/2014 Po ty 9 p or lateral bracing required where shown++ 4.No bed should be applied to any component until after all bracing and 4.Installation of truss Is the responsibilty of the respective contractor. 'v OREGON �(/ SEQ. : 6120986 fastenem are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y �f \ A design bads be appfed to any component. and are for"dry condition"of use. '7}d r�0 ..1.- TRANS I D: 412903 8.Design assumes full bearing at all supports shown.Shim or wedge if d 1 4 ¢, 5.CompuTrus has no control over and assumes no responsibility for the necessary. ct fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. it,,,1." 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be locatedppon both faces of truss,and placed so their center III II VIII VIII VIII VIII VIII VIII IIII IIII M Te USA,lnC/COrnpUTnls TPI/WTCA In BCSI,copies of iSoftwar 7.13 6(1 L)E ch will be furnished upon request. 10.linesFojoint 9.Digbasic connector plate design values see ESR-1311,ESR-1988(MiTek) Digits indicate size of late in inches. EXPIRES;12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2140) 578 1-10=(-382) 1687 10- 2=( 0) 281 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1672) 604 10-11=(-383) 1685 2-11=(-469) 229 WEBS: 2x9 KDDF STAND 3- 4=( 0) 0 11-12=(-255) 1327 11- 3=(-177) 624 LOADING 3- 5=(-1250) 550 12-13=(-307) 1619 11- 5=(-231) 137 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1250) 550 13- 9=(-386) 1621 5-12=(-231) 137 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-12=(-177) 623 TOTAL LOAD = 42.0 PSF 7- B=(-1672) 604 12- 8=(-469) 229 8- 9=(-2140) 578 8-13=( 0) 281 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -290/ 1498V -237/ 237H 5.50" 2.40 KDDF ( 625) 35'- 8.0" -290/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.077" @ 17'- 10.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.157" @ 17'- 10.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.041" @ 35'- 2.5" 15-11-11 3-08-10 15-11-11 MAX HORIZ. TL DEFL = 0.068" @ 35'- 2.5" 7-02-13 6-06-12 2-02-0 10-0 6-06-12 7-02-13 T NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14-00 1-10-A -02-0 14-00 Design conforms to main windforce-resisting ( f 6 f system and components and cladding criteria. f 12 M-4x6 Wind: 14D0, AS710M- x9T4xE + =3MRSO RSD )N2 13 **9 0 o M-3x5 M-1.5x3 M-3x8 M-3x8 M-1.5x3 M-3x5 0 M-3x5(S) / / /' / / / i 7-01-01 6-06-12 8-04-07 6-06-12 7-01-01 y y 15-08 20-00 1 ,1 35-08 0PROF JOB NAME : 5017-D POLYGON - D6 Sale: 0 1688 ,(.. m �`.,�, WARNINGS: GENERAL NOTES,unless otherwise noted: ; ill z/� "';'" 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and is for an individual 4 . .921®P E c Truss• D6 and Warnings before construction commences. building component.Applicability of design parameters and proper / • 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,+O 3.Additional temporary bracing to Insure stability dudng construction 2.Design assumes the top and bottom chords to be laterally braced et �r� DES. BY• EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywa0(BC). A.. DATE: 11/21/2014 the secret structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ di /v�,,; t� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y OREGON ^0J S E Q. : 612 0 9 8 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 4, �Lj ,� design loads be applied to any component. and are for"dry condition"of use. / -p-� rL0 t�.,t„ TRANS I D 412903 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 14 0` necessary. }�,{ • fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 'f �C 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII(IIII III I IIII IIIITPINVECA in BCSI,copies of which will be famished upon request. Digs coincide with joint center lines. 9.Digits indicatesize ofplatete In lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF B1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2118) 465 1- 9=(-279) 1812 2- 9=(-254) 229 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2- 3=(-1909) 500 9-10=(-172) 1516 9- 3=( -71) 499 WEBS: 2x4 KDDF STAND 3- 4=(-1374) 471 10-11=(-171) 1386 3-10=(-656) 289 LOADING 4- 5=(-1375) 466 11- 7=(-268) 1600 10- 4=(-359) 1190 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1903) 479 10- 5=(-654) 289 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2116) 445 5-11=( -52) 493 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 65 11- 6=(-251) 206 OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -236/ 1498V -324/ 317H 5.50" 2.40 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 8.0" -282/ 1616V 0/ OH 5.50" 2.58 KDDF ( 625) 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 = -0.086" @ 17'- 10.0" Allowed = 1.738" MAX TL CREEP DEFL = -0.172" @ 17'- 10.0" Allowed = 2.317" 17-10 17-10 MAX LL DEFL = -0.002" @ 36'- 8.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 36'- 8.0" Allowed = 0.133" 6-01-13 5-09-04 5-11 5-11 5-09-04 6-01-13 T 1' T T T ' T MAX HORIZ. LL DEFL = 0.044" @ 35'- 2.5" 12 12 MAX HORIZ. TL DEFL = 0.069" @ 35'- 2.5" 8.50 p M-4x6 .. 8.50 NOTE:Design assumes moisture content does 4.0" not exceed 19% at time of manufacture. 4 ,(--1. OS% Design conforms to main windforce-resisting system and components and cladding criteria. M-5x6(S) M-5x6(S) Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" %44%%%%%%%%%s0.25" load duration factor=l.6, Truss designed for wind loads v, /A1)1100,,(4-1.5X3 in the plane of the truss only. 0W 0M 1.5x3 /ii ,' o„, 0 4 t o *1 M-3x5 M-3x4 118.25" M-3x4 M -3x5 9 0l M-5x8(S) b 9-01-05 8-08-11 8-08-11 9-01-05 l b 35-08 1-00 JOB NAME : 5017-D POLYGON - D7 K,(c, pRQfi s� Scale: 0.1635c:os.�j �G/iN , WARNINGS: GENERAL NOTES,unless otherwise noted: /�•" / CC-- 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 individual4 . 7926`P G. Truss: D7 and Warnings before construction commences. building component.Applicability of design parameters and proper /I 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. '„�/ ir ,�J,�, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ # CZ 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. 'S9 OREGON <l/ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, L•. V a k. TRANS I D: 412903 design bads be applied to any component. and are for"dry condition"of use.supports wedge �4 • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all su As shown.Shim or If V 4 necessary. �•. S fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. t;Fit`Y 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII ILII VIII VIII VIII IIII IIII TPIANTCA In BCSI,copies of which will be furnished upon request. Digit coincidenctwith jointfain inches.9.Riess ndsize of plateeto Ilnes. !!r�t MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12131 P I t01 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-10=(-251) 1804 3-10=(-251) 206 BC: 2x4 KDDF 81&BTR SPACED 24.0" 0.0. 2- 3=(-2116) 445 10-11=(-171) 1513 10- 4=( -51) 493 WEBS: 2x4 KDDF STAND 3- 4=(-1902) 479 11-12=(-171) 1385 4-11=(-654) 289 LOADING 4- 5=(-1374) 466 12- 8=(-263) 1599 11- 5=(-353) 1188 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1374) 466 11- 6=(-654) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1903) 479 6-12=( -52) 493 TOTAL LOAD = 42.0 PSF 7- 8=(-2116) 445 12- 7=(-251) 206 OVERHANGS: 12.0" 12.0" 8- 9=) 0) 65 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -281/ 1612V -329/ 329H 5.50" 2.58 KDDF ( 625) 35'- 8.0" -281/ 1612V 0/ OH 5.50" 2.58 KDDF ( 625) 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" 17-10 17-10 MAX LL DEFL = -0.086" @ 17'- 10.0" Allowed = 1.738" MAX TL CREEP DEFL = -0.172" @ 17'- 10.0" Allowed = 2.317" 6-01-13 5-09-04 5-11 5-11 5-09-04 6-01-13 MAX LL DEFL = -0.002" @ 36'- 8.0" Allowed = 0.100" T T 1. 1' f T MAX TL CREEP DEFL = -0.003" @ 36'- 8.0" Allowed = 0.133" 12 12 M-4x6 MAX HORIZ. LL DEFL = 0.043" @ 35'- 2.5" 8.50 1:27 Q 8.50 MAX HORIZ. TL DEFL = 0.069" @ 35'- 2.5" 4.0" 5 .hl NOTE:Design assumes moisture content does 0144444 not exceed 19% at time of manufacture. M-5x6(5) 7 N.M-5x6(S) Design conforms to main windforce-resisting system and components and cladding criteria. 0.25" 0.25" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ao oc load duration factor=1.6, Truss designed for wind loads iO 0 in the plane of the truss only. oo o M-1.5x3 M-1.5x3 3 7 rn 0 1 : 9 o 1 ' 10 1� 12 '�M-3x5 M-3x4 0.25" M-3x4 M-3x5 1 0 0 M-5x8(S) y b 9-01-05 8-08-11 8-08-11 9-01-05 y b 1-00 35-08 1-00 JOB NAME : 5017-D POLYGON - D8 X PROF��,s Scale: 0.1572 �J IN / WARNINGS: GENERAL NOTES,unless otherwise noted: �C./ ga17 m r 1.Builder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4' T. $PE f"" Truss: D 8 and Warnings before construction commences. building component.Applicadtity 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. T 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE Is the responsibilityof the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ° DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ B I�.,' 4.No bad should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. -7, 14./ W' SEQ. : 6120989 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• 412903 design loads be applied to any component and aregfor"dry condition"of use.supports g / '7 . 14 rt41 • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat an su its shown.Shim or wedge ifP necessary. �,q�+ 4 fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. ",�c„P R"y,. 6.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPI/WTCA in SC copies of ch ines coincide with int center tines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIII Miilo USA,InC.s/CompuTrus will 7.6.8 L En request. 10.(For basic connectoroplate design values see ESR-1311,ESR-1988(MITek) 9.Digits indicate size ofplate In inches. EXPIRES:12/31/2015 IIIIIIIAll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-14=(-595) 2572 14- 3=(-145) 832 20-11=(-368) 173 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3257) 814 14-15=(-542) 2321 3-15=(-542) 170 11-21=( 0) 250 WEBS: 2x4 KDDF STAND 3- 4=(-2268) 638 15-16=(-387) 1791 15- 4=( 0) 292 LOADING 4- 5=(-1875) 645 16-18=(-314) 1567 4-16=(-466) 174 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1458) 571 17-19=) -11) 50 16- 5=(-278) 862 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 19-20=)-325) 1563 16- 6=(-492) 208 TOTAL LOAD = 42.0 PSF 6- 8=(-1567) 612 20-21=(-399) 1635 6-18=1 -34) 300 8-10=(-1351) 554 21-12=(-398) 1636 17-18=) 0) 80 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18-19=(-316) 1525 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1770) 616 18- 8=(-123) 124 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2158) 583 19- 8=( -71) 139 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 65 8-20=(-435) 140 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 10-20=)-156) 652 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -346/ 1612V -221/ 221H 5.50" 2.58 KDDF ( 625) 35'- 8.0" -346/ 1612V 0/ OH 5.50" 2.58 KDDF ( 625) 0-06-07 2-02-03 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 15-11-11 3-08-10 '0' 1' 15-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 2-09 4-06-09 9-06-09 1-07-12 4-08 -03 3-00-07 5-06-12 6-02-13 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" '( 1' 1' '( 1 1' '( 1' 1' '1 '1 MAX LL DEFL = -0.102" @ 13'- 7.0" Allowed = 1.737" 12-00 12-00 MAX TL CREEP DEFL = -0.207" @ 13'- 7.0" Allowed = 2.317" MAX LL DEFL = -0.002" @ 36'- 8.0" Allowed = 0.100" 12 M-4X6+ M-3x8 M-4x6+ 12 MAX TL CREEP DEFL = -0.003" @ 36'- 8.0" Allowed = 0.133" 8.507 M-3x9 :''��` Q 8.50 MAX HORIZ. LL DEFL = 0.066" @ 35'- 2.5" 7 9 MAX HORIZ. TL DEFL = 0.110" @ 35'- 2.5" M- 4x6;�� Il �`�-9x6 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-5x6(S) M-5x6(5) Design conforms to main windforce-resisting 0 0.25" system and components and cladding criteria. 9 0.25" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I ti 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ry `s load duration factor=l.6, Truss designed for wind loads M-3x4 in the plane of the truss only. 3 • M 3x6 �M�= o 1 ' 2xwedge M-3x9 M-3x810 181��-i`�!o z1 "'�3 4o o M-5x6 , M-1.5x3 M-5x6 0.25' M-1.5x3 M-3x5 0 M-1.5x9+M-1.5x9+ M-5x8 a 3.75 M-5x8(S) 12 2-05-08 9-06-04 9-08 1-11-09 9-11-02 5-06-02 5-06-12 6-01-01 J, ), l .1 b 2-05-08 10-11-12 22-02-12 y 00 1-00 35-08 1-00 JOB NAME : 5017-D POLYGON - D9 0PRO�e`�si Scale: 0.1504 44., ,)� q �� WARNINGS: GENERAL NOTES,unless otherwise noted: f�Jl 17i.-' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual 7 9 1♦PE <' Truss: D9 and Warnings before construction commences. building component.ApplicaNlity of design parameters and proper 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE s the res onslMlity of the erector.Additional ertnaneM bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by iAlfP P P g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rlr " ty,, DATE: 11/21/2 014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �+ 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. r OREGON SEQ. : 6120990 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, V TRANS ID: 412903 design bads be appied to any component. and are for"dry condition"of use. 6. Gamh "7} 14 2 � 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if necessary. /f RR ` fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. rt l k- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - III II VIII(IIII 11111 VIII 111 1 1111 III TPINVECA in SCSI,copies of which will be furnished upon request lines coincide with joint center Ines. 9. Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-14=(-595) 2572 14- 3=(-145) 832 20-11=(-368) 173 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3257) 814 14-15=(-542) 2321 3-15=(-542) 170 11-21=( 0) 250 WEBS: 2x4 KDDF STAND 3- 4=(-2268) 638 15-16=(-387) 1791 15- 4=( 0) 292 LOADING 4- 5=(-1875) 645 16-18=(-314) 1567 4-16=(-466) 174 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1458) 571 17-19=) -11) 50 16- 5=(-278) B62 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 19-20=(-325) 1563 16- 6=(-492) 208 TOTAL LOAD = 42.0 PSF 6- 8=(-1567) 612 20-21=(-399) 1635 6-18=( -34) 300 8-10=(-1351) 554 21-12=(-398) 1636 17-18=( 0) 80 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 HE Ground Snow (Pg) 9-10=( 0) 0 18-19=(-316) 1525 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1770) 616 18- 8=(-123) 124 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2158) 583 19- 8=( -71) 139 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 65 8-20=(-435) 140 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 10-20=(-156) 652 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -346/ 1612V -221/ 221H 5.50" 2.58 KDDF ( 625) 35'- 8.0" -346/ 1612V 0/ OH 5.50" 2.58 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 0-06-07 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 13-11-11 7-08-10 13-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" '( T T T MAX LL DEFL = -0.102" @ 13'- 7.0" Allowed = 1.737" 2-09 4-06-04 4-06-04 1-07-12 4-08-0302-03 5-06-12 6-02-13 MAX TL CREEP DEFL = -0.207" @ 13'- 7.0" Allowed = 2.317" T T f f T T �3-00-07 f f . MAX LL DEFL = -0.002" @ 36'- 8.0" Allowed = 0.100" 12-00 12-00 MAX TL CREEP DEFL = -0.003" @ 36'- 8.0" Allowed = 0.133" T T T T 12 M-3x9 g 12 MAX HORIZ. TL DEFL = 0.0110" @ 35'- 2.5" 8.50 p M-4x6 M-4x6 ''' ]8.50 5 6 M-3x8 o NOTE:Design assumes moisture content does r //, not exceed 19% at time of manufacture. M Sx6(S) ... Design conforms to main windforce-resisting rn 0.25" M Sx6(S) system and components and cladding criteria. o 0.25" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �` + �1 (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), +l + load duration factor=1.6, ind ads o M-3x4 inuthe ss dplaneeoffthe or wtruss oonly. 3 o M-3x6 �� o o 1 � 4 2xwedge M-3x4 M-3x8 c' '7 19 iW a `�3 o r o M-5x6 o ld-1.5x3 M-5x6 0.25' M-1.5x3 M-3x5 I M-1.5x4+M-1.5x4+ M-5x8 0 . 3.75 M-5x8(S) 12 2-05-08 4-06-04 4-08 1-11-04 4-11-02 5-06-02 5-06-12 6-01-01 / ). / / / b 2-05-08 10-11-12 22-02-12 y 00 1-00 35-08 1-00 JOB NAME : 5017-D POLYGON - D10 sale: 0.1504 r-�`�,•(«.„ Gog pN t1F�0:0. WARNINGS: GENERAL NOTES,unless otherv4se noted: 44 SI I'iz, f rI. 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an Individual t . .r.920 0 PE r Truss• D10 and Warnings before construction commences. building component.Applcabllity of design parameters and proper 2.2z4 compression web bradng must be instated where shown+• incorporation of component Is the responsibility of the building designer. d+' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of } °"""" DATE: 11/21/2014tybuilding g continuous sheathing such as plywood sheething(TC)and/or drywat(BC). the overall structure is the res ndbil of the designer. 3.2z Impact bridging or lateral bracing required where shown++ y /j,C, 4.No load should be applied to any component until after at I'bracing end 4.Installation of truss is the responsibility of the respective contractor. OREGON corrosive environment, SEQ. : 6120991fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a j., ^W �b A design beds be applied to any component. and are for"dry condition"of use. / 41 Q TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibilityfor the 6.Design assumes full bearing at at supports shown.Shim or wedge if 1 4Ly fabrication,handing,shipment and installation of components. necessary. 1`�` 6.This design is furnished subject to the Imitations set forth 7.Plates assumes el adequateated drainage Is truss,a. `ARIL�;, IIIIII I III III III I VIII VIII VIII IIII IIII 9 1 by S.Plates shall be located on both faces of truss,and placed so their center ' TPINYTCA In BCSI,copies of which will be furnished upon request. toes coincide with joint center Anes. 9.Digits indicate size of plats in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF %1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-11=(-527) 2545 11- 3=(-125) 823 16- 7=( -72) 139 BC: 2x4 KDDF %1&BTR SPACED 24.0" O.C. 2- 3=(-3258) 693 11-12=(-480) 2296 3-12=(-538) 174 7-17=(-424) 113 WEBS: 2x4 KDDF STAND 3- 4=(-2268) 523 12-13=(-314) 1786 12- 4=( 0) 292 8-17=(-153) 653 LOADING 4- 5=(-1876) 526 13-15=(-200) 1568 4-13=(-465) 194 17- 9=(-376) 192 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1459) 484 14-16=( -7) 50 13- 5=(-234) 862 9-18=( 0) 250 BC LATERAL SUPPORT <= 12"CC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1568) 511 16-17=(-205) 1564 13- 6=1-492) 164 TOTAL LOAD = 42.0 PSF 7- 8=(-1352) 466 17-18=(-306) 1638 6-15=( -23) 286 8- 9=(-1772) 504 10-10=(-304) 1640 14-15=( 0) 80 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2160) 476 15-16=(-199) 1525 ALL FLAT TOP CHORD AREAS NOT SHEATHED 15- 7=(-106) 98 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -270/ 1616V -207/ 214H 5.50" 2.58 KDDF ( 625) ** For hanger specs. - See approved plans 35'- 8.0" -224/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.102" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.207" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.066" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.110" @ 35'- 2.5" 11-11-11 11-08-10 11-11-11 NOTE:Design assumes moisture content does T T T T not exceed 19% at time of manufacture. 2-09 4-06-04 4-08-07 1-05-09 5-02-10 5-02-10 5-06-12 6-02-13 T '( '( T T T 4 1' T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 8.50 p M-9x65 P1-3x4 6M -�x8 8-9x6 Q 8.50 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-5x6(5) / load duration factor=l.6, 0.25" ) .., NM=5x6S ) Truss designed for wind loads in the plane of the truss only. / 0.25" I I +. 9 w +9 + !c ci I M-3x4 :„... ..........._,M 3x6 5 . - 15, 2xwedge M-3x4 M-3x810 1 14 16 }7 18 lo-* o M-5x6 Ot M-1.5x3 M-5x6 0.25 M-1.5x3 M-3x5 of M-1.5x4+M-1.5x4+ M-5x8 a 3.75 M-5x8(S) 12 2-05-08 4-06-04 4-08 1-11-04 4-11-02 5-06-02 5-06-12 6-01-01 1 2-05-08 10-11-12 22-02-12 1-00 35-08 JOB NAME : 5017-D POLYGON - D11 Scale: 0.1510 5� p `sa WARNINGS: GENERAL NOTES,unless otherwise noted: 551' 11/2/ F c- ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en Individual `9211 f [,,. Truss: Dl 1 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ��+°" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��r DES. BY EE 2'o.c.and at 10'o.c.respectively unless braced throughout •their length by 400 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ^#T ,} OREGON ((/ SEQ. : 6120992fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, 41 •y,• + A. TRANS I D: 412 9 0 3 design loads be applied to any component. and are for"dry condition"of use.supports wedge � �4 • 5.CompuTrus has no control over and assumes no responsibility for the 8.Desi n assumes full bearingat all su ris shown.Shim or if ` '1 necessary. '✓! . R y andfabrication,handling,shipment aInstaAetlon of components. 7.Design assumes adequate drainage is provided. -PRO- 6. - y�,,,, 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be locatedppon both faces of truss,and placed so their center TPINVTCA in BCSI,copies of ch will be furnished upon s de with 111111111111111111111 VM Te USA,Inc/CompuT S(Software 7.6.6(11_)-E request. 10.For basic conn ctoropiste design values see ESR-1311,ESR-1988(MITek) int center lines. 9.Digits indicate size of late in inches. EXPIRES:12/31/2015 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-13=(-732) 2598 13- 3=(-185) 839 10-19=(-196) 833 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3318) 955 13-14=(-667) 2345 3-14=(-592) 278 19-11=(-117) 134 WEBS: 2x4 KDDF STAND; 3- 4=(-2258) 67B 14-16=(-610) 2522 14- 4=(-166) 911 2x4 KDDF #1&BTR A LOADING 4- 5=( 0) 0 15-17=( -29) 118 14- 6=(-992) 300 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1761) 604 17-18=(-554) 2371 6-16=( 0) 285 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2514) 817 18-19=(-520) 2121 15-16=( 0) 82 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2140) 716 19-12=(-455) 1604 16-17=(-528) 2269 8-10=(-1560) 551 16- 7=( -81) 220 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 17- 7=(-162) 146 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-1981) 625 7-18=(-360) 64 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2127) 640 18- 8=( -6) 345 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8-19=(-873) 269 OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -323/ 1616V -136/ 143H 5.50" 2.58 ROOF ( 625) 35'- 8.0" -279/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.146" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.294" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.079" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.131" @ 35'- 2.5" 9-11-11 15-08-10 9-11-11 NOTE:Design assumes moisture content does 2-09 5-00-08 2-02-033-05-09 5-03 4-09-1202-033-10-04 3-11-05 not exceed 19% at time of manufacture. 2-02-0 f f f Design conforms to main windforce-resisting 8-00 8-00 system and components and cladding criteria. T '1 T T 125 M-5x8(S) 6 12 Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.50 p Q8.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 M-4x6 load duration factor=l.6, M-6x4 04.725" M-33x4 a Truss designed for wind loads A in the plane of the truss only. cn o 1 M-1.5x3 o M 3x5 Az 1 t6 i 61 iii 1 auo M-3x6 �M o 07 2xwedge M x8 o is 174 6 *4,13" .,i; �o M-5x6 of M-1.5x3 M-3x8 0.25 M-3x8 M-3x5 01 M-1.5x4+M-1.5x4+ M-5x8 a 3.75 M-5x6(S) 12 ) b 1' b b .1 1- )' 2-05-08 5-02-04 5-11-04 4-11-08 4-08 4-09-12 7-07-12 1 1' 1• 1 2-05-08 10-11-12 22-02-12 1• 1• 1- 1-00 1-00 35-08 JOB NAME : 5017-D POLYGON - D12 0, OPROFe Scale: 0.1445 0‘aGIN % WARNINGS: GENERAL NOTES,unless otherwise noted: ltt' //rg "! 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual u- .9 'P E S'~ Truss: D12 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of +�"m" DATE: 11/21/2014 responsibilitybuilding designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). the overall structure is the of the 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. -,' OREGON 4/SEQ. : 6120993 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a L„non-corrosive environment, \/>' A.. design loads be applied to any component and are for"dry condition"of use. y TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all /supports shown.Shim or wedge if Q 14 2Q�� fabrication,handing,shipment and installation of components. necessary. jJ.,� 7.Design assumes adequate drainage is truss, '•'fiPR`L`.,, 6.This design is famished subject to the imitations set forth by 8.Plates shall be locatedonboth feces of truss,and placed so their center TPI/WTCA in BCSI,copies of s coincide with 111111 VIII VIII IIII VIII(IIII(IIII I I IIII M Te USA,lnc/CompuT s which a 7.6.6(1 L)E request. 10 Forlinbasic connector oiplate design values see ESR-1311,ESR-1988(MiTek) nt center Ines. 9.Digits Indicate size of late in inches. EXPIRES:12/31/2016 IIII II II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-11=(-637) 2598 11- 3=(-156) 839 16- 7=( -13) 345 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3318) 807 11-12=(-581) 2345 3-12=(-590) 294 7-17=(-873) 238 WEBS: 2x4 KDDF STAND; 3- 4=(-2258) 541 12-14=(-477) 2522 12- 4=(-144) 911 8-17=(-179) 833 2x4 KDDF #1&BTR A LOADING 4- 5=(-1761) 503 13-15=( -23) 118 12- 5=(-992) 271 17- 9=(-129) 148 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2514) 685 15-16=(-436) 2371 5-14=( 0) 285 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2140) 602 16-17=(-388) 2121 13-14=( 0) 82 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1560) 462 17-10=(-373) 1604 14-15=(-415) 2269 8- 9=(-1981) 510 14- 6=( -50) 205 LL = 25 PSF Ground Snow (Pg) 9-10=(-2127) 530 15- 6=(-162) 146 NOTE: 2x4 BRACING AT 24"OC UON. FOR 6-16=(-360) 72 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -247/ 1616V -136/ 143H 5.50" 2.58 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -204/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) For hanger specs. - See approved plans '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 = -0.146" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.294" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.079" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.131" @ 35'- 2.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 7-11-11 19-08-10 7-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. 2-09 5-02-11 5-05-09 5-03 9-09-12 9-09-08 3-10-09 3-11-05 T T 1' 1' T i' T T ,/ Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x8(S)0.25" M 3x9Truss 9 load duration factor=1.6, 8.50 p M-4x6 M-3x4 M-9x6 Q 8.50 designed for wind loads s•NN 5 1 5 7 3 in the plane of the truss only. 0, - M-1.5x3 1 M-3x5 A 7 c, 3 1 0, M-3x6 0, - 'a'' e44 A o ' 12xwed e lz o 14 -® �o M-5x6 g M-3x8 0' M 1135x3M-3sg 0.25)6M-3x8M-3x5 ti to M-1.5x4+M-1.5x9+ M-5x6(S) , 3.75 M-5x8 12 ,1 ) 1 1 1 1 i 1 2-05-08 5-02-09 5-11-09 4-11-08 9-08 4-09-12 7-07-12 ,l ) 1 1 2-05-08 10-11-12 22-02-12 1 1 1 1-00 35-08 JOB NAME : 5017-D POLYGON - D13 K‹(„,' ..9,.., P�°'� Ss Scale: 0.1706 t/)GIN/1 /� WARNINGS: GENERAL NOTES,unless otherwise noted: {fJ �•��+ 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 - .920,P E {r" Truss: Dl 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. f" 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,ter is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat / )BC). " 4111111', DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ # CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibihty of the respective contractor. 7 OREGON '4/ SEQ. : 612 0 9 9 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4, ..4�ii design bads be applied to any component, and are for"dry condition"of use. / -p}'' �9 .„ TRANS 1 D: 412903 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 14 v.,, fabrication,handling,shipment and installation of components. necessary. 7.Designlatesassumes adequateed draface Is vrsa. , ����,,... 6.This design Is famished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (IIII VIII VIII VIII VIII(IIII(IIII IIII IIII TPINVECA in BCSI,copies of which will be furnished upon request. lines coincide ech joint center tines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 1111 III IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-08-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 64 2-11=(-2038) 5418 11- 3=( -602) 1690 15- 8=1 -380) 1154 BC: 2x6 KDDF #1&BTR 2- 3=(-6808) 2396 11-12=(-1840) 4884 3-12=( -640) 246 8-16=(-1672) 904 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-5164) 1894 12-13=(-2578) 6210 12- 4=( -710) 2188 16- 9=( -618) 2136 2x4 KDDF #1&BTR A LL = 25 PSF Ground Snow (Pg) 4- 5=(-4194) 1584 14-15=( -152) 376 12- 5=(-2618) 1316 9-17=(-4404) 1898 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V5- 6=(-7530) 3110 15-16=(-2410) 5784 5-13=( -660) 1714 17-10=( -310) 230 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 35'- 8.0" V6- 7=(-7458) 3080 16-17=(-1544) 3584 14-13=) 0) 112 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 8.0" V7- 8=(-6734) 2782 13- 6=( -524) 392 8- 9=(-4818) 1946 13- 7=( -348) 814 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 9-10=( -58) 68 13-15=(-2616) 6450 NOTE: 2x4 BRACING AT 24"OC UON. FOR 7-15=(-1174) 716 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" -1038/ 3041V -88/ 162H 5.50" 4.87 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -1245/ 3004V 0/ OH 5.50" 4.81 KDDF ( 625) ** For hanger specs. - See approved plans ( 2 ) complete trusses required. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' -''.- Attach 2 ply with 3"x.131 DIA GUN nails staggered: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 bottom chords,XX MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.239" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.444" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL = -0.076" @ 35'- 4.5" MAX HORIZ. TL DEFL = 0.119" @ 35'- 4.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 5-11-11 29-08-05 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2-09 3-00-08 3-09-14 3-11-10 4-11-08 5-09-11 5-06-03 5-09-11 load duration factor=l.6, T T 320# T T T T T T End vertical(s) are exposed to wind, 12 Truss designed for wind loads 8.50 p M-4x6 M-5x6(5) in the plane of the truss only. M-3x4 M-165x3 0.25" 7 M-3x4 M-3x8 M-1105x3 9 y mw B cv M-3x6 M 3x5 , .- /Ali4VAIII o t Mo o I .7, rn o •• �- A c oF,: ` 12xwedge 12 ro 1314 `15 j,6 **17 -' /C, _M 6x6 M 3x8 o M-7x8 M-9x12 0.25 M 3x6 M 1.5x9+M 1.5x4+ M-1.5x3 M-7x8(S) a 3.75 b J• 12 b b b b J' 2-05-08 3-02-04 7-11-04 y 5-01-04 8-05 8-06-12 y 2-05-08 10-11-12 22-02-12 b 1, ), 1-00 35-08 00 PROF JOB NAME •. 5017-D POLYGON - D14 Scale: 0.1647 `co'<(- IN X6(9 WARNINGS: GENERAL NOTES,unless otherwise noted: /UP c 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual : .92 a®P E r Truss: D 14 and Warnings before construction commences. building component.Applicability of design parameters and proper , 2.23,4 compression web bracing must be installed where shown e. incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ! // continuous sheathing such as plywood sheathing(TC)and/or drywaR(BC). J DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ al �`'(' ' 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. -7 OREGON `,/ non-corrosiveSEQ. : 6120995 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a v environment, 1, ,,b' A. design bads be applied to any component. and are for"dry condition"of use. / 14 P'' ?SI) -.. TRANS I D 412903 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 14 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. it+. O1, . yLp 6.This design is furnished subject to the limitations set forth by E.Plates shall be located on both faces of truss,and placed so their center 11VIII 11 VIII VIII 11111111111111 IIIIVIII(IIII IIII IIII IPINVECA in BCSI,copies of which will be famished upon request. Digit coincidewith jointcenter Ines. 9.Digits Indicate size of plate in inches. pp t MiTekUSA,Inc./CompuTrusSoftware+7.6.6-SP1(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXP)REO.1,2r 12/31/2015 1110010 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(-53) 96 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-180) 24 5-7=(-85) 148 5-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=( -33) 36 3-7=(-157) 90 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -47/ 352V -34/ 113H 5.50" 0.56 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -94/ 79V 0/ OH 1.50" 0.13 KDDF ( 625) 6'- 0.0" 0/ 96V 0/ OH 5.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-11 MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.170" T T MAX TL CREEP DEFL = -0.010" @ 2'- 3.8" Allowed = 0.226" 12 MAX LL DEFL = 0.000" @ 5'- 5.6" Allowed = 0.078" MAX BC PANEL TL DEFL = -0.002" @ 3'- 12.0" Allowed = 0.164" 8.50 p -, MAX HORIZ. LL DEFL = -0.006" @ 5'- 5.6" MAX HORIZ. TL DEFL = 0.008" @ 5'- 5.6" jNOTE:Design assumes moisture content does M-4X6 not exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting t system and components and cladding criteria. O en N Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads rn �� in the plane of the truss only. a, " 7►' o �' o M-1.5x3 4111111111111111 7 o N BA M6-3x4 M-3x4 M-3x5 x 1 1 1 ) 2-03-12 3-01-13 0-06-07 1 1 i 1 1-00 1 2-05-08 3-06-08 1 'PROVIDE FULL BEARING;Jts:2,4,71 6-00 JOB NAME : 5017-D POLYGON - DCJ2 Scale: 0.5479 `c�.�'i\�GI�N O((jF}{7`•.0, WARNINGS: GENERAL NOTES,unless otherwise noted: 4'? ii/2ii Tr , 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 ' 7920•PE r Truss: DCJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown it. Incorporation of component is the responsibility of the building designer. ' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at • DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). ` r.. DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+a (t 4.No bed should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON (4 S E Q. : 6120996 fasteners ate complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 41'14:1r;;;;411‘1., �j � design loads be applied to any component. and are for"dry condition"of use. / �eS_ TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 7 F� � fabrication,handling,shipment and installation of components. necessary. 7.Designlatesassumes adequate one drgn aisprovided.Imitations faces of truss,and placed so their center III VIII(IIII VIII VIII(IIII IIII IIII IIII TPIANiCA in BCSI,copies of which will be famished upon request git coincidenctwith joint patecenternche. 9.Digits indicate size of plate in inches. M ITBk USA,IOC./COmpuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2016. (IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(-138) 172 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-263) 57 5-7=(-216) 267 5-3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=( -73) 59 3-7=(-284) 232 LOADING 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) OVERHANGS: 12.0" 0.0" 0'- 0.0" -37/ 395V -51/ 159H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 5.6" -11/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.7" -63/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.013" @ 2'- 3.8" Allowed = 0.254" T T MAX TL CREEP DEFL = -0.016" @ 2'- 3.8" Allowed = 0.339" f 4 -i MAX HORIZ. LL DEFL = -0.015" @ 5'- 5.6" 12 MAX HORIZ. TL DEFL = 0.015" @ 5'- 5.6" 8.507 ►0 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. in I Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 ,- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o I load duration factor=l.6, 0 3 in Truss designed for wind loads I �� in the plane of the truss only. 0 ,n 4bilimmi........ i wr rn o 7�� .,-- tI, M-3x4 M-1,5x3 OMMEMEMME1 /- II.-=-A 6 0 0 M-3x4 M-3x5 PROVIDE FULL BEARING;Jts:2,7,4' ,1 b b 5 2-03-12 3-01-13 0-06-07 .6 1, 1• b 1-00 b 2-05-08 3-06-08 y 6-00 p PROF JOB NAME : 5017-D POLYGON - DCJ3 Scale: 0.4837 `�J'� ..0.131N/J i, /i WARNINGS: GENERAL NOTES,unless otherwise noted: v/��r� �• "� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 . .92 e.PE 1'~ Truss: DCJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE2'o.c.and at 10'o.c.respectively unless braced throughout their length byf " is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ./ `^'` DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ i 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responslMNty of the respective contractor. 7A'OREGON 1V SEQ. : 6120997 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, 1' •y,�t AC, TRANS ID: 412 9 3 design beds be appled to any component and are for"dry condition"of use. /� 7,}f r0.��.". 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 necessary. l fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. P R 1 L\- 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII IIII IIIITPINVTCA in BCSI,copies of which willbe furnished upon request Digits lines coincide with joint centerteinches.nce 9.Dien s niccidt size of t ctola . M ITek USA,(nC./CompuTfu3 Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES;12131/2015 111111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-7=(-101) 156 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-239) 47 6-8=(-160) 242 6-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=(-162) 130 3-8=(-257) 170 LOADING 4-5=( -58) 25 TC LATERAL SUPPORT <= 12"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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 383V -68/ 207H 5.50" 0.61 KDDF ( 625) 5'- 5.6" -8/ 126V 0/ OH 5.50" 0.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -137/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 11.7" -19/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 7-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" '( '1' MAX LL DEFL = 0.010" @ 2'- 3.8" Allowed = 0.254" - 5 MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" f) MAX HORIZ. LL DEFL = -0.011" @ 5'- 5.6" MAX HORIZ. TL DEFL = 0.013" @ 5'- 5.6" 8.50 12 p - NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. �( Design conforms to main windforce-resisting i o system and components and cladding criteria. d. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o, 01 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I rar load duration factor=l.6, o M-4x6 Truss designed for wind loads 1 in the plane of the truss only. 3 fil o .it m -,, o o RA-m o M-1.5x3 k ' M13x4 r M-3x9 M-3x5 .1 ), ). )' 2-03-12 3-01-13 0-06-07 ,1 y J., b 1-00 y 2-05-08 5-06-03 , y 6-00 1-11-11 PROVIDE FULL BEARING;Jts:2,8,4,51 4. JOB NAME : 5017-D POLYGON - DCJ4 <<��Scale: 0.3619 � �G,��� /0� WARNINGS: GENERAL NOTES,unless otherwise noted: J f(/ C- 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' .92 i O P E r" Truss• DCJ4 end Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY• EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Irk Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as pywood sheathing(TC)end/or drywall(BC). / ` 0- DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ • ��"' 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibi .bty of the respective contractor. . p A_OREGON �+y SEQ. : 6120998fasteners are complete and at no time should any bnon- corrosive greater than 5.Design assumes trusses are to be used In a environment, -�7�i TRANS ID: 412903 design loads be applied to any component. and are for"dry condition"of use. l 7}r 42. 1., 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes Tull bearing at ell supports shown.Shim or wedge if r fabrication,handing,shipment and installation of components. Designnecessary. g P Po 7. latesassumes adequate drainage isf a. `t„� 6.This design is famished subject to the limitations set forth by 8.Plates shah be located on both faces of truss,and placed so their center III II 11111 (IIII VIII VIII 111111111111 IIII(IIIIIIIIIIII TPIANTCA In BCSI,copies of which will be famished upon request. git coincidenctwith jointfcenternche. 9.Digits ndsize of platein inches. MITek USA,If C./COmpuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MIT(k) EXPIRES:12/31/2015 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-7=( -84) 149 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-229) 98 6-8=(-133) 231 6-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=(-236) 199 3-8=(-246) 142 LOADING 4-5=( -90) 54 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"CC. 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/ 377V -85/ 256H 5.50" 0.60 KDDF ( 625) 5'- 5.6" -7/ 120V 0/ OH 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -186/ 302V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -64/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 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" f f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.009" @ 2'- 3.8" Allowed = 0.254" 6 MAX TL CREEP DEFL = -0.013" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = 0.010" @ 5'- 5.6" MAX HORIZ. TL DEFL = 0.013" @ 5'- 5.6" 7M-3x4 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. MWind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oI load duration factor=1.6, Truss designed for wind loads oin the plane of the truss only. ilf o, lasimmEmmmibm _, d ill o *- 2-03-12 3-01-13 0-06-07 * ,l .1 * 1-00 2-05-08 7-96-03 J, y 6-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,8,4,51 JOB NAME : 5017-D POLYGON - DCJ5 ��` � PRO,�rS Scale: 0.3336 <j { G1 )i�"y}t �/ WARNINGS: GENERAL NOTES,unless otherwise noted: 44,I� y I'I i/Ht c 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 . '92 e*P E c' Truss• DCJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. ' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10' respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DAT E: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* 4SEQ. : 6120999 .No load should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. -1y OREGON (v: loadsfasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, G, '! !� h A. design bads be applied to any component. end are for"dry condition"of use. / T 4 TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at ell supports shown.Shim or wedge If 14 2 �P"' fabrication,handing,shipment and installation of components. necessary. q I 4 7.Designlatesassumes adequate drainage Is of truss,a. � �t.:sy��.,, 6.This design Is famished subject to the imitations set forth by 8.Plates shall be located on both faces of and placed so their center rt IIIIII VIII VIII VIII(IIII VIII IIII IIII IIII TPI WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint aIn inches.9.Digits Indicate size of plate In Inches. M iTBk USA,InC./CompuTrus Software 7.8.8(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(viiTek) EXPIRES;12/31/2015 111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2- 8=(-100) 160 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-267) 151 7- 9=(-157) 248 7- 3=( 0) 50 WEBS: 2x4 KDDF STAND 3- 4=(-291) 257 3- 9=(-264) 167 LOADING 4- 5=(-163) 125 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -54) 25 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSE Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -27/ 379V -103/ 307H 5.50" 0.61 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 5.6" -13/ 123V 0/ OH 5.50" 0.20 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. - 5'- 11.2" -175/ 278V 0/ OH 1.50" 0.36 KDDF ( 625) 9'- 11.2" -137/ 216V 0/ OH 1.50" 0.28 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 11'- 11.7" -22/ 36V 0/ OH 1.50" 0.06 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1' '( MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" /- 6 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.009" @ 2'- 3.8" Allowed = 0.254" :I MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" 5 MAX HORIZ. LL DEFL = -0.011" @ 5'- 5.6" MAX HORIZ. TL DEFL = 0.014" @ 5'- 5.6" B.50 12 it NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting o--, system and components and cladding criteria. c, 4 N Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 00 r t (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), ,.0 A co load duration factor=l.6, 0 r Truss designed for wind loads o, in the plane of the truss only. M-4x6 3 lO 4. (i. m o M-1.5x3 I f M33x4 0 M-3x9 M-3x5 b ), b 1 2-03-12 3-01-13 0-06-07 ,l ,l ). 1, 1-0 2-05-08 2-05-08 , 9-06-03 y 6-00 5-11-11 PROVIDE FULL BEARING;Jts:2,9,4,5,61 Q PROF JOB NAME : 5017-D POLYGON - DCJ6 Scale: 0.2909 GJ<l�GiN �s`r/ WARNINGS: GENERAL NOTES,unless otherwise noted: 4 .44 v/�j � F EC11 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//2e/:// €" . Truss: DCJ6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2:4 compression web bradng must be installed where shown+, Incorporation of component is the responsibility of the building designer. ��+° 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the res nsibility of the erector.Additional m anent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4/ p Po Pe continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ rt . 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibitty of the respective contractor. "}7 A OREGON 40 SEQ. : 6121000 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, 4i+ Yf \t'' A. design loads be applied to any component and are for"dry condition"of use. y/t .�4 ` +. TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if '6) Q necessary. �*. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. C R R y t,"1+ 6.This design is furnished subject to the Imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center will be furnished upon de with IIII I VIII VIII VIII VIII VIII VIII IIII IIII MiTPe USA,Inc./CompuTrus which SOflwara 7.6.6(1 L)-Z request. 10.For basic hes co nectoroplate design values see ESR-1311,ESR-1988(MiTek) int center lines. 9.Digits indicate size ofplate in inches. EXPIRES:12/31/2015 IIIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 98 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-85) 49 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -102/ 406V -19/ 86H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -91/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF 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 = -0.011" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.005" @ 1'- 0.8" Allowed = 0.119" MAX BC PANEL TL DEFL = 0.007" @ 1'- 8.5" Allowed = 0.339" MAX BC PANEL LL DEFL = 0.014" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 1-11-11 T - - ,( MAX HORIZ. LL DEFL = -0.000" @ l'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 8.50(7 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. f 3 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 n load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. 0, 0 rn 1 101 01 of o 1 m M-3x4 1 Y b 1-06 (PROVIDE FULL BEARING;Jts:2,3,41 6-00 ii\JOB NAME : 5017-D POLYGON - DJ1 Sale: 8.6119 ,5�`` NGpN (1Ftt9:s1 WARNINGS: GENERAL NOTES,unless otherwise noted: tGr �'I:I/l.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 ''' 92le e PE f"= Truss: D 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. „r"' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced a< DES. BY EE 2' and at 10'o.c.respectively unless braced throughout their length by440001, is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as DATE: 11/21/2014 responsibilitybuilding designer. plywood aired where s shown adrywall(BC). '±0 the overall structure Is the res nslblli of the 3.2z Impact bridging or lateral bracing required where + /�, 4.No load should be appied to any component until after a9 bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON ^x0 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L, ii i' ,,G design bads be appied to any component end are for'dry condition"of use. f r TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes Poll bearing of an supports shown.Shim or wedge if Q 14 c , fabrication,handing,shipment and Installation of components. Decessary. A /�'�y " 7.Design assumes adequate drainage is provided. �"'RML 1 L 8.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center i-i 1 IIIIII I III I I I(IIII I II III(IIII III IIII TPI/WfCA in BCSI,copies of which will be furnished upon request. git coincide with Joint ate in nche. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-124) 95 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -36/ 402V -50/ 155H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSE Ground Snow (Pg) 5'- 11.7" -90/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.122" @ 3'- 7.2" Allowed = 0.446" 5-11-11 MAX TC PANEL TL DEFL = -0.112" @ 3'- 4.8" Allowed = 0.669" T T f 3 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 0NOTE:Design assumes moisture content does 8.50 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,r, load duration factor=l.6, of Truss designed for wind loads cm r in the plane of the truss only. 0 c, I a, M N a, O o -/ 0 M-3x4 r- ,1 ). ), 1-00 6-00 PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME : 5017-D POLYGON - DJ3v, . PROpe619 Scale: 0.5141 4451. g/4/ �(? WARNINGS: GENERAL NOTES,unless otherwise noted: �7r' 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 �` T9 2 0 0 PE r Truss• DJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper !� /� 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY• EE is the res onslbili of the erector.Additional em anent bracin at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ wt iCC 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, d.`OREGON pi SEQ. : 6121002 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, / -'43., D �" TRANS ID: 412903 design roads ben cod to any component and are for"dry condition"of use. h • 5.CompuTrus has no control over and assumes no responsibility for the 8.and ar necessary. '41 dull bearing u all supports shown.Shim or wedge If �% 14 ry� fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 'Tj)R t L\- 6.This design is furnished subject to the Imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center III II I III VIII ILII VIII VIII VIII IIII IIII TPINVTCA In SCSI,copies of which will be furnished upon request. Digit coincidenictwith joint ain inches.9.Digits ndsize of plate ein lines. EXPIRES: MiTek USA,Ino./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector prate design values see ESR-1311,ESR-1988(MiTeld EX IRES:12/31/2015 11 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-198) 179 3-4=( -82) 33 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -67/ 200H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -187/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ 1V 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /- -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.072" @ 2'- 11.8" Allowed = 0.448" ) MAX TC PANEL TL DEFL = -0.061" @ 2'- 11.9" Allowed = 0.672" 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 8.50 7 3 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" NOTE:Design assumes moisture content does ,) not exceed 19% at time of manufacture. (A Design conforms to main windforce-resisting system and components and cladding criteria. in o Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o0 0( All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), t or load duration factor=l.6, °J ko Truss designed for wind loads 0 in the plane of the truss only. rn o,- A _,i ►Pird� 5.... 0 M-3x4 A- y )' y y 1-00 6-00 1-11-11 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME •. 5017-D POLYGON - DJ4 C�� o paQ �ss Scale: 0.4653 5 ,GINE /04. / WARNINGS: GENERAL NOTES,unless otherwise noted: = ///l!/f07 1.7 I.Builder and erection contractor should be advised Oa General Notes 1.This design is based only upon the parameters shown and is for an individual 4t' `92o 0 P E r Truss: DJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bradng must be instated where shown+, incorporation ofthe top component is the responsibilfty o1 the allybraced building designee : ,/1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced el 1 DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,r' N the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,r- 5re!, DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ =* It �,E 4.No bad should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A OREGON �J�... Q. : 61210 0 3 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, up design bads be appied to any component. end are for"dry condition"of use. / Q TRANS I D: 412 9 0 3 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 �4 fabrication,handing,shipment and installation of components. necessary. 7.Design assumes adequate drainage is bussed. tt`'A'p ii t 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center �r''1i('l b s de with int center Ines. 11111111111111101111111111111111111111 M TB USA,InC./COmpuTrus Software 7.6 6(1 L)E TPI/VVTCA In BCSI,copies of which will be furnished upon request. 10 Forlinbasiclconn ctoroplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of plate in Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-267) 244 3-4=( -98) 45 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -84/ 246H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -216/ 372V 0/ OH 1.50" 0.48 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -55/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" /- 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.047" @ 3'- 4.9" Allowed = 0.448" MAX TC PANEL TL DEFL = -0.057" @ 2'- 11.9" Allowed = 0.672" MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9"MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9"12NOTE:Design assumes moisture content does 8.50not exceed 19& at time of manufacture. Design conforms to mainwindforce-resistingsystem and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o )A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),rnload duration factor= 6,o Trussdesigned for wiloads.1, oI in the plane ofthe tssonly.ormrno ,10 -/ 1 5.11114 o //117 -3x4 b b b )' 1-00 6-00 3-11-11 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5017-D POLYGON - DJ5R't0 PR o4., ss Scale: 0.3942 tkal,yN /0 WARNINGS: GENERAL NOTES,unless otherwise noted: tLl I'1'✓`Uc `+f7 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 �' a A2 el 0 P E rTruss: D J5 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and al 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `! ' DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ r/ 1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -5t OREGON ,((f SEQ. : 6121004 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' (. design loads be applied to any component. and are for"dry condition"of use. j Al7 Y so ..t, TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 4 Os fabrication,handling,shipment and installation of components. Designeass /b7 T' 7. laesassumesadequate oth face is opruss,a. '` Rro"�. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both feces of truss,and placed so their center 111111111111113111 TPIAKfCA in BCSI,copies of which will be furnished upon request. lines coincideinictwithizjoint tecenter Ines. 9.Digits indicate size of plate in Inches. MITek USA,Inc./CompUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weft) EXPIRES:12/31/2015 111 I IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-387) 367 3-4=(-227) 182 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -86) 61 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 378V -121/ 360H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -223/ 345V 0/ OH 1.50" 0.44 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -176/ 266V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7" -70/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) BOTTOM CHORD CHECKED FOR 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.052" @ 3'- 7.4" Allowed = 0.449" MAX TC PANEL TL DEFL = -0.062" @ 2'- 11.9" Allowed = 0.673" MAX HORIZ. LL DEFL = -0.006" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.006" @ 13'- 10.9" 12 NOTE:Design assumes moisture content does 8.50 p not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), t� load duration factor=l.6, I 0Truss designed for wind loads in the plane of the truss only. ,,',, L L L L 1-00 6-00 7-11-11 PROVIDE FULL BEARING;Jts:2,6,3,4,51 OP 13 JOB NAME : 5017-D POLYGON - DJ7 Scale: D.3262 �`�,ti�G�N �)���,��j�ss,c� WARNINGS: GENERAL NOTES,unless otherwise noted: ` ���"" l l 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual T 9216 P E Truss• DJ7 and Warnings before construction commences. building component.Applicability of design parameters and proper • 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component la the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). wlM'. DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 i' 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'V' ' OREGON �(!, SEQ. : 6121005 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �i design bads be applied to any component. and are for"dry condition"of use. . '7 J Q� TRANS I D 412903 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If L� 4 � • fabrication,handling,shipment and Installation of components. Decessary. �r 7.Design assumes adequate drainage is provided. t; to 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPINVTCA In BCSI,copies of which will be famished upon request. Digitsgit coincide with joint center lines. 9. Indicatesize of plateIn Inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIII 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=( 0) 65 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-451) 431 3-4=(-283) 240 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-166) 131 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -57) 26 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -139/ 414H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -235/ 353V 0/ OH 1.50" 0.45 KDDF ( 625) 9'- 11.2" -162/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -150/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -21/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 8-01-08 7-10-03 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' f VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 y, MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 6 MAX TC PANEL LL DEFL = 0.051" @ 3'- 7.4" Allowed = 0.449" MAX TC PANEL TL DEFL = -0.061" @ 2'- 11.9" Allowed = 0.673" • MAX HORIZ. LL DEFL = -0.008" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.008" @ 15'- 10.9" NOTE:Design assumes moisture content does 12 not exceed 19� at time of manufacture. 8.50 Design conforms to main windforce-resisting system and components and cladding criteria. M-3x5(S) o Wind: 140 mph, h=26.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o �+ m (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i o load duration factor=l.6, o ,! Truss designed for wind loads N " in the plane of the truss only. ti 3 o 0 c 014.01.0 o o M-3x4 1-00 6-00 9-11-11 'PROVIDE FULL BEARING;Jts:2,7,3,4,5,61 JOB NAME : 5017-D POLYGON - DJ8 ••<(,. PR 04. 64 Scale: 0.2723 �451 %//t// ` /,'- WARNINGS: GENERAL NOTES,unless otherwise noted: °, /'�t�` "91,,. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 0 92•®PE Truss•• DJ8 and Warnings before construction commences. building component.Applicability of design parameters and proper Ae 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. " 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE 2'o.c.and at 10'0.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or drYwaII BC. "/' W, DATE• 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n 1.0 ',/:0 - 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. -n7 ` OREGON b� •.t,/ SEQ. : 6121006 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, G Oji TRANS I D• 412903 design bads be appied to any component. and are for"dry condition"of use. p� wedge //� `7 14 Q • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or if 'c.t ¢, necessary. 1 h` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. .t4 RIA .- 6.This design is famished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIA VIII IIIA VIII IIIA VIII VIII IIII IIII TPINJlCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. C. 12/31/2015 MITek USA,Ir1o./CompuTrua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Ef P)f1CJ. 111111 III II (IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 8.9" - IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-7=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-507) 487 3-4=(-333) 292 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=(-229) 190 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -85) 50 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -155/ 465H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -245/ 357V 0/ OH 1.50" 0.46 KDDF ( 625) 9'- 11.2" -157/ 228V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -193/ 291V 0/ OH 1.50" 0.37 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 8.9" -65/ 98V 0/ OH 1.50" 0.16 KDDF ( 625) 8-01-08 9-07-07 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 = 0.050" @ 3'- 7.4" Allowed = 0.449" MAX TC PANEL TL DEFL = -0.061" @ 2'- 11.9" Allowed = 0.673" MAX HORIZ. LL DEFL = -0.010" @ 17'- 8.2" 5 MAX HORIZ. TL DEFL = -0.010" @ 17'- 8.2" 77, NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting B.50 7 system and components and cladding criteria. io Wind: 140 mph, h=26.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o M-3X5(S) of (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, I Truss designed for wind loads o + in the plane of the truss only. m 3 rn 0 i c� ri -7 /- o M-3x9 1 b /, l 1-00 6-00 11-08-15 'PROVIDE FULL BEARING;Jts:2,7,3,4,5,61 JOB NAME : 5017-D POLYGON - DJ9 �,�`c ���Fe Scale: 0.2473 #� GGIN / WARNINGS: GENERAL NOTES,unless otherwise noted: tCl� y/I��� q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual '4 . . e PE r" Truss• DJ9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. ,.+ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be toughy braced et DES. BY• EE is the responsibility of the erector.Additional permanent bracing of c0 n•c,and at 1 a'hi n.respectivelyplywood ss braced(TC)and/orut dr wr eltt�(gg� . 1 continuous s sheang or such las b acinas or drywell(6C). /' ` �. DATE• 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ A ��" ' 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -p OREGON 1. d{/' SEQ. : 6121007 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, _ 1, \ A TRANS I D• 412903 design bads be appoed to any component and ate for"dry condition"9 use.supports wedge / -y (� • 5.CompuTrus has no control over and assumes no responsibility for the 6.Designr dor"dry toll bead/ et all su rts shown.Shim or if 14 fabrication,handing,shipment end installation of components. ne11 7.Design assumes adequate drainage is provided. `� R y - 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces ofrutr ss,and placed so their center III I 1111111111111111111111111 TPINVECA In BCSI,copies which will be famished upon request. Digit coincide with joint tecenter 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:' 12131 i201'5 • 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS 27-03-00 HIP SETBACK 3-09-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF SS; 27-03-00 GIRDER SUPPORTING 35-08-00 FROM 7-00-00 TO 27-03-001- 2=( 0) 63 2-11=(-3114) 11919 11- 3=( -2208) 8499 16- 8=( -1797) 7263 2x6 KDDF SS T2, T3 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-14952) 3948 11-12=(-5925) 22389 11- 4=(-13560) 3636 8-17=(-11658) 3186 BC: 2x6 DF 2400E 3- 4=(-11919) 3177 12-13=(-8292) 31152 4-12=( -2091) 8505 17- 9=( -2430) 9459 WEBS: 2x4 KDDF 416BTR; LOADING 4- 5=(-23553) 6273 13-14=(-9111) 34176 12- 5=( -8874) 2427 2x4 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 5- 6=(-31737) 8487 14-15=(-9111) 34176 5-13=( -969) 4269 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 9.8u V=(-31515) 8442 15-16=(-8244) 30921 13- 6=( -2823) 792 TC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 71.9)+DL( 20.1)= 92.0 PLF 3'- 9.0" TO 23'- 6.0u T=(-23190) 6201 16-17=(-5895) 22200 14- 6=( -522) 2604 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 23'- 6.0" TO 27'- 3.814 V=(-13191) 3492 17-10=(-3432) 13191 6-15=( -3069) 843 BC UNIF LL( 0.0)+DL( 28.81= 28.8 PLF 0'- 0.0" TO 27'- 3.8°14=(-16542) 4332 15- 7=) -984) 4347 BC UNIF LL( 420.8)+DL( 286.2)= 707.0 PLF 7'- 0.0" TO 27'- 3.0" V 7-16=( -9018) 2454 NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 85.9)+DL( 24.11= 110.0 LBS @ 3'- 9.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL) 85.9)+DL( 24.1)= 110.0 LBS @ 23'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: BC CONC LL+DL= 2953.0 LBS @ 6'- 0.0" 0'- 0.0" -2461/ 9342V -52/ 59H 5.50" 13.94 DF ( 670) OVERHANGS: 12.0" 0.0" 27'- 3.0" -2915/ 11346V 0/ OH 5.50" 16.93 DF ( 670) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL J4- ( 3 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. Join together 3 ply with 3"x.131 DIA GUN nails staggered at: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP _ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.000" @ -1'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000" @ -1'- 0.0" Allowed = 0.133" 5" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = -0.369" @ 13'- 7.5" Allowed = 1.317" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.878" @ 13'- 7.5" Allowed = 1.756" ***HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY MAX HORIZ. LL DEFL = 0.086" @ 26'- 9.5" TO ALL MEMBERS. PROJECT ENGINEER TO REVIEW AND INSURE MAX HORIZ. TL DEFL = 0.166" @ 26'- 9.5" THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 3-06-15 20-01-02 3-06-15 Q �( Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2-06-19 3-11-08 3-09-12 3-03-06 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-03-0 13-09-1g T3-11-0(( 2106-1(4 4 load duration factor=1.6, Truss designed for wind loads f 12 4116 ' 1' T T +T1lOf( in the plane of the truss only. 8.50 F M-3x10 Q 8.50 M-7x8(S) M-3x8 M-5x10 3 M- x8 5 6 0.25"7 M-85x8 9 M-5x10 ? M-5x 0 y/�� T 2 M 5x10 0 �,�o i. 15° 12 ��13 'X14 '� s 16 17 A 10 4o M- x8 0.2S' M-6x8 to M-6x8 M-6x8 M-4x6 M-3x6 J. 1 ***2953# 1 yMSHS-9x18(S)l b 3-03-0 3-09-1;, 1 3-08 , 2-J.10-06J. b 2-10-06 3-08 3-09-12 3-03-06 J, J, ), 1-00 27-03 WEDGE REQUIRED AT HEEL(S). JOB NAME : 5017-D POLYGON - E 1 �,�`�� PRQ� 6� Scale: 0.1029 � � � /a'Z WARNINGS: GENERAL NOTES,unless otherwise noted: kr c 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 T 920*ryE. r Truss• El and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / ' '• DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.21 Impact bridging or lateral bracing required where shown*+ ♦ Q" 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "57 OREGON Cts SEQ. : 6121008 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, d \� !t, TRANS I D• 412903 design loads be applied to any component. and are for"dry condition"9f use.supports wedge �/y 'T �Q 1� • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating al all su its shown.Shim or If © 14 Q. fabrication,handling,shipment and installation of components. necessary. J�rj'E R lo- P Po 7.Designlatesassumes adequated drainage is truss, 4: i. 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 111111111111111111111111111111111 TPIIVYfCA in BCSI,copies of which will be furnished upon request. git coincidewith joint te In lines. 9.Digits indicate size of plate In Inches. MITek USA,InC./COrnpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-376) 357 1-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-215) 169 3-4=( -79) 55 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 23BV -112/ 303H 5.50" 0.38 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -223/ 353V 0/ OH 1.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -154/ 247V 0/ OH 1.50" 0.32 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 7.5" -60/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 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 TC PANEL LL DEFL = 0.061" @ 2'- 11.8" Allowed = 0.448" jl MAX TC PANEL TL DEFL = -0.065" @ 2'- 11.9" Allowed = 0.672" MAX HORIZ. LL DEFL = -0.006" @ 13'- 6.8" MAX HORIZ. TL DEFL = -0.006" @ 13'- 6.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 3 Design conforms to main windforce-resisting 8.50 F77rI system and components and cladding criteria. Wind: 140 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0 o Truss designed for wind loads 0 o in the plane of the truss only. o 0 t o 0 0 4-, s- 0 1 6 -> o M-3x9 .1 1- l 6-00 7-07-08 PROVIDE FULL BEARING;Jts:1,5,2,3,41 OD PFO JOB NAME : 5017-D POLYGON - EDJ Scale: 0.3299 5,,� GAN"OL' t. WARNINGS: GENERAL NOTES,unless otherwise noted: I Ill l C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual `92 0 0 PE r Truss: EDJ 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. " ier 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced et DES. B Y• EE Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P tY continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). ✓ ' DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ?P! OREGON W non-corrosiveSEQ. : 6121009fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, 4/OREGON design bads be applied to any component. and are for"dry condition"of use. / -7)+ nQ; i. TRANS I D• 412903 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lug bearing at e8 supports shown.Shim or wedge if Q 14 ��, fabrication,handFn shipment and Installation of components. necessary. n 9. Po 7.Design assumes adequate drainage isftrussed. 44z. 1>n 10- B.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 - 111111111111111111111111111111 TPBWTCA In SCSI,copies of which will be furnished upon request. toes coincide with joint center bines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015. 1E1111 IIIb This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 65 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-63) 33 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -60/ 293V -17/ 69H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -59/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.3" 0/ 30V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing•I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 = 0.059" 1-11-11 MAX BC PANEL LL DEFL = 0.004" @ 1'- 8.1" Allowed = 0.134" ,1' T MAX BC PANEL TL DEFL = -0.005" @ 1'- 9.5" Allowed = 0.179" MAX BC PANEL TL DEFL = -0.004" @ 2'- 0.5" Allowed = 0.179" 12 8.507 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting f 3 -/ system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0n (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o I Truss designed for wind loads 0, o in the plane of the truss only. O 1 1 ,--I ul O Ol 1 O/- N O O 4 M-3x4 b ; 'I 1-00 3-07-04 PROVIDE FULL BEARING;Jts:2,3,4I JOB NAME : 5017-D POLYGON - EJ1 c� pRQ� � Scale: 0.6961 �C'';' � ������ ��� WARNINGS: GENERAL NOTES,unless otherwise noted: I! ��rr 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 �' .92 i.i P E. c' Tru S S• EJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 41.1F,eieroe,e- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` �, DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'IS f 4No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON .y .S EQ. : 6121010 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, 4+ .f +, A. TRANS I D•• 412903 design loads be applied to any component. and are for"dry condition"of use. r'o"... } rZ(1 - 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge If V . necessary. �t i { fabrication,handing,shipment end installation of components. 7.Design assumes adequate drainage is provided. C 41+ 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 IIIIIIIII(IIII(IIII IIII VIII IIII IIIITPINVECA In BCSI,copies of which will be famished upon request. lines coincideni with joint centerteinches. nches 9.Dieiss nidtsize ot cto 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:12/31/20 15 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 415BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF 410BTR SPACED 24.0" O.C. 2-3=(-B3) 58 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" 2.7" TOTAL LOAD = 42.0 PSF 0'- 0.0" -51/ 324V -32/ 108H 5.50" 0.52 KDDF ( 625) 3'- 4.5" 0/ 44V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -63/ 99V 0/ OH 1.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 8.50 I:77 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" f MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" 3 MAX TC PANEL LL DEFL = 0.029" @ 2'- 3.7" Allowed = 0,264" MAX TC PANEL TL DEFL = 0.022" @ 2'- 3.7" Allowed = 0.397" ISIIIII '' MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. o Design conforms to main windforce-resisting rn N system and components and cladding criteria. 0 o ni Wind: 140 mph, h=22ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), t load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. m <:,./- 1 m 0 . KIWI M-3x9 A- b 1' 1, 1' 1-00 3-07-04 0-04-07 (PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME . 5017-D POLYGON - EJ2 ,�' ,p PROs Scale: 0.6691 IN `S/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4 r!I:1/ r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 'C P S P E 77 �("" T ru s S" E J2 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, fy^ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility 2'o.c.and at 10'o.c.respectively unless braced throughout their length by bio 8tY of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC) rywa( ) r Of DATE: 11/21/2019responsibilitybuilding g ng(resown d II BC. Aplarr 4'�' the overall structure is the res nsibili of the designer. 3,2x Impact bridging or lateral bracing required where shown++ �• ` 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON 4, SEQ. : 6121011 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, , le Nbu design bads be applied to any component. end are for"dry condition"of use. / *y 0 TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes"dry pup bearing et all supports shown.Shim or wedge if �} 14 �� fabrication,handling,shipment and Installation of components. necessary. ,81 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. FIR I`�„ IIIIII I III VIII I III VIII VIII VIII(III(III 91by 8.Plates shay be located on both feces of truss,and placed so their center (1 TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lice. 9.Digits Indicate size of plate in inches. MiTek USA,InC./COrflpUTf43 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. - 2-3=(-170) 144 3-4=( -55) 25 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -18/ 311V -51/ 159H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 4.5" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -124/ 210V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -32/ 56V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.007" @ 1'- 10.0" Allowed = 0.264" 12 MAX BC PANEL TL DEFL = -0.007" @ 1'- 9.5" Allowed = 0.179" 6.50 17 (' MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting , system and components and cladding criteria. t o ri Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r a, load duration factor=1.6, o Truss designed for wind loads u, in the plane of the truss only. rn o,- I w o MIIIIIIIMI -/ I 111.=-415111.-=-611_1 0 M-3x4 J. b J, b 1-00 3-07-09 2-04-07 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5017-D POLYGON - EJ3 Pao Fss Scale: 0.5901 Co �����/�� /(�� WARNINGS: GENERAL NOTES,unless otherwise noted: kf ,�"`f-� `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 individual4. ; $f-E Truss• E 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. pr" • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY' EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by . is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(tC)end/or drywall(BC). .-" ? DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ # (Z' 4No bad should be applied to any component until after all bracing and 4.Installation of Cuss is the responsibility of the respective contractor. '=9� e OREGON � A.SEQ. : 6121012 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., TRANS I D• 412903 design bads be tippled to any component. and are for"dry condition"of use.supports wedgef/nyt �+ • 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all su Ms shown.Shim or if V '�Q fabrication,handling,shipment end installation of components. Designnecessary. 1 I!.:R n I01 Po 7. latesassumescaequanedthinaeisf sC 0- 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 _ TPIANTCA in I,copies of ch will be furnished upon s IIIIII VIII VIII VIII VIII VIII VIII IIII IIII M Te USA,InC6/CompuT us(Software 7.6.6(1 L)E request. 10.Folinrr basic co nectorde with oint center lines. plate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-239) 212 3-4=( -88) 60 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 2.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -11/ 297V -66/ 202H 5.50" 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 4.5" 0/ 35V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -180/ 288V 0/ OH 1.50" 0.37 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.0" -76/ 113V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /- -, MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" Z MAX TC PANEL LL DEFL = 0.006" @ 2'- 2.3" Allowed = 0.264" MAX BC PANEL TL DEFL = -0.007" @ 1'- 11.0" Allowed = 0.179" MAX HORIZ. LL DEFL = -0.002" @ 7'- 8.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 8.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL4.2,BCDL6.0, 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. I f" A- .1 b ), ), 1-00 3-07-04 4-04-07 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5017-D POLYGON - EJ4 �.'�i'to PR opts, Scale: 0.9651 �Gj G)N ✓ WARNINGS: GENERAL NOTES,unless otherwise noted: �tl�/0l 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 T92040PE Truss• EJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. a,�N' 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. B Y" EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywa9(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 /t�,�� 4SEQ. : 6121013 .No load should be applied to any component until after a0 7t4 bracing and 4.Installation of truss Is the responsibility of the respective contractor. " OREGON �,fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L,. A - �(• design loads be applied to any component. and are for"dry condition"of use. / '7 l''' r2-Q . TRANS I D 412903 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If 7 4 �`1 necessary. fabrication,handling, /shipment and installation of components. 7.Design assumes adequate drainage is provided. ii . %%.,. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII(IIII(IIII VIII VIII(IIII IIII IIII TPINVECA In BCSI,copies of which will be furnished upon request. Figs coincide pcenter lines. 9.Digits ondside with joint off platete in Inches. M iTek USA,InC./CompuTru3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 5 IIIIIIIIIIIH This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11,7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(0) 0 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2-3=(-307) 279 3-4=(-172) 136 TC LATERAL SUPPORT <= 12"0C, UON. LOADING 4-5=( -59) 27 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -14/ 302V -85/ 256H 5.50" 0.48 KDDF ( 625) 3'- 4.5" 0/ 37V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -171/ 261V 0/ OH 1.50" 0.33 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" - -144/ 232V 0/ OH 1.50" 0.30 KDDF ( 625) 9'- 11.7" -26/ 45V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. f 5 -,, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0,002" @ -1'- 0.0" Allowed = 0.100" r) MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.004" @ 1'- 8.1" Allowed = 0.134" MAX BC PANEL TL DEFL = -0.006" @ 1'- 11.0" Allowed = 0.179" 4 MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" 12 MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 8.5017 0 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o rn I Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, of o( All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, o 3 r- Truss designed for wind loads co in the plane of the truss only. I( o 0 i f- I o M-3x4 A / ,l / y 1-00 3-07-09 6-09-07 'PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME : 5017-D POLYGON - EJ5 .R% p Scale: 0.3941 Ca'' GIN `vo WARNINGS: GENERAL NOTES,unless otherwise noted: tt✓ III+'I 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 4 .' T.9210 PE Truss: EJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper ") 2.2x4 compression web bradng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. �. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of +� continuous act sheathing such as plywood sheathing(TC)and/or drywell(BC). � DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ - 116 4.No load should be appied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6121014 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, 7x1- \ A, TRANS I D: 412903 design bads be appied to any component. and 6.Desiare n assumes"drys condition" beadn f at all supports / 5.CompuTrus has no control over and assumes no responsibility for the g g shown.Shim or wedge If ( 'J 6� 2 � fabrication,handing,shipment and installation of components. Designeesnary. 7. latesassumes adequate drothi face is russ, 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 ���`�`'" ilii III11111(1111 lI 11 VIII I1I111I1TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1)10TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-354) 334 3-4=(-234) 197 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -90) 55 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 2.7" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -16/ 306V -101/ 302H 5.50" 0.49 KDDF ( 625) 3'- 4.5" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -169/ 245V 0/ OH 1.50" 0.31 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -189/ 297V 0/ OH 1.50" 0.38 KDDF ( 625) 11'- 9.0" -76/ 111V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' A- 5 -1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ii MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" MAX BC PANEL LL DEFL = 0.004" @ 1'- 8.1" Allowed = 0.134" MAX BC PANEL TL DEFL = -0.007" @ 1'- 11.0" Allowed = 0.179" 12 MAX HORIZ. LL DEFL = -0.005" @ 11'- 8.2" 8.5017 MAX HORIZ. TL DEFL = -0.005" @ 11'- 8.2" NOTE:Design assumes moisture content does i not exceed 19% at time of manufacture. Design conforms to main windforce-resisting o system and components and cladding criteria. o o of 'i Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o m (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rn of load duration factor=l.6, Truss designed for windloads 3 in the plane of the truss only. II 0 rn o o -3x4 A- .(, J' b y 1-00 3-07-04 8-04-07 'PROVIDE FULL BEARING;Jts:2,6,3,4,5I JOB NAME : 5017-D POLYGON - EJ6 �``�`�0 PR 04- '.(' 0.3556 /1/4/7 i WARNINGS: GENERAL NOTES,unless otherwise noted: /(� (o 7c�' 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 '- .9 'PE E f•" Truss• EJ6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at :FIR DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof c o.c.and at ea o.c.respectively unless braced throughout their length by po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I* - DAT E: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bradng required where shown++ • 4.No bad should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. GON SEQ. : 6121015 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, /� � design bads be applied to any component. and are for"dry condition"of use. qG., 2"0 v.4lig Fili TRANS ID 412903 5,CompuTrus has no control over and assumes no respons b l ty for the 6'Design ssumes full bearing at all suppo is shown.Shim or wedge Ifexv• y. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 11..x^ - 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I III VIII VIII VIII VIII VIII'III'III SCSI,TPUWTCA In which (1 upon request. 9. M(e USA,lncCompUTrus Software 7.6.6L)E 0lines Fiindicate coof tnecorplte design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 IIIIIINN This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-417) 393 3-4=(-286) 249 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-157) 121 '. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -53) 24 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -15/ 304V -117/ 349H 5.50" 0.49 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 4.5" 0/ 37V 0/ OH 5.50" 0.06 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 3'- 8.2" -181/ 254V 0/ OH 1.50" 0.33 KDDF ( 625) 7'- 8.2" -177/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11'- 8.2" -138/ 216V 0/ OH 1.50" 0.28 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 6.4" -16/ 26V 0/ OH 1.50" 0.04 KDDF ( 625) l ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] r VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.004" @ 1'- 8.1" Allowed = 0.139" MAX BC PANEL TL DEFL = -0.007" @ 1'- 11.0" Allowed = 0.179" MAX HORIZ. LL DEFL = -0.006" @ 13'- 5.7" 12 MAX HORIZ. TL DEFL-= -0.006" @ 13'- 5.7" 8.5017 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting i o� system and components and cladding criteria. i r- Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ora o, (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. 3 o, 0 c o -, i z �_�7 o M-3x9 A- . 1 1, /, 1-00 3-07-09 9-11-03 PROVIDE FULL BEARING;Jts:2,7,3,4,5,6] JOB NAME : 5017-D POLYGON - EJ7dei,`~ p PRpre,,, Scale: 0.32701GIN /© WARNINGS: GENERAL NOTES,unles otherwise noted: �Gf ,/11 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 ' 4 . ':-.920,®P E 'r Truss: E J7 and Warnings before construction commences. building component.Applicability of design parameters and proper oPl°2.204 compression web bredng must be installed where shown+• incorporation of component is the responsibility of the building designer. ' 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by + is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ w1 CC 4.No load should be eppled to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. '•)? OREGON 4, SEQ. : 6121016fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncG, 71orrosive environment, N. TRANS I D: 412903 design loads be appiied to any component end are for"dry condition"of use. / 4}r. A� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assume fu Design et all supports shown.Shim or wedge if 1 4 G \... fabrication,handing,shipment and installation of components. necessary. provided.s . f 6.This design is furnished subject to the imitations set forth by 8.PlateDesis shall be locatedn assumes onboth faces drainage of truss,and placed so their center �w TPI/WTCA In 1,copies of ch will be furnished upon lin s de with Illlil VIII IIIIIIIII VIII VIII VIII Illi I'll M Te USA,lnc.ICofnpUTrus iSoftware 7.6.6(1 L)E request. 10.For basic connectoroplate design values see ESR-1311,ESR-1988(Weir) int center lines. 9.Digits indicate size of late In Inches. EXPIRES:12/31/2015 111 41 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 12 complete specifications. 4.00c> 3 — f- / i ti to N O M 2 u r1 riiMPINIMINIMIMINIMIIIIIIIIIIIIIIMIMIMI Oi � kri 4 —1 O 1 M-3x4 f y l b 1-06 8-00 JOB NAME : 5017-D POLYGON - 11 0 PR 1Fes, Scale: 0.6296 �51:.. GIN/) / WARNINGS: GENERAL NOTES,unless otherwise noted: �� /�� 1.Bulkier and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 . 79200 PE { Truss: I 1 and Warnings before construction commences. building component.Applicability of design parameters and proper yr 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. '" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.end at 10'o.c.respectively unless braced throughout their length by r� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,0411/MP • - DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f 4.No bad should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. �/ OREGON 44/ SEQ. : 6121018 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, i.. 'ry! +�Q A TRANS ID: 412903 design beds be applied to any component. Design are fors"dry full bearing gof use. ✓� -1)"1:111:14: t • 5.CompuTrus has no control over and assumes no responsibility for the 6.and assumes full beating et all supports shown.Shim or wedge ifnecess © � fabrication,handing,shipment and Installation of components. 7.Design sumes adequate drainage is provided. 41r'» 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 1111111111111111111 TPI/WTCA in BCSI,copies of which will be fumished upon request. git coincide with jointfcenterinches.9.Digitssindicateesize of platein Inness. M iTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPI RES:12/31/2015 1101110111 IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 54 2-5=(-50) 66 3-5=(-249) 177 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-103) 86 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"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: 18.0" 0.0" 0'- 0.0" -89/ 543V -31/ 97H 5.50" 0.87 KDDF ( 625) LL = 25 PIE Ground Snow (Pg) 8'- 0.0" -39/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.266" @ 4'- 0.7" Allowed = 0.473" MAX TC PANEL TL DEFL = -0.356" @ 4'- 0.7" Allowed = 0.709" MAX HORIZ. LL DEFL = 0.001" @ 7'- 8.2" 7-08-04 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.2" NOTE:Design assumes moisture content does 12 4.00 v not exceed 19% at time of manufacture. M-1.5x3 Design conforms to main windforce-resisting 9 4 -> system and components and cladding criteria. 111111 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 Y: in the plane of the truss only. . O N co N M fILI low 1 2�� ►'S M-3x4 M-1.5x3 s- ), ), l 7-08-04 0-03-12 1-06 8-00 JOB NAME : 5017-D POLYGON - 12 ' PROF ss Scale: 0.5096 ',C,0 ,���,���gr I�� WARNINGS: GENERAL NOTES,unless otherwise noted: $t +j �p�T -y 1.Builder and erection ontractor should ha advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4' ^` i r I_ {-~ T ru S S: 12 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C end/or d BBC. fir. gR s rywe( ) `... DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral biadng required where shown++ �1 (�' 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -3y OREGON (v SEQ. : 6121019 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, L1- 4t �1X 1 design loads be applied to any component. and are for"dry condition"of use. //y �,r r�(�. .,�„ TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4/ � necessary. J}� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. '` }`� 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111 VTPINVECA In BCSI,copies of which will be furnished upon request 9.lines coincide with joint center inches. Mu sk USA,InC./COmpuTru3 Software 7.6.6(1 L)-E 10.For lbasioconnectorplateldes design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111111 I'I O (IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #laBTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 12 complete specifications. 4.00 v / 3 -1 , , o i t 0 2 r+ 1.1d11 i N .-I f rn o _� M-3x9 b y 1 1-06 9-00 JOB NAME : 5017—D POLYGON — I3 ��,''o PRopt Scale: 0.7067 � �4%��z�GIN�17' /0 WARNINGS: GENERAL NOTES,unless otherwise noted: 130'7 i 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual '4 . .92*.PE 1' Truss" 13 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I `�'• DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M /Q��; 4.No bad should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. -p OREGON "fid S E Q. : 6121020 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, /+ 7, A. design loads be appled to any component and are for"dry condition"of use. /q -7)+ t.Q .i•, TRANS I D 412903 5.CompuTrus has no control over end assumes no responsibility for the G.Design assumes full bearing at at supports shown.Shim or wedge if Q 14 �P fabrication,handing,shipment and Installation of components. necessary.sign as / 1 tt • sPo 7.Plates assumescaeduoneoth drainage Is of truss,a. '•- � 1 1'". 8.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of and placed so their center - - IIII I III II I VIII VIII IIII IIII I'll IIII TPINVTCA in BCSI,copies of which will be furnished upon request. Digit coincide with jointacenter kiss. 9.Digits indicate of plate in inches. ry 7 M iTek USA,IDC./COrilpUTruS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES; 213172 1. IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-198) 179 3-4=1 -82) 33 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -68/ 2060 5.50" 0.60 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -195/ 340V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ 1V 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /- MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.072" @ 2'- 11.8" Allowed = 0.449" MAX TC PANEL TL DEFL = -0.061" @ 2'- 11.9" Allowed = 0.673" 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 8.50 c77 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 , (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oI load duration factor=1.6, t o ' Truss designed for wind loads �o in the plane of the truss only. on /- I ,,/ St=n f > ), 1, ), 1-00 6-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5017-D POLYGON - J4 k.C,,tia PIR oF s Scale: 0.4651 ,,j� ;1+/tf(/'/t,1N tit.,, �/ WARNINGS: GENERAL NOTES,unless otherwise noted: /'4.f !// /il (cr- �t"j7 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual " ®PE c Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1a o.c.respectively unless braced throughout their length by �+ DATE: 11/21/2014 the overall structure is the responsibility of the buildingdesigner. 2cx Impact sheathing such l bas acing required when Cs and/or drywell(BC). 'Ila! po ty g 3. Impact bridging or lateral bracing required where shove i(- 4. ('Z- No load should be applied to any component until after all bracingand 4.Installation of truss is the res onsiblF of the respective contractor. SEQ. : 61210 21fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, '3'.. ,Q ERG' �NQ� design loads be applied to any component. and are for"dry condition"of use. -7 TRANS 1 D: 412903 5,CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 2 �;�' fabrication,handling,shipment and installation of components. Designesessary. i tJ„ 7. latesassumes adequatendrallisprovided.furnishedsubjectimitations faces of truss,and placed so their center 'VIII I III VIII VIII VIII VIII VIII'III'IIITPIIWTCA In SCSI,copies of which will be furnished upon request, lines coincide with joint center tines. 9.Digits indicate size of plate in inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 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=(-267) 245 1-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -98) 45 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -21/ 235V -80/ 212H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -224/ 376V 0/ OH 1.50" 0.48 KDDF ( 625) 9'- 11.7" -53/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.057" @ 2'- 11.8" Allowed = 0.448" MAX TC PANEL TL DEFL = -0.060" @ 2'- 11.9" Allowed = 0.672" 3 MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" i( MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 8.50 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads .0 o in the plane of the truss only. LC" � o o i i- r rn o o M-3x9 .1 ) l 6-00 3-11-11 PROVIDE FULL BEARING;Jts:1,4,2,31 JOB NAME : 5017-D POLYGON - J5 ��` � PROp��p Scale: 0.3946 �J ! GIN / WARNINGS: GENERAL NOTES,unless otherwise noted: CI T110/" C17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4' .7 i P E r" Trus S: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper , 2.2x4 compression web bredng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during constmction 2.Design assumes the top and bottom chords to be laterally braced at 00.. DES. B Y: EE is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c,respectively unless braced throughout their len by �`,4aa."^' p Pe continuous sheathing such as plywood sheathing(TC)and/or drywall((BC). ` ce•" DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !i 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibilty of the respective contractor. - 7� 4_OREGONb ��(,/ S E Q. : 6121022 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, .I14O D` design beds be applied to any component and are for"dry condition"of use. TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 6.aDesignne B assumes full bearing at all supports shown.Shim or wedge If �{� fabrication,handing,shipment and Installation of components. ry• 4fe� `�,,,� 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII P .fwhich request. lines coincide with joint center lines.size MiTe SA.Inc./CompuTrus Soflware 7.66(1L)E ciconnectoroa0FFo Digits pltdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIII II IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-327) 307 1-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-155) 112 3-4=( -48) 24 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 236V -97/ 261H 5.50" 0.38 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -223/ 364V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -113/ 182V 0/ 0H 1.50" 0.23 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 11'- 11.7" -27/ 47V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. f.. -f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.059" @ 2'- 11.8" Allowed = 0.448" MAX TC PANEL TL DEFL = -0.063" @ 2'- 11.9" Allowed = 0.672" MAX HORIZ. LL DEFL = -0.005" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 11'- 10.9" NOTE:Design assumes moisture content does rill:111121.17 not exceed 19% at time of manufacture. 8.50pDesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),.n ,nloaddurationfactor=l.6,0o Truss designed for wind loads0o in the plane of the truss only. t o o 0 4, 0 1►z 5... o M-3x4 ,1 b b 6-00 5-11-11 !PROVIDE FULL BEARING;Jts:1,5,2,3,4j JOB NAME : 5017-D POLYGON - J6 - �Ro�� n Scale: 0.3559 � ��C71,���Aj, >/Q WARNINGS: GENERAL NOTES,unless otherwise noted: X11 4/P/fr t)7!/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 �' s 92S•PE. V Truss• J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chords to be laterally braced et DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P ty continuous sheathing such as plywood sheathing(TC)and/or drywa0(BC). 'NW DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ w 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 A•OREGON 1, .t, SEQ. : 6121023fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4„ f, NA, design bads be applied to any component. and are for"dry condition"of use. //y -7 r�Q. *.TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing et all supports shown.Shim or wedge If O 14 4.0,N,'ITfabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. �R R}j.-�- 6.This design Is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I I III(IIII(IIII VIII VIII IIII III IIIITPINYTCA In BCS!,copies of which will be furnished upon request. lines coincide with joint center 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-387) 368 1-5=(0) 0 BC: 2x4 KDDF kl&BTR SPACED 24.0" O.C. 2-3=(-227) 182 3-4=( -86) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 238V -115/ 311H 5.50" 0.38 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -221/ 349V 0/ OH 1.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -165/ 263V 0/ OH 1.50" 0.34 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 11.7" -67/ 110V 0/ OH 1.50" 0.18 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP '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 A- -7 MAX TC PANEL LL DEFL = 0.061" @ 2'- 11.8" Allowed = 0.498" 71117 MAX TC PANEL TL DEFL = -0.066" @ 2'- 11.9" Allowed = 0.672" MAX HORIZ. LL DEFL = -0.006" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.006" @ 13'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 8.50 p system and components and cladding criteria. Wind: 140 mph, h=29.1ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, tr, N Truss designed for wind loads CD in the plane of the truss only. 1 1 O O 0 ,I c 1 1."" 5 c, M-3x4 b l b 6-00 7-11-11 PROVIDE FULL BEARING;Jts:1,5,2,3,41 JOB NAME : 5017-D POLYGON - J7 Scale: 0.3138 GJ 5 l�p[PP RQ,c t WARNINGS: GENERAL NOTES,unless otherwise noted: �� v,�/"� p E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ;92•®f r Truss• J7 and Warnings before construction commences. building component.Applicability of design parameters and proper ,/F 2.2u4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 4011111P/07 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE 2'o.c.and at 10'oc.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d wall BC. QP,. , �lr s ry ( ) J DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ � 4.No bad should be applied to any component until after all bracing and 4.Instal ation of truss is the responsiblity of the respective contractor. "V OREGON 1.,(,/' S E Q. : 6121024 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ,�,. d N design bads be eppled to any component. and are for"dry condition"g use. / '7 k 2.0- �,4,. TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII hewing at all supports shown.Shim or wedge if Q )4 �R+ fabrication,handing,shipment and installation of components. Design ass FOL.gPo 7.Design assumes adequate drainage la provided. R F i;4. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111131111 TPI WfCA in BCSI,copies of which will be furnished upon request. git coincideInitwith jointof center lines. 9.DigitssIndicate size oplatein inches. pp MITekUSA,Inc./CompuTfusSoftware7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIPEJ:12/31/2015 1E11011 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: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=(-451) 431 1-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-283) 240 3-4=(-166) 130 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -57) 26 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 240V -133/ 364H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -233/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -152/ 237V 0/ OH 1.50" 0.30 KDDF ( 625) 13'- 11.2" -144/ 230V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 15'- 11.7" -19/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.j f9 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.061" @ 2'- 11.6" Allowed = 0.448" MAX TC PANEL TL DEFL = -0.065" @ 2'- 11.9" Allowed = 0.672" 5 MAX HORIZ. LL DEFL = -0.008" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.008" @ 15'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 8.50 p Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, u o u7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i o load duration factor=l.6, o m Truss designed for wind loads of in the plane of the truss only. ti . 0 OIMEMMIMMEMMEMMEMMOMMMOMEMo M-3x4 J, 1 .1 6-00 9-11-11 (PROVIDE FULL BEARING;Jts:1,6,2,3,4,51 JOB NAME : 5017-D POLYGON - J8 ,� pRo,��. Scale: 0.2856 Cl� fG/)INS/ WARNINGS: GENERAL NOTES,unless otherwise noted: 42r `((/]]1 /MT9 -SY 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ' c $P E p" Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2n4 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. B Y: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), IA!.. DAT E: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ (C 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibilty of the respective contractor. (v SEQ. : 61210 2 5 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 7L' OREGON , A design bads be applied to any component. and are for"dry condition"of use. '7 2,0 TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4 fabrication,handling,shipment and installation of components. Design asscessary.umes A e RIO- 6. t fJ.T 7.Design hail be s adequate drainage is provided. "✓!' t �'' 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I III I I III IIII ILII VIII IIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompUTfu9 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII TPACIhis dFICesiLgnUMBER-BC prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 17'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-507) 487 1-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-333) 292 3-4=(-229) 190 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=1 -85) 50 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 249V -149/ 412H 5.50" 0.40 KDDF ( 625) 5'- 9.2" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -243/ 361V 0/ OH 1.50" 0.46 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 11.2" -185/ 290V 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 17'- 8.9" -62/ 98V 0/ OH 1.50" 0.16 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 11-07-07 6-01-08 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX TC PANEL LL DEFL = 0.060" @ 2'- 11.8" Allowed = 0.448" MAX TC PANEL TL DEFL = -0.065" @ 2'- 11.9" Allowed = 0.672" MAX HORIZ. LL DEFL = -0.010" @ 17'- 8.2" MAX HORIZ. TL DEFL = -0.010" @ 17'- 8.2" NOTE:Design assumes moisture content does 4 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 M-3x5(S) Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.50 p 40010.1°.°11.11°.°°.°°°°111°.°111.1111° !� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 Truss designed for wind loads o in the plane of the truss only. 0 ti i N NI N O I fp fid -s 1 . 5 o M-3x4 b y y 6-00 11-08-15 PROVIDE FULL BEARING;Jts:1,6,2,3,4,51PRop JOB NAME : 5017-D POLYGON - J9 Scale: 0.2476 <0 GIN S,a 4- WARNINGS: GENERAL NOTES,unless otherwise noted: �!� 1��z1 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. 0 P 1-- Truss: J9 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. Jitoof 3.Additional temporary brad to insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE mpo ry 2'sc.and at 10'ss suchrespectively unless braced throughout their length by /', Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(fC)and/or drywall(BC). DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 OREGON LC SEQ. : 61210 2 6 4.No bad should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y A_ a 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, �f, !„� ��� S A. design bads be applied to any component. and are for"dry condition"of use. .� P` 1 A ba TRANS ID" 412903 6.Design assumes full beefing at all supports shown.Shim or wedge if p {3 5.CompuTrus has no control over and assumes no responsibility for the nece.y. r'i y.`y i J fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 4.1+' 6.This design Is famished subject to the imitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center I,copies of ch will be furnished upon ines coincide joint center lines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIII M Te USA,lnCTPI/WTCA in JCompuTfus(Software 7.6.6(1 L)-E request. O.Ie in Inches. FFor basi9.Digits cicateconne oof pr plate tdesign values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-63) 34 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 294V -16/ 63H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -62/ 62V 0/ OH 1.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 1-11-11 MAX TC PANEL LL DEFL = 0.002" @ 1'- 3.7" Allowed = 0.119" T 1' MAX BC PANEL TL DEFL = 0.002" @ 1'- 7.7" Allowed = 0.206" MAX BC PANEL TL DEFL = -0.005" @ 1'- 12.0" Allowed = 0.206" 12 8.50 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 3 -1 system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 ,n (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads 0, o in the plane of the truss only. o d o cm fNI o/- ,I O o 4 M-3x4 f 1-00 4-00 PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 5017-D POLYGON - K1 �,4 PROF Scale: 0.6460 C �,tCIIM1 �/� WARNINGS: GENERAL NOTES,unless otherwise noted: w `II�l r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual '' '92!$P E 1-- Truss: K1 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 constmct.on 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of + A "" DATE: 11/21/2014 the overall structure is the responsibility of the buildingdesigner. continuous s sheain r such laplywoodrq sheathing(TC)where s and/or d ywell(BC). != Po h 9 3.2z Impact bridging or lateral bracing required where shown++ ri SEQ4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. -7 OREGON ke 4• • 6 12 1 0 2 7 1.stems are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. G, '!' (k .c design loads be applied to any component. and are for"dry condition"of use. •/ ryQ TRANS 1 D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assume full bearing at ail supports shown.Shim or wedge if 14 4ty fabrication,handling,shipment and installation of components. 7.Design necessssumes adequate drainage is provided. p f 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center y�� (11111 III VIII III VIII VIII VIII IIII IIIITPIIWTCA 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,Ir1o./CornpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF @1&BTR SPACED 24.0" O.C. 2-3=(-87) 63 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" -37/ 333V -31/ 102H 5.50" 0.53 KDDF ( 625) 3'- 9.2" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -50/ 101V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 8.50 MAX TC PANEL LL DEFL = 0.032" @ 2'- 5.4" Allowed = 0.285" /- 3 -> MAX TC PANEL TL DEFL = 0.030" @ 2'- 5.4" Allowed = 0.427" MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting rn system and components and cladding criteria. 0 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, mo (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f ,-n load duration factor=1.6, ro Truss designed for wind loads in the plane of the truss only. rn 0, /-- /I/ r PjjrdIMIIIIIIIIIIIIIIMINIMI of 4► -< o M-3x4 t- ,1 1, 1' 1-00 4-00 'PROVIDE FULL BEARING;Jts:2,4,3i JOB NAME : 5017-D POLYGON - K2 '<;(0 `` gyp PRQF�6 Scale: 0.6620 \,� �01N s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: t/l] P17 le "r�://tC- 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown end is for an individual -' T.92 E 0 r-E c Truss• K2 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.254 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. �/" 3.Additional temporary bredng to Insure stabil dud construction 2.Design assumes the top and bottom chords to be laterally braced at rrWo ry stability n9 2'o.c.and et 10'o.c.respectively unless braced throughout their length by 4,01110 DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A. /, DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ II OREGON�� CC 4.No load should be applied to any component until after all bracing and 4.installation of truss Is the responsibility of the respective contractor. A SEQ. : 61.21028 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, .. a'w 4 O design loads be applied to any component and are for"dry condition"of use. T J" TRANS I D 412903 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.andarassumes full bearing at all supports shown.Shim or wedge if Q �� fabrication,handing,shipment and Installation of components. 7,Design umes adequate drainage is provided. "eA't It- 6. t , 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located pon both faces of truss,and placed so their center ch will be furnished upon IIIIII VIII VIII VIII VIII VIII VIII(III(III M Te USA,Inc.fCOmpuTrus TPINVTCA in BCSI,copies of (Software 7.6 6(1 L)E request. late in inches. 10 lines Digits ecorsize of plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIA'''''III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-60) 30 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -74/ 301V -17/ 69H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -31/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" 1-11-11 MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" '1 1' MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 8.50 p NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, V Truss designed for wind loads ithe plane of the truss only. .1 ). ), 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME : 5017-D POLYGON - SJ1 ��q PRppfi Scale: 0.6508 � ]G1�/� /0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4,(,y /(/+^/t -57 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Q' !921.PE ¶ Truss: S J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. r�r` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2' and at 10'o.c.respectively unless braced throughout their length) ."' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rArn DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. OREGON /� SEQ. : 6121030 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, 7A .J 4+1 lE UvN�b ,V design bads be applied to any component end are for"dry condition"of use. / .� Q TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if v 14 �✓ v fabrication,handing,shipment and Installation of components. necessary. 6.This design Is furnished subject to the irritations set forth byT.Designlatenassumes adequateedon otdrhi face isotrus,provided. ' fcY y��„ IIIIII(IIII IIII(IIII'IIII(IIII I III IIII IIII 9 1 8.Plates il be located both faces of truss,and placed so their center TPINVFCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center tines. 9.Digits Indicate size of plate in inches. M iTek USA,Inc./CompuTrua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-88) 59 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -56/ 322V -34/ 113H 5.50" 0.52 KDDF ( 625) 1'- 8.8" -6/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.2" -58/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 8.50 V 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 = 0.002" @ 0'- 11.9" Allowed = 0.052" MAX BC PANEL TL DEFL = 0.002" @ 0'- 11.9" Allowed = 0.069" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.4" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.4" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting w system and components and cladding criteria. 0 t N Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Mo I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), t M durationo load f Truss designedfor o 6 wind loads co in the plane of the truss only. to o o''- 21110. 011 J 4 -/ M-3x4 1, 1, ,1 l 1-00 1-11-08 1-11-11 PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME : 5017-D POLYGON - SJ2 „to PR0FeS�i Scale: 0.6736 � ���,����p (� WARNINGS: GENERAL NOTES,unless otherwise noted: w a//2 // G 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 en Individual r Truss• S J2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. <!' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4r� DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ It 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. yOREGON 40 S E Q. : 6121031 fasteners are complete end at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, .[ A ,b TRANS 1 D 412903 design beds be appied to anyadassncomponent. and are for"dry condition"of use. A. 4}^' 1 4 2,, "r'• • 5.CompuTrus has no control over and assumes no responsibility for the 6.Designe assumes fug bearing u all supports shown.Shim or wedge if V t` �y`Y+ fabrication,handling,shipment and Installation of components. ry. �� I t . V P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIIWfCA In BCSI,copies of which will be Pomished upon request. lines coincide with joint center nche. 9.Digits Indicatesize 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:12/31/20i J 1110010III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-04-00 GIRDER SUPPORTING 9-09-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-192) 210 1-4=(-84) 113 2-4=(-257) 233 BC: 2x6 KDDF #1&BTR 2-3=( 0) 0 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 4.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 96.9)+DL( 85.9)= 182.8 PLF 0'- 0.0" TO 6'- 4.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) SINGLE MEMBER AS SHOWN. 0'- 0.0" -144/ 800V -71/ 144H 5.50" 1.28 KDDF ( 625) HANGERS ATTACHED TO BOTTOM CHORD LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 4.0" -172/ 763V 0/ OH 5.50" 1.22 KDDF ( 625) WILL HAVE 1.5" MAX. NAIL PENETRATION. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 6-00-04 0-03-12 MAX TC PANEL LL DEFL = 0.181" @ 3'- 2.3" Allowed = 0.429" MAX TC PANEL TL DEFL = -0.162" @ 3'- 2.5" Allowed = 0.644" 12 MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.2" /- 8.50 7 M-1,5x3 3 MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.2" 42 NOTE:Design assumes moisture content does �T not 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, �o . Truss designed for wind loads of c" in the plane of the truss only. 0 0 1-1 4r. rn o/- m f I 0 lt=d �-44 -� 0 M-3x4 M-3x8 1 1 1 6-00-09 0-03-12 1 1 6-09 JOB NAME •. 5017-D POLYGON - W1 's'‘.`'to PRpr ss Scale: 0.4908 rC,1Gi/y�N /0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4.! v/ll^� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual C'- `920 0 PE 1` Truss: W 1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2z4 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 ly unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DE$. BY: EE 2'o.c.and at 10'o.c.respective ' = DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M CC' 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7OREGON ((f SEQ. : 6121032fasteners 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, Nth A. TRANS 1 D: 412903 design bads be appied to any component. and are for"dry condition"of use. / '9}+ �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 7 � fabrication,handing,shipment and Installation of components. necessary. / 7.Designlaesassumes adequatedodrainagecis of sprovided. 'r `��,,, 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III IIII VIII 11111 VIII VIII VIII IIII IIII TPI WfCA in BCSI,copies of which will be furnished upon request. git Indicate with joint center che. 9.Digits indicate size of plate in inches. MiTekUSA,Inc./CompuTrusSoftware7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 988(MITek) EXPIRES: I2/31/E015 111111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(-85) 116 3-5=(-258) 238 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-195) 213 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -77/ 409V -82/ 171H 5.50" 0.65 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 4.0" -65/ 265V 0/ OH 5.50" 0.42 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL rOND. 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 = 0.184" @ 3'- 2.3" Allowed = 0.448" 6-00-09 0-03-12 MAX TC PANEL TL DEFL = -0.159" @ 3'- 2.5" Allowed = 0.672" MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.2" 12 M-1.5x3 4 MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.2" V r- 8.50 3 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Addl -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. 0 0 I io 0 c o-,0 c o M-3x4 M-1.5x3 1, yy 6-00-09 0-03-12 .1 y b 1-00 6-09 p PR DF JOB NAME : 5017-D POLYGON - W2 Scale: 8.4482 c,,s"��GP fi`ss WARNINGS: GENERAL NOTES,unless otherwise noted: 4? ''/// 7/[77 t- 14 1.Bulkier and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and is for an individual 4t' .J2`6 f G r- Truss• W2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). '. CC DATE: 11/21/2014 the overall structure is the responsibility of the bulking designer. 3.2x Impact bridging or lateral bracing required where shown++ ® C+. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used M a non-corrosive environment, 1. ��,J �� w J TRANS ID: 412 9 0 3 design loads be applied to any component and are for"dry condition"of use. i rLQ } e • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 4 P necessary. nf t` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. � r"i 1-111.. 6.This design Is furnished subject to the imitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center MIN 11111 IIII VIII(IIII IIII'(IIII IIII IIII TPINVECA in BCSI,copies of which not be furnished upon request. lines coincidedictwith Jointinches.9.Digits indsize of tplate in Ilnes. !!bb MITak USA,InC./COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES; 2!7 12Q15 11111111 This design prepared from computer input by PACIFIC LUMBER-BC . LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=(-397) 104 5-6=(-68) 98 5-1=(-367) 149 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-386) 88 6-3=(-13) 229 1-6=( -21) 217 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. DON. 3-4=( 0) 65 6-2=( 0) 178 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"CC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -46/ 395V -108/ 79H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 9.0" -81/ 550V 0/ OH 5.50" 0.88 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-5 REQUIREMENTS OF IBC 2012 AND INC 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" @ 10'- 9.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ 10'- 9.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.057" @ 6'- 8.5" Allowed = 0.416" 9-01-08 5-07-08 MAX TC PANEL TL DEFL = 0.114" @ 6'- 6.2" Allowed = 0.624" T MAX HORIZ. LL DEFL = 0.001" @ 9'- 3.5" 12 12 8.50 IIM-9x4 MAX HORIZ. TL DEFL = 0.002" @ 9'- 3.5" Q 8.50 2 4.0" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 110 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. 0 r M-3x9 O 0 0 0 O o t N O ti N[ 0 �. 5 6 -� -,,T, M-1.5x3 M-3x4 M-3x4 4o 1 1 / 3-11-12 5-09-09 b b b 9-09 1-00 JOB NAME : 5017-D POLYGON - X2 Scale: 0.4411 �`�,.y, G N (1FF.,,, WARNINGS: GENERAL NOTES,unless otherwise noted: � 41/0 (5 0p 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 0 r E 1-- Truss: X2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY• EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 11/21/2014 the overall structure is the res nslbil of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). �'.> po ftY 9 3.2x Impact bridging or lateral bracing where shown++ SEQ. : 6121034 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibiNty of the respective contractor. fz 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 ^V TRANS I D: 412903 design beds be applied to any component. and are for"dry condition"of use. /- 7,,4 \fl` .. 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 j Y 14 2Q 4fabrication,handing,shipment and installation of components, necessary. 6.This design is fumished subject to the Imitations set forth 7.DesignPlates shall assumes aaeduon ne bothdrafacese is provided. L•- `f { TPIM?CA in BCSI,copies of which will be famished upon request, 8. necoincide ewith Joint centerInes.of truss,and placed so their Doter C L,."" 111111 VIII VIII VIII VIII VIII VIII MI IIII MiTek USA,Inc/CompuTrus Software 7.6.6(1 L)-E 19.0.For baindicate connectorof ate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-349) 104 4-5=(-64) 88 4-1=(-368) 148 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-386) 90 5-3=(-14) 224 1-5=( -20) 219 5-2=( 0) 178 WEBS: 2x4 KDDF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -47/ 396V -98/ 75H 5.50" 0.63 KDDF ( 625) 9'- 9.0" -50/ 423V 0/ OH 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL--L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TC PANEL LL DEFL = 0.066" @ 6'- 8.5" Allowed = 0.416" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.169" @ 6'- 6.2" Allowed = 0.624" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.001" @ 9'- 3.5" MAX HORIZ. TL DEFL = 0.002" @ 9'- 3.5" 4-01-08 s-07 09 NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 8.50 f7 I IM-4x4 Q 8.50 Design conforms to main windforce-resisting system and components and cladding criteria. Z4.Or' A- .► Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N��II (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 r o M 3x9 4iillIllhihh . L„ E 0 rn n o o t "' i t�sum o f f qa�� 5 2113 0 M-1.5x3 M-3x4 M-3x4 b y b 3-11-12 5-09-04 3, 3. 9-09 t0 P R Opt. JOB NAME : 5017-D POLYGON - X4 Scale: 0.4418 ,��' taG�N `SiG? 4? ill t?l * WARNINGS: GENERAL NOTES,unless otherwise noted: t,� ! +.P { 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 Truss: X4 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracingmust be installed where shown+. incorporation of component is the responsibility of the building designer, p 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 ,/', DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(FC)and/or drywall(BC). All �t'� DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ OREGON `ci41109P i 44,- 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6121035 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a noncorresive environment, G� �r �1� design beds be applied to any component. and ere for"dry condition"of use. Q 7 t Q IBA. 6 Design assumes full bearing at a9 supports shown.Shim or wedge if TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the necessary. �� y \, fabrication,handling,sbipment and installation of components. 7.Design assumes adequate drainage is provided. 8.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 I IIIIII VIII 11111 VIII 11111 11111 VIII IIII IIII MITPINVTCA e SA�Inc./CompuTttls BCSI,copies of ISoflware 7.6 6(1 L)E request. 1lines coincide with joint center Ines. 0.Dor bbats sicion ecteoropplate le design values see ESR-131 1,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 9-09-00 STUB HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 65 2- 6=(-168) 568 6- 3=( 0) 151 BC: 2x4 KDDF #1&BTR 2- 3=(-789) 225 6- 7=(-139) 449 6- 9=( -35) 146 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-568) 203 7- 8=( -22) 37 4- 7=(-182) 135 TC LATERAL SUPPORT <= 12"00. UON. LL = 25 PSF Ground Snow (Pg) 4- 5=(-540) 184 7- 5=(-130) 486 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 4'- 0.0" V 5- 8=(-627) 194 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0" TO 7'- 3.0" V TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 7'- 3.0" TO 9'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 9'- 9.0" OCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 29"OC UON. FOR V L 0'- 0.0" -200/ 757V -56/ 88H 5.50" 1.21 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" 9'- 9.0" -184/ 645V 0/ OH 5.50" 1.03 KDDF ( 625) TC CONC LL( 100.0)+DL( 28.0)- 128.0 LBS @ 7'- 3.0" OVERHANGS: 12.0" 0.0" 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.015" @ 4'- 0.0" Allowed = 0.442" MAX TL CREEP DEFL = -0.024" @ 4'- 0.0" Allowed = 0.589" 3-11-11 3-03-10 2-05-11 T 1128# 4128# T MAX HORIZ. LL DEFL = 0.003" @ 9'- 7.3" 12 12 MAX HORIZ. TL DEFL = 0.005" @ 9'- 7.3" 8.50 7 ` 5.50 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-4x6 M-6x6 Design conforms to main windforce-resisting system and components and cladding criteria. 3 4 Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �� N (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. MAN 0,O 5 1 o i O Q� u M 0 N 11111111 O fAll iim 1rO T �� O 7 ��8 M-3x4 M-3x4 M-3x4 M-1.5x3 A- 3-09-08 3-11-07 2-00 ,1 ), 1-00 9-09 b JOB NAME : 5017-D POLYGON - XH1 v0 PR04S Scale: 0.4549 C� // t WARNINGS: GENERAL NOTES,unless otherwise noted: J /,14/ 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 'f ' 792* 7 92*•n c- 1.-^ Truss: XH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper f G 2.2x4 compression web bracing must be installed where shown. Incorporation of component Is the responsibility of the building designer. e r DES. BY EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at f is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'sc.respectively unless braced throughout their length by DATE: 11/21/2014 the overall structure is the responsibility of the buildingdesigner. continuousuImactsheathing such l acing required red where s ownor dryweN(BC). ' Po ty 9 3.to Impact bridging or lateral bracing required where shown t+ S EQ. : 6121036 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the respondbuse 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, 4. .d OREGON N AW TRANS I D: 412903 design loads be apples to any component. and are for"dry condition"of use. % h 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes Poll bearing at all supports shown.Shim or wedge if ✓d 9 f 1 4 GQ ^}- fabrication,handling,shipment and Installation of components. necessary. �� 6.This design is furnished subject to the limitations set forth 7.Designlatesassumes adequateatedonbodrth Is sa �� Fi V�` I111111 VIII VIII VIII IIID VIII VIII IIII IIII by 8.Plates shall be located on both faces of truss,and placed so their center 1. TPI/WlCA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.FFor basicits iconnectocate sizerplf alate in Inches. te design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 This design prepared from computer input by 11141This LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 TC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-63) 34 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 DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 294V -16/ 63H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -61/ 62V 0/ OH 1.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.002" @ 1'- 3.7" Allowed = 0.118" 1-11-11 MAX BC PANEL TL DEFL = 0.002" @ 1'- 7.7" Allowed = 0.206" T T MAX BC PANEL TL DEFL = -0.005" @ 1'- 12.0" Allowed = 0.206" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 8.50 17 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 3 -" system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '� ,n load duration factor=l.6, I Truss designed for wind loads in the plane of the truss only. 0 rn r O r' t 1 O f 1 N cp O M-3x4 r b b )' 1-00 9-00 PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 5017-D POLYGON - XJ1 Scale: 0.6465 \5 tC�GIN/up ✓0 WARNINGS: GENERAL NOTES,unless otherwise noted: t',(4 !g 0 PE r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: XJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression incorporation of component Is the responsibility of the building designer. Pres web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at �e astir+ 3.Additional temporary bracing to Insure stability during construction y o.c.and at 10'o.c.respectively unless braced throughout their length by �,t,�r Alla"'- DES. B Y: E E Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). - CC DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 10 OREGON 4,/- SEQ. 4.No bad should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. 4,/ S E Q. : 6121037 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4� moi,I �1 end are for"dry condition"of use. '7 1' A s. design beds be applied to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 412903 5.Comp tion,has no control over and assumes no responsibility for the necessary. 4IP� y 8 \.. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the imitations set forth by 8.Plates shell be located pon both faces of truss,and placed so their center be furnished upon hes coinde with joint center Ines. I ILIAL VIII VIII VIII VIII VIII VIII ILII ILII MTek USA,lnciCo in BCSI,copies of s which will re 7.6 6(1 L)-E request. 9. late in inches. O Dlog basic connector plate design values see ESR-1311,ESR-1988(MITek) / EXPIRES;12/31/2015 IIII II IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF fkl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF ql&BTR SPACED 24.0" O.C. 2-3=(-B7) 62 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" -38/ 332V -30/ 102H 5.50" 0.53 KDDF ( 625) 3'- 9.2" 0/ 48V 0/ OH 5.50" 0.08 RDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -51/ 101V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.031" @ 2'- 5.3" Allowed = 0.283" 3-11-11 MAX TC PANEL TL DEFL = 0.029" @ 2'- 5.3" Allowed = 0.424" '1 T MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 8.507 NOTE:Design assumes moisture content does /- 3 -/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 'n Truss designed for wind loads ot in the plane of the truss only. m, Cu O O I t O M N r:, O o O O M-3x4 b /, > 1-00 4-00 PROVIDE FULL BEARINGiJts:2,4,31 JOB NAME : 5017-D POLYGON - XJ2 �`��' PROF Scale: 0.5754 �j ` G1IN j�jf�/.- O WARNINGS: GENERAL NOTES,unless otherwise noted: C� 'ill://T"rr 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 Iodividual -9 OPG.. T ru s S" XJ2 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 durtng construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'tn.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (AWN DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 6 t . 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7OREGON ^4/ SEQ. : 6121038fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4+. 2J \fl A., TRANS I D• 412903 design loads be applied to any component. and aare for"dry condition"9 use. P� wedge1111:::::11:121/12:1:21:::: • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or if fabrication,handling,shipment and installation of components. necessary.P Po 7.Design assumes adequate drainag e 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 IIIIIIVIII VIII VIII IIIVIII VIII IIII IIII TPIMlTCA in SCSI,copies of which will be furnished upon request. Digit crodicat with Joint ate inrnche. 9.Dress oincide size of plate to Inness.MITekUSA,InC./CampUTfusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=)-149) 126 3-4=( -50) 21 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -19/ 320V -42/ 133H 5.50" 0.51 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.2" 0/ 43V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 11.2" -103/ 207V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 6.5" -11/ 25V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" -, MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 MAX TC PANEL LL DEFL = 0.008" @ 2'- 0.8" Allowed = 0.285" 8.50(7 ' MAX TC PANEL TL DEFL = -0.008" @ 2'- 0.8" Allowed = 0.427" MAX HORIZ. LL DEFL = -0.001" @ 5'- 5.8" MAX HORIZ. IL DEFL = -0.001" @ 5'- 5.8" 3 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting o system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, f Truss designed for wind loads in the plane of the truss only. cv a 0 0 M-3x9 ,1 1, ). 1 1-00 4-00 1-06-08 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5017-D POLYGON - XJ3 \(c Ace 7 6,5 Scale: 0.5643 ",. GIN /(. WARNINGS: GENERAL NOTES,unless otherwise noted: �� gip ' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual `9 $I E S� Truss: X J3 and Warnings before construction commences. building component.Applicability of design parameters and proper /'� 2.204 compression web braang must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 40011P 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY' EE2'o.c.and at 10'o.c.respectively unless braced throughout their length by � is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ • Q 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'V OREGON alt non-corrosiveSEQ. : 6121039fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a 4 V environment, ,� A., design bads be applied to any component. .and are for"dry full b ari of use. / 2° 4 TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the 8Design assumes foil beefing at all supports shown.Shim or wedge if 4 14 �P fabrication,handling,shipment and installation of components. necessary. f) V t ` P rnPo 7.Design assumes adequate drainage is provided. 4.4� 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII VIII VIII II II IIII IIII TPINViCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III0 Mg This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1RBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-51) 50 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 296V -17/ 69H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -115/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 1.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.119" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.178" MAX BC PANEL LL DEFL = 0.008" @ 2'- 9.0" Allowed = 0.258" T T MAX BC PANEL TL DEFL = -0.022" @ 3'- 4.3" Allowed = 0.344" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 8.50 1-,7 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting / 3 system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads a, in the plane of the truss only. a, O O I I , O . t O f N rn O M-3x4 .1 b ), 1-00 1PROVIDE FULL BEARING;Jts:2,3,41 6-01 JOB NAME .5 5017-D POLYGON YJ1 A, PRoF Scale: 0.6393 ,1 x1/4//[77 IN� 'rid, Cl. r/ WARNINGS: GENERAL NOTES,unless otherwise noted: 7 �,4 �7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual .92 0 0 PE Truss: YJ1 and warnings before construction commences. building component.Applicability of design parameters and proper 2.244 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 4/" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , 05001W is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r !" !Y. DATE: 11/21/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ • +c, 4.No load should be appied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. ^3T OREGON a (4' SEQ. : 6121041 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, j.= �l N A, TRANS ID• 412903 design bads be appWed to any component and gore for"dry condition"of use. p� wedge //y -4,}' )4 rLQ • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or if 1IZ4, necessary. ill 5 y fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. "'c„)' P��,1,.... 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git dciawith joint acenter lines. 9.Digits indicate size of plate In Inches. cc.. 12/31/2015 M iTek USA,InC./COrrlpuTnla Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: . IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=)0) 0 BC: 2x4 KDDF #1&3TR SPACED 24.0" O.C. 2-3=(-82) 68 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -39/ 347V -34/ 113H 5.50" 0.56 KDDF ( 625) 3'- 10.9" -118/ 130V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 1.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL rOND. 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 = 0.083" 3-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.110" 'r T MAX TC PANEL LL DEFL = 0.019" @ 2'- 2.2" Allowed = 0.283" MAX BC PANEL TL DEFL = -0.037" @ 3'- 1.9" Allowed = 0.344" 12 8.50MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" f 3 -/ MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, oo o Truss designed for wind loads I : in the plane of the truss only. 0 M o,,,- 1 O -, 0 M-3x4 .0 ). ), 1-00 6-01 PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 5017-D POLYGON - YJ2 ,`,�'` � PR OPE Scale: 0.5768 ���9 ,�'�/,�����,p �(�2 WARNINGS: GENERAL NOTES,unless otherwise noted: / /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 a 9211,0 I'- Truss: YJ2 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: EE2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ti C 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. OREGON ((f SEQ. : 6121042 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. t� ut` A. TRANS I D 412903 design bads be appged to any component end are for"dry condition"of use. //� } L 0 •.1,. • S CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing u all supports shown.Shim or wedge if V fabrication,handing,shipment and installation of components. necessary. ` ` P nor 7.Plates assumes adequateatedon othi facesace isprovided.e � y 44 6.This design is furnished subject to the gmtetions set forth by 8.Plates shag be located both of truss,and placed so their center IIIIII IIII VIII VIII VIII VIII VIII IIII IIIITPINVECA in BCSI,copies of which will be furnished upon request. lines coincide with joint center knee. 9.Digits indicate size of Plate In Inches. M ITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1101111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-124) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"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 POE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -38/ 403V -51/ 159H 5.50" 0.65 KDDF ( 625) 5'- 10.3" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -95/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. i REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.120" @ 3'- 7.2" Allowed = 0.446" 5-11-11 MAX TC PANEL TL DEFL = -0.113" @ 3'- 4.8" Allowed = 0.670" T T /- 3 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 8.50 p 0 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), u7 load duration factor=1.6, o Truss designed for wind loads 0 o in the plane of the truss only. i 0 u7 rn o f i It �� 0-.4 M-3x4 A- 1, b y 1-00 6-01 PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5017-D POLYGON - YJ3 ���nPRQfis Scale: 0.5138 C, rNAG()IN1 /�,'y37, �/04. WARNINGS: GENERAL NOTES,unless otherwise noted: L v/,l 2l / , 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual '4 ' T 920•P E r Truss: Y3-3 and Warnings before construction commences. building component.Applicability of design parameters and proper jJ/.r 2.2z4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'oh.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asCC the plyingoequirdwhere sheathing(TC)own-drywell(BC). -141 `c. DATE: 11/21/2019 No overall hostructure Isthe responsibilitynyomp nfthe building lldesigner.c3.2x Impact bodging ors lateral of the whereshe o o , . OREGONt �t . 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. W SEQ. : 6121043 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, b design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 412903 5.CompuT us has no control over end assumes no responsibility far the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q fr /4 `. �O- fabrication,handling,shipment and Installation of components. ecessary. `- 7.Designlaesassumes adequate one both drainage Is provis,a. RR ` tt 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ��!-1�i.•t"' I IIIIII III VIII VIII VIII VIII VIII IIII IIIITPIM/TCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center foes. 9.Digits indicate size of plate in inches. CC�+ ❑pr� M iTek USA,InC./COrnpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) CAf`IR ES:,{2/31 201 IIIIIIII VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-05-08 GIRDER SUPPORTING 35-08-00 FROM 7-00-00 TO 16-05-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 64 2-10=(-1074) 5236 10- 3=( -10) 108 BC: 2x6 KDDF #1&BTR 2- 3=(-6810) 1486 10-11=(-1074) 5236 3-11=( -120) 364 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-6762) 1538 11-12=(-1088) 5340 11- 4=( -600) 2790 2x4 OF STAND A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5290) 1258 12-13=(-1066) 5240 4-12=(-2304) 562 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 16'- 5.5" V 5- 6=(-5294) 1258 13-14=(-1300) 6198 12- 5=(-1404) 5920 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 7'- 0.0" V 6- 7=(-6614) 1504 14- 8=(-1312) 6250 12- 6=(-2084) 512 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 420.8)+DL( 306.2)= 727.0 PLF 7'- 0.0" TO 16'- 5.5" V 7- B=(-8170) 1804 6-13=( -534) 2454 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( 0) 64 13- 7=(-1128) 280 ADDL: BC CONC LL+DL= 3018.0 LBS @ 6'- 0.0" 7-14=( -416) 1966 OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA �� ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Join together 2 ply with 3"x.131 DIA GUN 0'- 0.0" -1031/ 4618V -144/ 144H 5.50" 7.39 KDDF ( 625) nails staggered at: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 16'- 5.5" -1518/ 6698V 0/ OH 5.50" 10.72 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6" oc in 2 row(s) throughout 2x6 bottom chords, rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8-02-08 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 8-03 MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" '( 1' MAX LL DEFL = 0.050" @ 5'- 10.3" Allowed = 0.777" 3-04-09 2-09-03 2-01-04 2-01-04 2-09-03 3-04-01 MAX TL CREEP DEFL = -0.136" @ 5'- 10.3" Allowed = 1.036" .1 4' T 4' T 1' 4' MAX LL DEFL = -0.001" @ 17'- 5.5" Allowed = 0.100" *** HANGER TO APPLY CONC. 12 12 MAX TL CREEP DEFL = -0.001" @ 17'- 5.5" Allowed = 0.133" LOAD(S) EQUALLY TO ALL MEMBERS. 8.50 p M-4X6 ' 18.50 4.0" MAX HORIZ. LL DEFL = -0.016" @ 16'- 0.0" 5 '''-'f MAX HORIZ. TL DEFL = 0.035" @ 16'- 0.0" f A� NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-3x5 :M-3x5 Design conforms to main windforce-resisting system and components and cladding criteria. �0 � Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7=10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M 3x5 M 3x5 Truss designed for wind loads i 3 7 in the plane of the truss only. 0 M-5x10 M 5x10 O, IL\ A ,n ® IhkI 10 11 12 13 14 • 9 0 o M-1.5x3 M-6x8 M-3x10 M-4x6 M-3x6 A- ***+3018# 3-02-13 2-07-07 2-04-12 2-04-12 2-07-07 3-02-05 ,1 1, 1, ,l 1-00 16-05-08 WEDGE REQUIRED AT HEEL(S). 1-00 JOB NAME : 5017-D POLYGON - Z GIRDeta PRQFetS Scale: 0.3152 CJ ((('''���///G I N "Rp",=. �/ p WARNINGS: GENERAL NOTES,unless otherwise noted: LL, l�]�P "F-f c- �-vi 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 `^;! ®E E r Truss: Z GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper " 2.2z4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ��raY��. ,. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4/�^'" DES. BY: EE is the responsibility of the erector.Additional permanent bracingof T o•c.and at 10'o.c.respectively unless braced throughout their length by po continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '- ., DATE: 11/21/2014 the overall structure Is the responsibiity 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. 7G/ ` OREGON �10 S E Q. : 6121045 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, ff design loads be applied to any component and are for"dry use. }J 4 TRANS I D: 412903 5.CompuTrus has no control over and assumes no responsibility for the e. assumes full condition"of at all supports shown.Shim or wedge If Q + �Q fabrication,handing,shipment and installation of components. 7.Design sumes adequate drainage is provided. r'1 RI 1,"L 8.This design Is famished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIIIIIIITPINVTCA In BCSI,copies of which will famished upon request. Rigs coincide iwith Joint center tines. 9.mess Indicatesize oftplatein inche 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 ry «12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-05-08 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=) 0) 65 2- 8=(-307) 1372 8- 3=( -30) 438 BC: 2x6 KDDF #1&BTR 2- 3=(-1802) 500 8- 9=(-396) 1511 8- 4=(-262) 195 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1372) 447 9- 6=(-298) 1372 4- 9=(-262) 195 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1372) 447 9- 5=( -29) 438 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-1802) 500 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 10'- 5.5" V 6- 7=( 0) 65 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 10'- 5.5" TO 16'- 5.5" V BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 16'- 5.5" V NOTE: 2x4 BRACING AT 24"01 UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 10'- 5.5" 0'- 0.0" -342/ 1433V -100/ 100H 5.50" 2.29 KDDF ( 625) 16'- 5.5" -342/ 1433V 0/ OH 5.50" 2.29 KDDF ( 625) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.030" @ 10'- 5.5" Allowed = 0.777" MAX TL CREEP DEFL = -0.059" @ 8'- 2.8" Allowed = 1.036" MAX LL DEFL = -0.002" @ 17'- 5.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 17'- 5.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.011" @ 16'- 0.0" 5-11-11 MAX HORIZ. TL DEFL = 0.018" @ 16'- 0.0" 4-06-02 5-11-11 T . T 1' NOTE:Design assumes moisture content does 5-09-08 2-05-04 2-05-09 5-09-08 not exceed 19% at time of manufacture. T 12 1+3208 T +3206 1 Design conforms to main windforce-resisting 8.50 p M-4x6 M-4x6 12 system and components and cladding criteria. 3x9 a 8.50 M /- 3 y 5 Wind: 140 mph, h=21.3ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, Q (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), E' load duration factor=l.6, Truss designed for wind loads o 'didlligillIl in the plane of the truss only. 0 r, 0 rn o al 0 0 So 9 c o M 3x9 - 7 t M-3x9 M-3x9 M-3x9 1 0 .1 3, .3 3, 5-09-08 9-10-07 5-09-08 l 3 3, ,3 1-00 16-05-08 1-00 JOB NAME : 5017-D POLYGON - ZH1 ., s () PROP Scale: 0.3152 „��-r N//G I�JN �f�Fs/„T�'9/, WARNINGS: GENERAL NOTES,unless otherwise noted: 4{y� V 92 Jt-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 !92 ll 10 f T E r- Truss: ZH1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2u4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,,rr ./ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by d/i " DATE: 11/21/2014 the overall structure is the responsibility of the buildingdesigner. Xe impact bridsheging or such las bracing ywgoe sheathing(TC)ead where s and/or drywall(BC). r rr 4401 Po ty 9 3.2a Impact bridging lateral required where shown++ 4, SEQ. ; 6121046 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "V OREGON fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L- A_ �, W TRANS I D: 412903 design loads be applied to any component ty and are for"dry condition"of use. `7�i y �� � S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beefing at all supports shown.Shim or wedge if -T fabrication,handing,shipment and installation of components. 7. 4 nesessary. 6.This design is furnished subject to the imitations set forth bye,Designlatesassumes ceuone bothdthiface is provided. n I I IIIIII I III VIII VIII VIII VIII VIII IIII IIII p 6 Plates shall located on faces of truss,and placed so their center RML TPINVECA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Ino./COff uTfu3 Software 7.6.8(1 L)-E e In Inches. 10.FF9. or basiits c connecocate size rplatetdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-10=(-157) 592 10- 3=( -50) 239 BC: 2x6 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-835) 310 10-11=(-231) 649 10- 5=(-122) 139 3- 4=) 0) 0 11- 8=(-173) 592 5-11=(-122) 140 WEBS: 2x4 KDDF STAND LOADING 3- 5=(-592) 316 11- 7=) -50) 239 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-592) 316 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=) 0) 0 TOTAL LOAD = 42.0 PSF 7- 8=(-835) 309 8- 9=( 0) 65 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOOCATIO'- ONSS R-187/ACTIONSV -101/ TIONS IONS SIZE" SQ.IN.ZE KDDF( PECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 16'- 5.5" -187/ 805V 0/ OH 5.50" 1.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0-03-01 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0-03=01 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" (-�( MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 0-06-02 7-11-11 MAX TL CREEP DEFL = -0.026" @ 8'- 2.8" Allowed = 1.036" ,( ' 1' T MAX LL DEFL = -0.002" @ 17'- 5.5" Allowed = 0.100" 5-09-08 2-02-03 2-02-03 5-09-08 MAX TL CREEP DEFL = -0.003" @ 17'- 5.5" Allowed = 0.133" 1' T 1 T 1' 4 MAX TC PANEL LL DEFL = -0.035" @ 13'- 4.0" Allowed = 0.399" 6-00 MAX HORIZ. LL DEFL = 0.004" @ 16'- 0.0" 6-00 ,f MAX HORIZ. TL DEFL = 0.008" @ 16'- 0.0" ( 4 6� 12 NOTE:Design assumes moisture content does 8.50 p Q8.50 not exceed 19% at time of manufacture. • M-4x6 -4x6 Design conforms to main windforce-resisting 3 system and components and cladding criteria. � Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads rno in the plane of the truss on y. co0wm00 1112 orAriI . KM o 11 o to M 3x9 o M-3x9 M-3x9 M-3x9 r- J• y b /' 5-09-08 9-10-07 5-09-08 ,l ). 1-00 yy 16-05-08 1-00 �stp RRQFe, JOB NAME : 5017-D POLYGON - ZH2 Scale: 0.3129 \�� � NG� GENERAL NOTES,unless otherwise noted: w� /�/ � WARNINGS: pE 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual � '. �r L r-- Truss: ZH2 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bredng must be Installed where shown*, Incorporation of component Is the responsibility of the building designer. • 3.Additional temporary bracing to Insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at p 2'o.c.and et 10'o.c.respectively unless braced throughout their length by ,r',�e , ✓ DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). n " DATE: 11/2 1/2 014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+• f+ OREGON 4.No bad should be appied to any component until after all bracing end 4.Installation of truss Is the responsibilIty of the respective contractor. "7 S E Q. : 61210 4 7 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, G. "e7�,I 2 design loads be appied to any component. and are for"dry condition"of use. F 14.... tb. TRANS I D: 412 9 0 3 6.Design assumes full bearing at all supports shown.Shim or wedge If O i' 5.CompuTrus has no control over and assumes no responsibility for Me necessary. r�~• l„ V fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. H 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located of on both faces of truss,end placed so their center I,copies of ch will be lines incide IIIIII VIII VIII VIII VIII VIII VIII IIII IIII M Te SATPIAstiCA nincJCOmpuTfus ISoflwere 7m6.6(1 L)E request. 10.FFjoint center Rnes. 9. orr basicicateconnector pplatete In inches. design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-52) 49 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -56/ 296V -17/ 68H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -111/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.06 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/100 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 = 0.002" @ 1'- 0.0" Allowed = 0.118" 1-11-11 - MAX IC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.178" f fMAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 12 8.50 2 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ''0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, C3 Truss designed for wind loads 0 m in the plane of the truss only. 2 oL°I 01ti O/- CV N rn O 1 f o = 4 y 1 M-3x4 .1 ), ), 1-00 1PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME : 5017-D POLYGON - ZJ1 �tC1 PRQ . F SJI Scale: 0.6359 CcJ _., IN WARNINGS: GENERAL NOTES,unless otherwise noted: �� '''i// !i 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual !92'*0 PE 'r" Truss: ZJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by co DATE: 11/21/2014 the overall structure Is the responsibility of the buildingdesigner. a sheathing such las bracing cing re sheathing(TC)where shown or drywell(BC). Po ty 9 4.In Impact bridging iors lateral ly of the where c +a 18 1Z SEQ. : 6121048 4.Nobadshould crospeantoono componenlime until after all bracing and 4.Dssigntissofestr istheres obei used of the respectiveOREGON �F p ty contractor. '7 � c(/ fasteners are complete and at no brae should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: 412903 design bads be applied to any component. ty and are for"dry condition"of use. 1 14 4 ��4 5.Com uTrus has no control over and assumes no responsibility for the 6.Design assurres fug bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. necessary. 6.This design is furnished subject to the limitations sat forth by0.Design assumes adequate drainage is provided. t�` IIIIII I III VIII VIII VIII IIID VIII IIII IIII 8.Plates shell be located on both feces of truss,and placed so their center t �' TPINYTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,InC./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II This PACIFIC designLUMBEpreR-BparedC from computer input by IIIIIIIIIIII 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) 65 2-4=(0) 02-3=(-83) 67 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -37/ 346V -33/ 111H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -113/ 128V 0/ OH 1.50" 0.20 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 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" 3-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" T 1' MAX TC PANEL LL DEFL = 0.019" @ 2'- 2.2" Allowed = 0.283" MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 12 8.50 pMAX HORIZ, LL DEFL = -0.000" @ 3'- 10.9" 3 -1 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" f NOTE:Design assumes moisture content does ) not exceed 19% at time of manufacture. l Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, In (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, T Truss designed for wind loads o N rn in the plane of the truss only. 0 ell o o,,_ o i ►19 -/ f ►� 0 M-3x4 f .1 5 b 1-00 6-00 PROVIDE FULL BEARING;Jts:2,3,91 1.4,t0 PRQFe coy JOB NAME : 5017-D POLYGON - ZJ2 Scale: 0.5859ss v.-0I q .4.,WARNINGS: GENERAL NOTES,unless otherwise noted: 4 . ! 0P C.I.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 921 Truss: Z J2 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. yr"' P 2.Design assumes the top and bottom chords to be laterally braced at �, r 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o n respectively unless braced throughout their length by /', ' /a"""" DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywall(BC). DATE: 11/21/2019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 1, S E Q. : 61210 4 9 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� ^t/ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, �iL. ".A. ZQ\ design bads be appfed to any component. and are for"dry condition"of use. /ir 1 A 6 Design assumes full bearing at all supports shown.Shim or wedge If TRANS I D: 412 9 0 3 5.CompuTrus has no control over and assumes no responsibility for the .necessary. � ♦;l\,, fabrication,handling,shipment and installation of components. T.Design assumes adequate drainage is provided. 6.This design Is famished subject to thee Imitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center 1TPI/WiCA in 111111111111111111111111111111111111111 rnished upon M Te SA,lnc./CompuTrus I,copies of iSoftwarech will be�7.6.6(1 L)E request. bscotectJoint center Nnes. Oag ice oaate srplte deign alues see ESR-1311,ESR-1988(MiTek) EXPIRE5.12/31/2015 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) 65 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-129) 95 TC LATERAL SUPPORT <= 12"01. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -36/ 402V -50/ 155H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -90/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX TC PANEL LL DEFL = 0.122" @ 3'- 7.2" Allowed = 0.446" 1' MAX TC PANEL TL DEFL = -0.112" @ 3'- 4.8" Allowed = 0.669" 3 -, MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 8.50 p 0 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Cload duration factor=1.6, 0 rn I Truss designed for wind loads o in the plane of the truss only. o c' o'` c o NIAIMIIMMIIIMINIMINIIIMIMIM o ►t 4►� -/ M-3x4 A- .6 1, y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5017-D POLYGON - ZJ3t ,� Scale: 0.5191 _A �f p5, S/0 l' WARNINGS: GENERAL NOTES,unlesootherwisenoted. CJ �`f/Ijr/ ( ' � 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 'T2•,PE r Truss: Z J3 and Warnings before construction commences. building component,Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY: EE s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 11/21/2014 the overall structure is the responsibility of the buildingdesigner. 2x Impact sheathing such las bracing cing r sured when Cs own+drywell(BC). "* Po ty 9 4.In tmpaot bodging iors thterel onsbi required the where shown+a M �, SEQ. : 6121050 4.Noloadsarecbeleegantoanytimeshuldanytil aftdrelleaterthand 5.Dssignanofestriseeretobeiuse heon-coctiveeenractnr. OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used iInc noncorrosive environment, 7� .A_ A. TRANS ID• 412903 design loads be eppoed to any component. and are for"dry condition"of use. �7 1 J 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If /� �" 14 ?.�� F fabrication,handling,shipment and Installation of components. necessary. , 6.This design is furnished subject to the Imitations set forth 7.Designlaesassumes adequatedon oc drainage iso revised. �>l �i { I IIIIII VIII VIII VIII VIII IIIA VIII IIII IIII by 8.Plates shall be located both faces of hues,and placed so their center C b1• TPINVECA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. MiTek USA,Inc./COmpUTfus Software 7.6.6(1 L)-E9. late In Inches. 10. oits Forasic ccote size onneco rplf ateconnector values see ESR-1311,ESR-1988(MITek) EXPIRES.12/31/2015 IIIIIIIIIIIIII This designMBER-BC prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 65 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-198) 179 3-4=( -82) 33 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -67/ 200H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -187/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ 1V 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 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 = 0.072" @ 2'- 11.8" Allowed = 0.498" MAX TC PANEL TL DEFL = -0.061" @ 2'- 11.9" Allowed = 0.672" MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" ,,, NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. oWind: 140 mph, h=22ft, TCDL4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, oi.e Truss designed for wind loads 0o in the plane of the truss only. 0 al o1- M-3x9 f- y 1 ,1 /' 1-00 6-00 1-11-11 PROVIDE FULL BEARING;Jts:2,5,3,4' JOB NAME : 5017-D POLYGON - Z J4 Scale: 0.9653 ,� illZl ' .r�9 WARNINGS: GENERAL NOTES,unless otherwise noted: P 1.Builder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and is for an Individual ''' .9 E r Truss• Z J4 end Warnings before construction commences. building component.Applicability of design parameters and proper iee 2.2x4 compression web brad must be Installed where shown+, Incorporation of component is the responsibility of the building designer. > ng 2.Design assumes the top end bottom chords to be laterally braced at ,rp 3.Additional temporary bradng to insure stability during construction 2'o.c.end at 10'o.c.respectively unless braced throughout their length by y�/',�a - a"'�' DES. BY: EE Is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). DATE: 11/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Mb OREGON l . 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "$T ^V SEQ. : 61210 51 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, 2,0 �� design bads be applied to any component and are for"dry condition"of use. ��� j t)< a� TRANS 6 Design assumes full bearing at all supports shown.Shim or wedge If q`f 5.CompuTrus has no control over and assumes no responsibility for the necessary. ''7 j.)tst})fit,,, fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. tl. 8.This design Is famished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111111111111111111111111 TPIM/TCA in BCSI,copies of which will be furnished upon request. 9 Digitcoincide Indicate size of plate inint rinches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015