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Plans (12) 0'"„Z0r6.- ae RECEIV 501-0* CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH �1 M I REVISIONS NOTED g 2��6 19-3 �� 4'.� NON-CONFORMING REVSE&RESUBMR MAR 1 o me,mr, CITY OF TIGAS ON = Alexia0F1111 :f:, r 12/22/14 :11-014G 1 6'-0' I �� ln MICBRANQT ARCHITE{TS ER2 : ER ri, ..if _ x:12 I FFF w J1 J1 :�c :1 aJ2 FJ1 w ANGU926Q J3 FJ2 J4 DR FJ3 ► .. x7:12 FJ4 kV M I je / FJ5 bii , DJ1 FJ6 /FJ7 / /FJ6 J1U °P"PFJ9Dr% 13 % FJ8cp 414.tt. DJ6�13 FJ7 3 c� v� - / ti ti 2' to 7:; „ DJ4 14:12 �! / / 1i:12 DJ3 7:1: 1 (� DJ2 DJ1 • FJ10 �) -ri v„-v r G3 r 41'1 �� 24_9 G2 (2) I s, K.12 (6) E.s, .. �, ,-: C21R J12 In I___ . ,. A2 (4) 14: KJ1 / C1 , Al — ® 14:1Z Bt ih Fri CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN ❑ NON CONFORM G REVISE f Eh1IT 1. 6'-21/2e I 11'-3' I 16'-' I 4'-0' THIS SHOP DRAWING HAS DE/REVIEWED FOR GENERAL CONFORMANCE y WITH THE DESIGN CONCEPT t,1Y:NC DOR ACTT:CI"1C T:': GARAGE FABR1CATOR!VENDER OF RESPC6SIEE ITY FOR CONFORMANCE WITH THE GABA E DESIGN DRAWINGS AND SPECIFICATIONS Ai_OF Y#ISH HAVE PRIORITY OVER THIS SHOP DRAWING, By: Arnold R.Solomon Date:December 10,2014 CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PIAN PROVIDED FOR TRUSS POLYGON NW 11/20/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND 1'0 ENGINEERED STRUCTURAL ii PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER 5017-A POLYGON INFORMATION.BUILDING U tII � DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY: DM REVISION-2: RESPONSIBLE NSIeLE FORANON-TRUSS 1„ U TO TRUSS CONNECTIONS BUILDING 5017-A / A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO � T R U C S , COMPANY REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.11”-T All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 414.J2 . ! 1\1:147 ! 2644. 5g43. , ,, I ,11 . 4: 191-3" . 1ES!!!!!!!:::;il'iiu ' .:. J3IL' HIU$Z-2 TT r FJ1 - 7 FJ2 •• 'rm. Ink iEil2 td. FJ3 _ 1111111,1 zo, 1 /I F J4 DJ1 fa 6 1J7 '/././0,..///;,/ Rs ..... DJ2 J8 FJ6 DA :12 . / A FJ7 19 DJ4 Ai ty, • ... so FJ8 il1 DJ5 I IA- . FJ9 14? al - W5 WAIF . LLI ml C.4 DJ4 Mr , \ 111 ":12 1 2 E E al 14:12 FJ7 ..i.z., /---/ DJ3 or : DJ2J11 0') i DJ1 A \ _ .--, 1, (6) 1.-- .• 0 J12 (2) \ (H14328 HGUS28-2 ... 141.426 • 11011826.2 .------. , .......34u2... , . 2) . I \ KJ2 i; E. • . 2. ....m.m. ‘,.- KJ1 A2 (4) Si? , •\ • ., _..... • 4, Al 1 14:1E i 19 CONFORMS TO DESIGN CONCEIT— GARAGE 11 CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN . I 1 4 ' 1611'-3i 81-2 V416NUTCONFORMING-REVISE AND RESUBMIT 1-01 1-0' I- ' T I I- THIS SHOP DRAWING HAG BEEN REVIEWED FOR GENERAL CONFORMANCE 5010 WITH TA R DESIM CONCFPT 04.2f AHD DOES NOT RELIEVE THE FABRICATOR/VENDOR OF RESPCNSISILITY FOR CONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE FRIORIT' OVER THIS SHOP DRAWING. By: Arnold R.Solomon Date:December 10,20 4 CT ENGINEERING INC (0 Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON !kali 11/20/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE REVISION-1: r IN STRUCTURALEGESINE A L.EBIiiRR D 1. 5017-A POLYGON D Elf PLAN: DRAWN BY: DM REVISION-2: TO TRUSS CONNECTioNs.BUILDING 5017-A / A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRUSS _ COMPANY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PR/OR TO CONSTRUCTION. 0.1r-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. ! Compuirus Software Warnings & General Notes WARNINGS: 1, Bum and erection contractor should be advised or all General Notes and lNarnings before construction c rr menc s. 23: 2x4+' pr on web bracing rest be it lted shown+- Additional teary brig toe stabi ity during construction is theresponsibility of the erector,Additional permanent bradng the overall structure is respo ns •ility of Building 4. No Coact should be a to any component until all bracing and fasteners a completeand at no time shed any ids rPeater than design be to any component. 5 puTrus has no control over and assumes no responsibility for the fabrication.handling,shipment and installation of co nitonents. 8, This i$furnished subject to the limitations set t by TPI/WT in SCSI,cop-ms of which will be furnished upon request. GENERAL NOTES ,unless otltter'wise rid: f Thisis bait only upon parameters shown awed is for an xiividual b uilc ng compo ent.Applicability orf' parameters and proper corpr ra n orf component is theresponsibility of the bulirf designer. 2, Design a urY s the top and bo re to be latirarally'braced at o.c.and at`10'o.c respectively unless braced t ,ghout their length 3. Coni�nuous isheatnh9i.olsuh,ala's plywood sheathing(TC)and/or df ywatl(BCby) t. Inst, at onoftrc bracing required whereof++, is the responsibility of the respective txxMr r: 5. assume are to be used In a non-corrosive environment, acrd Ate "dry cyonc tori* teen _tr. Desoto, fu etalsu its ::;swatii If necessary. 7. assumes adequate dra• pe is provided. 8. plates shall be located on bath faces of trc ,and' so r center blies ode with center lines. 9. Digits kidicate size of place in was. i0. For basic connector plate design see ESR-13 1.ESR 19t Mi 1`ek). t. GI . , • E € ' `s. OREGON 44/ IONAt EXPIRES: IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" '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 #158TR 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 Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, considered for this design. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 9-02-08 7-03 '1 1' 1 12 I IM-4x4 12 f 14.007 3 7\14.00 N.11 0 0 N N 4 O 0 O O N O JJl"` iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii ,,5 I r- M-3x9 ; b ), ), 1-00 16-05-08 1-00 PROF JOB NAME : 5017-A POLYGON - Al Scale: 0.2991 ,5� �G(N sib WARNINGS: GENERAL NOTES,unless otherwise noted: C ill20 2kr � 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' .9 $PE r Truss• Al and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto Insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE p 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,.. a/ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .�°' 10 �. DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �,�� t, 4.No load should be appfled to any component until after ell bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 W SEQ. : 6119 52 1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 47 \ design loads be applied to any component. and are for"dry condition"of use. 7 y 4 TRANS I D 412774 6.Design assumes full bearing at all supports shown.Shim or wedge if {s 5.CompuTrus has no control over and assumes no responsibility for the necessary. f-,�.^� y �'' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. rl R 1 L 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I III VIII IIID VIII VIII VIII IIII IIIITPINVECA in BCSI,copies of which will be furnished upon request. 9 IDiggits coinciate with size loint plate Incenter iInes. 10. MiTek USA,InciCompuTfuS Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(Weft) EXPIRES:12/31/2015 s 111IIIIIII 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 L AD DURATION INCREASE = 1.15 1-2=( 0) 86 2-7=(-168) 496 3-7=(-311) 304 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-694) 217 7-8=(-115) 266 7-4=(-286) 492 WEBS: 2x4 KDDF STAND 3-4=(-529) 296 7-5=(-179) 255 I LOADING 4-5=(-514) 300 5-8=(-660) 227 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -92) 103 8-6=( -99) 81 BC LATERAL SUPPORT <= 12"01. UON. I DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -170/ 820V -302/ 349H 5.50" 1.31 KDDF ( 625) BOTTOM C ORD CHECKED FOR A 20 PSE LIMITED STORAGE 16'- 5.5" -107/ 684V 0/ OH 5.50" 1.09 KDDF ( 625) LIVE LOA 3 AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTT M CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "ocspacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-02-08 7-03 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" '1' ' T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-08-10 4-05-14 4-d5-14 2-09-02 MAX LL DEFL = 0.014" @ 9'- 2.5" Allowed = 0.777" '1 '( T 1' T MAX TL CREEP DEFL = -0.022" @ 9'- 2.5" Allowed = 1.036" 12 12 M-4x6 MAX HORIZ. LL DEFL = 0.006" @ 16'- 2.0" 14.007 N14.00 MAX HORIZ. TL DEFL = 0.008" 0 16'- 2.0" 44.0" NOTE:Design assumes moisture content does 8 j not exceed 19% at time of manufacture. 0" I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=26ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-3x4 0 1`S O N , M 1.5x3 6 -1 0 I 0 0 0 N N to C/ ` o 7 .a o M-3x4 M-3x8 M-3x4 .1 y b 9-02-08 7-03 .1 ). 1 1-00 16-05-08 JOB NAME : 5017-A POLYGON - A2 K(e, pRQ SJ Scale: 0.2300 tx. �v WARNINGS: GENERAL NOTES,unless otherwise noted: 2 I3r/7 r"q 1.Builder and erection contractor should be advls.d of all General Notes 1.This design is based only upon the parameters shown end is for an Individual Q' .92 0/P E. C'" Truss: A2 and Warnings before construction commences.1 building component.Applicability of design parameters and proper. 2.204 compression web bradng must be installed ere shown+, Incorporation of component Is the responsibility of the building designer. f` 3.Additional temporary bracing to insure stability d ing constructon 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,r is the responsibility of the erector.Additional p anent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / DATE: 11/20/2014 the overall structure is the responsibility of the tiding designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ (r' 4.No load should be applied to any component u I after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ^Sy OREGON ,(U SEQ. : 6119522 fasteners are complete and at no time should a loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, -.1 r� design bads be appied to any component. and are for"dry condition"of use. /!t F-4. „�. TRANS I D: 412774 5.CompuTrus has no control over and assumes responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if c.,r 1 4 F- `y, fabrication,handing,shipment and installation components. Designne . 11404R0,- 6. 1' f 7. laesassumes adequate drainage istrus,provided. 'r .4y.��,,. 6.This design is furnished subject to the limitatlo'set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center TPI CA in BCSI,copies of ch will be fuml hed upon li s de with int center nes. VIII 111111 III I III 11111 11111 IIII III I III IIII M TekU SA,Inc./Compul us iSoftwar0 .46(1 L)-E request. 10.For basic co nectoroplate designivalues see ESR-1311,ESR-1988(MITek) 9.Digits indicate size of plate In inches. EXPIRES:12/31//2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-05-08 GIRDER SUPPORTING 39-08-00 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) 86 2- 8=(-910) 3618 8- 3=( -2) 152 11- 7=( -768) 3542 BC: 2x8 KDDF #1&BTR 2- 3=(-6114) 1354 8- 9=(-910) 3618 3- 9=( -140) 340 7-12=(-5872) 1330 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-5894) 1404 9-10=(-900) 3708 9- 4=( -758) 3332 2x6 KDDF #2 A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-4212) 1128 10-11=(-662) 2966 4-10=(-2466) 696 2x8 DF SS B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 16'- 5.5" V 5- 6=(-4226) 1122 11-12=( -74) 264 10- 5=(-1630) 6074 BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 0'- 0.0" TO 7'- 0.0" V 6- 7=(-4654) 1092 10- 6=( -580) 276 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 470.8)+DL( 340.2)- 811.0 PLF 7'- 0.0" TO 16'- 5.5" V 6-11=( -182) 636 BC LATERAL SUPPORT <= 12"CC. UON. ADDL: BC CONC LL+DL= 3470.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1188/ 5242V -293/ 341H 5.50" 8.39 KDDF ( 625) ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 5.5" -1623/ 7213V 0/ OH 5.50" 11.54 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN nails staggered at: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. 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 2x8 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs, * HANGER TO APPLY CONC. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 webs. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.046" @ 5'- 10.3" Allowed = 0.777" MAX TL CREEP DEFL = -0.127" @ 5'- 10.3" Allowed = 1.036" 9-02-08 7-03 MAX HORIZ. LL DEFL = -0.007" @ 16'- 2.8" 3-04 2-09-12 3-00-12 3-05-11 3-09-05 MAX HORIZ. TL DEFL = 0.013" @ 16'- 2.8" 1' '' '' ' T ' NOTE:Design assumes moisture content does 12 M-5x6 12 not exceed 19% at time of manufacture. 14.00 7 14.00 5.0" Design conforms to main windforce resisting / 6 system and components and cladding criteria. a iWind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M-3x6 in the plane of the truss only. 6-3x4 + Laterally brace to roof diaphragm �' + 2x4 web brace required. 0 i o M-3x5 i 3 N 4r M 9x8 7 et -V, o M Sx16�4iri can iu�-�4 o J, v II� lD lin l0 T lD 3�1 �,N 8 9 10 11 -12 o M-1.5x3 M-7x12 -M-10x10 M-4x10 M-3x10 .1 b '*"fr3470# , 1 b 3-02-04 2-08 3-04-04 3-09-03 3-05-13 .1 1 ), 1-00 16-05-08 WEDGE REQUIRED AT HEEL(S). JOB NAME : 5017-A POLYGON - A3 ` 'O PR OP Scale: 0.1956 � ���� ��� r�ITY � WARNINGS: GENERAL NOTES,unless otherwise noted: 'CC 1/2 `,,,, 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 `92 ®P Truss• A3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ✓ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Ar P ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing 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. 7OREGON 447 SEQ. : 6119523 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, 1- 'I' \b' A.. TRANS ID: 412774 design loads be applied to any component. and are for"dry condition"of use. / -It. 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}�' rt;Q 14 `!. necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. /1// R R V t_'- 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 III VIII IIID 1111 VIII VIII II I IIII TPIMfTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size offplate In inches. tt MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EI EJ: 2i1 1Q1'3 ., IIIIIIII II II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONSTRUSS SPAN 11'- 3.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc s TC: 2x4 KDDF #1&BTR Lacin g p OAD DURATION INCREASE = 1.15 BC: 2x4 HOOF #1&BTR SPACED 24.0" 0.1. esign assumes moisture content does not not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. I LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.1)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 POE TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads LIMITED!STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIRE ENTS 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 BOT aM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 5-07-09 5-07-07 12 I IM-4x4 12 14.00 7 3 7\14.00 IN 0 cv 0 clo 0 IN - i o I 0 /- M-3x4 M-3x4 1 ) 1 ) 1-00 11-03 1-00 JOB NAME : 5017-A POLYGON - B1 �,<(, Pl s*� Scale: 0.3363 ))ff y /p}(�h7y,�F -k-v, GENERAL NOTES,unless otherwise noted: 4. /f./(+0/j pC ''r`..yy 1.Builder and erection contractor should be advis of all General Notes 1.This design is based only upon the parameters shown and is for an individual !92"P G. r 01, Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed ere shown+. Incorporation of component Is the responsibility of the building designer. J 3.Additional temporary bracing to insure stability ring construction 2.Design assumes the top and bottom chords to be laterally braced at J "` DES. BY: EE is the responsibility of the erector.Additional pe anent 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: 11/20/2014 the overall structure Is the responsibility of the (ding designer. 3.2x Impact bridging or lateral bracing required where shown++ CC � N f,. SEQ. : 6119 5 2 4 4.No load should be applied to any component un after all bracing and 4.Installation of buss Is the responsibitty of the respective contractor. ^V fasteners are complete and at no time should a loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• 412774 design loads be applied to any component and are for"dry condition"of use. re-- ��y �� S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beadng at all supports shown.Shim or wedge if © i 4 P� fabrication,handing,shipment and Installation of components. necessary. q�}� �y 7.Designlaesassumes adequated thinace Isprovided.truss, a. 'k"! p t �' 6.This design Is furnished subject to the Wmitatlana set forth by 8.Plates shall be located on both faces of truss,end placed so their center R R�.4.- I IIII I I III(Ilii VIII IIIA VIII VIII IIIIIIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Gnes 9.Digits Indicate size of plate in Inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.13(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111 ' This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=(-13) 264 6-3=(0) 288 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-477) 108 6-4=(-13) 264 WEBS: 2x4 KDDF STAND 3-4=(-477) 108 LOADING 9-5=( 0) 86 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -85/ 587V -181/ 1818 5.50" 0.94 KDDF ( 625) 11'- 3.0" -85/ 586V 0/ OH 5.50" 0.94 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-07-09 5-07-07 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1' T T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 12 MAX LL DEFL = -0.002" @ 12'- 3.0" Allowed = 0.100" M-4x6 MAX TL CREEP DEFL = -0.003" @ 12'- 3.0" Allowed = 0.133" 14.00 7 19.00 MAX TC PANEL LL DEFL = 0.212" @ 8'- 2.7" Allowed = 0.535" 34.0" MAX TC PANEL TL DEFL = 0.437" @ 3'- 2.6" Allowed = 0.804" AK 11 y MAX HORIZ. LL DEFL = 0.002" @ 10'- 9.5" MAX HORIZ. TL DEFL = 0.003" @ 10'- 9.5" 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=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads IN in the plane of the truss only. 0 Cu O r-. y O f _ ►' I O ' 6 M-3x4 M-1.5x3 M-3x4 s- 1 1 1 5-07-09 5-07-07 1 1 1 1 1-00 11-03 1-00 Fe JOB NAME : 5017-A POLYGON - B2 pros Scale: 0.3531 So {��yN J1y���T Mfr? WARNINGS: GENERAL NOTES,unless otherwise noted: 4{j II/�+P/t(^y/C- .�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 Ct. T 9 ,r C- r Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by }N p ty P continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). dier. ,r" DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON fE. " 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. "'f' ^V SEQ. : 6119525 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, of.. 4d •O' �, A. design beds be applied to any component and are for"dry condition"of use. 1 4 ty TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. necessary. ill '�R i;4." 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 IIIIII IIII VIII VIII VIII VIII VIII IIII IIII TPIMlfCA in BCSI,copies of which will be furnished upon request. lines coincidentwith Jointche. 9.Digits ndsize of tplate in Inches. ! M ITBk USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;'�2l. 1 ttZQi JF IIII I 'II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS ' TRUSS SPAN 10'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDIF kl&BTR LdAD DURATION INCREASE = 1.15 1-2=(-623) 534 1-5=(-336) 480 5-2=( 0) 240 BC: 2x9 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-459) 495 5-6=(-337) 480 2-6=(-461) 323 WEBS: 2x4 KDDF STAND; 3-4=( -24) 11 6-3=(-466) 426 2x6 KDDF ql&BTR A LOADING LL( 25.0)I'I+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -53/ 582V -267/ 436H 5.50" 0.93 KDDF ( 625) M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) 10'- 9.5" -285/ 610V 0/ OH 5.50" 0.98 KDDF ( 625) vertical members (uon), BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIVE LOA AT LOCATION(S) SPECIFIED BY IBC 2012. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 THE BOTT M CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. MAX LL DEFL = -0.005" @ 10'- 3.4" Allowed = 0.494" MAX TC PANEL TL DEFL = 0.040" @ 2'- 7.2" Allowed = 0.786" 5-07-14 9 08 19 0-04-12 MAX HORIZ. LL DEFL = 0.005" @ 10'- 2.0" T T f T MAX HORIZ. TL DEFL = 0.006" @ 10'- 2.0" 12 M-1.5X3 4 NOTE:Design assumes moisture content does 14.00 not exceed 19% at time of manufacture. M-3x5 Design conforms to main windforce-resisting ��1 system and components and cladding criteria. Wind: 140 mph, h=16.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5X4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M 3x5 Truss designed for 4x2 outlookers. 2x4 let-ins M11-35 -3x9 of the same size and grade as structural top ", chord. Insure tight fit at each end of let-in. I !;1 Outlookers must be cut with care and are <::, �c A o permissible at inlet board areas only. , Ai111 r I 5 6 o M-3x4 M-1.5x3 M-3x9 1y ), ), 5-06-02 9-07-14 0-07-08 I b y 10-09-08 JOB NAME : 5017-A POLYGON - Cl oPROp Scale: 0.2265 ��i,Fo1 Nll t sl© WARNINGS: GENERAL NOTES,unless otherwise noted: /1 ' 1.Builder and erection contractor should be adviser)of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4t. '920 SPE 1'' Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed ere shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability ring 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 pe anent bracing of continuous sheathing such l acing ewhere and/or drywell(BC). != DATE: 11/20/2014 the overall structure is the responsibility of the Ming designer. 3.2x Impact bridging or lateral bracing required where shown++ eY 1 4.No load should be appled to any component u I after all bracing and 4.Installation of truss is the responsibility of the respective contractor. q OREGON 4/fasteners are complete and at no time should an loads greater than E.Design assumes trusses are to be used In a corrosive environment, TRANS I D: 412774 �1% design bads be applied to any component. and are for"dry condition"of use. / (�. .,}„ 5.CompuTrus has no control over and assumes n responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 1 4, fabrication,handing,shipment and installation components. necessary. �+. 7.Designlaesassumes adequate one ondi faces of truss,and placed so their center IIII I II IIII IIII III II I VIII I I IIIITPIiWTCA in SCSI,copies of which will be Pon had upon request. lines coincide with Joint center noes. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.G 6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIR ES:12/31/2015 VIII III III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF i#1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-430) 175 1-5=(-182) 261 5-2=( 0) 244 BC: 2x4 KDDF ijl&BTR SPACED 24.0" O.C. 2-3=(-211) 149 5-6=(-183) 261 2-6=(-444) 312 WEBS: 2x4 KDDF STAND 3-4=( -20) 9 6-3=(-199) 234 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) 0'- 0.0" -54/ 453V -182/ 354H 5.50" 0.72 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 9.5" -276/ 560V 0/ OH 5.50" 0.90 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.049" @ 2'- 7.2" Allowed = 0.524" MAX TC PANEL TL DEFL = 0.095" @ 2'- 7.2" Allowed = 0.786" 5-07-14 4-09-14 0-03-12 MAX HORIZ. LL DEFL = -0.003" @ 10'- 4.0" T T T MAX HORIZ. TL DEFL = 0.003" @ 10'- 4.0" 12 M-1.5x3 4 NOTE:Design assumes moisture content does 14.00 7 3 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. • Wind: 140 mph, h=16.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. r1 M-3x4 r, rr, I i OO 1 1 M M AIlkiiik O 1 _ '' 0 1..M-3x4 M-155x3 M-3x4 .6 1 1 1 5-06-02 5-03-06 .1 1 10-09-08 �,,,n PR OFe JOB NAME : 5017-A POLYGON - C2 Scale: 0.2284 5'k l-1 P si WARNINGS: GENERAL NOTES,unless otherwise noted: 44 v`il/ZOt II 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 1' `920•PE r Truss: C2 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,/f` DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as cod sheathing(TC)and/or d II BC. rwr ` PIcin 9(r s ( ) .. DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+t /,��� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "� OREGON ^tF S E Q. : 6119527 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, hj n N A, TRANS I D: 412774 design beds be applied to any component and are for"dry condition"ofguse.supports g /� '1 )4 G 4 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all su ns shown.Shim or wedge if necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. `�� 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 1111:1 A 11111111111111111111 VTPIANTCA in SCSI,copies of which wrill be furnished upon request. gcoincidewith joint center Inches.9.Digitssindicatesize of plate 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'1 Z/31/+2u1 5 1111111 This design prepared from computer input by PACIFIC LUMBER-BC ' LUMBER SPECIFICATIONS 23-09-08 HIP-D SETBACK 3-10-08 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR; I 23-09-08 GIRDER SUPPORTING 6-00-00 1- 2=( 0) 57 2-12=( -780) 3052 12- 3=( 0) 289 2x6 KDDF #1&BTR T2 LOID DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3754) 1025 12-13-( -780) 3043 3-13=(-158) 85 BC: 2x6 KDDF 410TR 3- 4=1-3460) 1067 13-14=(-1097) 3634 13- 4=(-259) 1136 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 14-15=(-1097) 3634 13- 6=(-877) 389 LL = 25 PSF Ground Snow (Pg) 4- 6=(-2962) 951 15-16=( -780) 3043 14- 6=( 0) 542 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.01+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 7'- 9.0" V 6- 8=(-2962) 951 16-10=( -780) 3052 6-15=(-877) 389 BC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 73.41+DL( 20.6)= 94.0 PLF 7'- 9.0" TO 16'- 0.5" V 7- 8=( 0) 0 8-15=(-259) 1136 TC UNIF LL( 50.01+DL( 14.0)= 64.0 PLF 16'- 0.5" TO 23'- 9.5" V 8- 9=(-3460) 1067 15- 9=(-159) 85 BC UNIF LL( 0.01+DL( 29.4)- 29.4 PLF 0'- 0.0" TO 23'- 9.5" V 9-10=(-3754) 1025 9-16=( 0) 289 NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 50.0:+DL( 34.0)- 84.0 PLF 0'- 0.0" TO 23'- 9.5" V 10-11=( 0) 57 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL(', 185.7)+DL( 52.0)= 237.7 LBS @ 7'- 9.0" TC CONC LL( 185.7)+DL( 52.0)- 237.7 LBS @ 16'- 0.5" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" I LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITS) STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -690/ 2586V -103/ 1030 5.50" 4.14 KDDF ( 625) REQUIRIMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 23'- 9.5" -690/ 2586V 0/ OH 5.50" 4.14 KDDF ( 625) I BOTTOMCHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] AND BODTOM 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" 1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.103" @ 11'- 10.7" Allowed = 1.144" MAX TL CREEP DEFL = -0.205" @ 11'- 10.7" Allowed = 1.525" MAX LL DEFL = -0.002" @ 24'- 9.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 24'- 9.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.037" @ 23'- 4.0" MAX HORIZ. TL DEFL = 0.061" @ 23'- 4.0" 7-08-11 8-04-02 7-08 it T T T T NOTE:Design assumes moisture content does 3-10-06 3-03-10 0-06-11 4-52-01 4-02-01 0-06-11 3-03-10 3-10-06 not exceed 19% at time of manufacture. 12 4,237.706 f 421. 12 Design conforms to main windforce-resisting 7.00 M-5x6 5 M-5x6 '7:17.00system and components and cladding criteria. /-- M-3x8 7 6 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T2 4� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3X4 Truss designed for wind loads 03 M-3x4 in the plane of the truss only. 9 i oIoM 3xBM 3x8 0 reo„.•,•/••,e, 15 16 rlr ,'`. M-112 5x3 M-3x8 13 la 0.25" M-3x8 M-1.5x3 1 0 M-7x8(5) 1, / / b / 1 / 3-08-10 3-03-10 4-101-08 4-10-08 3-03-10 3-08-10 I I 1-00 23-09-08 �1-00 JOB NAME : 5017-A POLYGON - D1 < ce n PRo� s Scale: 0.2579 `csJ ('j, NQ t3'/0 WARNINGS: GENERAL NOTES,unless otherwise noted q 17 1.Builder and erection contractor should be advis of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Q' !92•`P E 1"' Truss: D 1 and Warnings before construction commences. building component AppllceWliry of design parameters and proper 2.204 compression web bradng must be Installed ere shown+, Incorporation of component Is the responsibility of the building designer. ,✓ 2.Design assumes the top and bottom chords to be laterallybraced at .+�" DES. BY: E E 3.Additional temporary bracing to Insure stability r ng constmct on Is the responsibility of the erector.Additional pe anent 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: 11/20/2014 the overall structure Is the responsibility of the Acting designer. 3.20 Impact bridging or lateral bracing required where shown++ y SEQ. : 6119528 4.No load should be applied to any component u I after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "V A OREGON a N. �4, fasteners are complete and at no time should as loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• 412774 design bads be applied to any component. and are for"dry condition"of use. t 5.CompuTrus has no control over and assumes n responsibility for the 6.Design assume full bearing at all supports shown.Shim or wedge if a '14 .. fabrication,handling,shipment and installation 0 components, 7.necessary. s p M p t "^ 6.This design is furnished subject to the imitation set forth by 8.Platesshallbe locateassumes d uon both facese lof truss,and placed so their center +'i rt�4. ' I IIII I I III IIII VIII VIII II II VIII IIII IIII TPI/WTCA In BCSI,copies of which will be fum�h(d upon request. lines coincide with joint centerinches.nes. (Ml ) 9.Digits indicate size of plate in inches. MiTek USA,Inc./Com uTrus Software 7.8 6 1 L-E 10.For basic connector plate design values see ESR-1311,ESR-1988 Tek EX IE 7( 2i 1 2015 7 111 I IIII 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 61&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-151) 108 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" -129/ 365V -26/ 83H 5.50" 0.58 KDDF ( 625) 0'- 10.8" -130/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) ** For hanger specs. - See approved plans 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.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" 0-11-09 MAX TC PANEL LL DEFL = 0.001" @ 0'- 7.9" Allowed = 0.059" T T MAX TC PANEL TL DEFL = 0.001" @ 0'- 7.9" Allowed = 0.088" MAX BC PANEL LL DEFL = 0.003" @ 1'- 9.9" Allowed = 0.148" 12 MAX BC PANEL TL DEFL = -0.004" @ 1'- 11.3" Allowed = 0.197" 14.00 7 MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8" MAX HORIZ. TL DEFL = -0.001" @ 0'- 10.8" 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. N Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �' 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,� load duration factor=l.6, o I Truss designed for wind loads in the plane of the truss only. i oc, Lo N O� ►6� **4 -3x4 1-00 3-10-08 (PROVIDE FULL BEARING;Jts:2,3,41 ,p PRoFed JOB NAME : 5017-A POLYGON - DJ1 Scale: 0.6796 ��� SIN s� WARNINGS: GENERAL NOTES,unless otherwise noted: '�I/2a 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 i 1 f-E 1 Truss DJ1 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 is the res onsibildy of the erector.Additional ermanent bracingof 2'ac.and at 10'o.c.respectively unless braced throughout their length by r per + p P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r"" DATE• 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2u Impact bridging or lateral bracing required where shown** 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 A W SEQ. : 6119529 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, . "*7�1 20 -4 design loads be applied to any component. and are for"dry condition"of use. Q 7), 1 a ty TRANS I D: 412774 6 Design assumes full bearing at all supports shown.Shim or wedge If �! 5.CompuTrus has no control over end assumes no responsibility far the necessary. h t t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. +1 r-7ryni 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 VIII(IIII VIII VIII IIII IIIITPI/WfCA In BCSI,copies of which will be furnished upon request. 9.(ines Digits nidi lawithte sizejointoplate incenter 10. p 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 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/CS'=1.00 TC: 2x4 KDDF #1&BTR ',LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x9 KDDF #1&BTR j SPACED 24.0" O.C. 2-3=(-83) 71 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 250)+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" I TOTAL LOAD = 42.0 PSF 0'- 0.0" -37/ 292V -94/ 119H 5.50" 0.47 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 90/4/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITS', STORAGE DOES NOT APPLY DUE TO THE SPATIAL iCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIIO MENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTON CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BC TOM 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 = 0.073" 1-11-09 MAX BC PANEL LL DEFL = 0.004" @ 1'- 9.9" Allowed = 0.198" MAX TC PANEL TL DEFL = 0.006" @ 1'- 3.6" Allowed = 0.299" jl MAX BC PANEL TL DEFL = -0.004" 0 2'- 0.6" Allowed = 0.197" 12 MAX HORIZ. LL DEFL = -0.001" @ 1'- 10.8" 14.00 7 MAX HORIZ. TL DEFL = -0.001" @ 1'- 10.8" 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. oo Wind: 140 mph, h=21.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, o, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, c I Truss designed for wind loads in the plane of the truss only. 0 ti M O L I Al O C M-3x4 A- .1 ), i ,1 1-00 3-1S''II-08 PROVIDE FULL BEARINGfJts:2,3,41 JOB NAME : 5017-A POLYGON - DJ2 <(,, a pROp?s Scale: 0.6033 Co G1N 1h.7,� -,,,?- WARNINGS: ,I GENERAL NOTES,unless otherwise noted: e ///2011 1C �1;, 1.Builder and erection contractor should be advise¢of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4 ' S 920 0 P E c' Truss: DJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braung must be Installed ere shown+. Incorporation of component is the responsibility of the building designer. +" 3.Additional temporary bracing to insure stability ring construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .r�� is the responsibility cf the erector.Additional pe nent bracing of A�/laa"" continuous Impact bridging such asl b plywood where s or drywell(BC). ,.++ ramps a DATE: 11/20/2014 the overall structure is the responsibility of the b kung designer. 3.2x Impact bridging or lateral bracing required where shown++ cc 4.No load should be applied to any component un after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -yr OREGON ,(4 SEQ. : 6119530 fasteners are complete and at no time should a loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L„ 4, \t A. design loads be applied to any component. and are for"dry condition"of use. / 4.. TRANS I D: 412774 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 �✓ �es fabrication,handling,shipment end installation components. necessary. 7.Designlaesassumes adequate ne drainageciso avis,a � Lf t��„ 6.This design is furnished subject to the limitations et forth by 8.Plates shall be located on both faces of truss,and placed so their center rl 1111111111111111111111111111111111111111111 TPI/VVTCA in BCSI,copies of which will be furni�ed upon request. lines coincide with Joint center lines 9.Digits Indicate size of plate in inches. p (1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 MITek nc. om uTrus Software 7.6. IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-113) 97 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" -15/ 308V -63/ 156H 5.50" 0.49 KDDF ( 625) 2'- 10.8" -104/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 39V 0/ OH 5.50" 0.06 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 = 0.023" 2-11-09 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" T T MAX TC PANEL LL DEFL = 0.025" @ 1'- 10.3" Allowed = 0.265" MAX TC PANEL TL DEFL = 0.024" @ 1'- 10.3" Allowed = 0.398" A- -V 12 MAX HORIZ. LL DEFL = -0.001" @ 2'- 10.8" 14.00 7MAX HORIZ. TL DEFL = -0.001" @ 2'- 10.8" j' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. • o Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, �, ro Truss designed for wind loads in the plane of the truss only. o 1 0 u-, O ti/- I �� aAlO I **4 O M-3x9 /- ; ), ), 1-00 3-10-08 'PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 5017-A POLYGON - DJ3 � �� N S' Scale: 0.5457 `0 ,t,kG1N s�G? WARNINGS: GENERAL NOTES,unless otherwise noted: 44 V 02 //TT 17 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual �' t 92P E r Truss• DJ3 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. ,,,.' iiir 3.Additional temporary bracingto insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced atw DES. BY' EE po ryty 2'o.c.and at 10'o.c.respects my unless braced throughout their length by �,r'f �d 1411.1 11 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as*wood sheathing(TC)and/or drywalt(BC). / //,��CC "� DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • OREGON ^t✓ 4.No load should be applied to any component until after all bredng and 4.Installation of truss is the responsiblity of the respective contractor. "7 SEQ. : 6119 5 31 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, j,/'4/ 0b` A, design loads be applied to any component. and are for"dry condition"of use. V' 14 v' TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 6.and ar assumes full bearing at all supports shown.Shim or wedge if [ i fabrication,handling,shipment and Installation of components. ry. y.�,,,,, 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 IIIIII IIII VIII VIII VIII II II VIII IIII IIIITPI WfCA in SCSI,copies of which will be furnished upon request. lines coincide with jointe center lines. 9.DigitsI nicdt size ofpctin inches. MiTek USA,InC./COfnpuTfus Software 7.6.6(1 L)-E 10. sFor basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1110011 IIIII I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONSTRUSS 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) 86 2-4=(0) 0 BC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. 2-3=(-139) 118 TC LATERAL SUPPORT <= 12"OC. UON. I 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 I DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 1.1" TOTAL LOAD = 42.0 PSE 0'- 0.0" -23/ 326V -78/ 186H 5.50" 0.52 RODE ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -108/ 128V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITE STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM'CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BO''TOM 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 = 0.009" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.012" MAX TC PANEL LL DEFL = 0.070" @ 2'- 3.8" Allowed = 0.345" MAX TC PANEL TL DEFL = 0.067" @ 2'- 3.8" Allowed = 0.518" 12 14.00 2 6 MAX HORIZ. LL DEFL = -0.002" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.002" @ 3'- 8.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting N system and components and cladding criteria. 0 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, o Truss designed for wind loads in the plane of the truss only. io0 ti, I1 0 • I f _, o ► 4** M-3x9 / / // 1-00 3-10-08 0-01-01 'PROVIDE FULL BEARING;Jts:2,4}31 JOB NAME : 5017-A POLYGON - DJ4 .� oFe.s, , Scale: 0.5039 C� r�G)N �/ WARNINGS: GENERAL NOTES,unless otherwise noted: G,, 4///201r I17 .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 0 0 PE r" Truss: DJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed ere shown+, incorporation of component is the responsibility of the building designer. AlAdditional temporary bracing to insure stability d 2.Design assumes the top and bottom chords to be lateral braced at '" 1� DES. BY: EE P ry 9 ty ng construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional pe nent bracing of continuous sheathing such as plywood + e 481101.11P sheathing(TC)and/or drywall(BC). ,,. NNW. DATE: 11/20/2014 the overall structure is the responsibility of the b kung designer. 3.2x Impact bridging or lateral bracing required where shown + CC SEQ. : 6119 5 3 2 4.No load should be applied to any component unit after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON /,, fasteners are complete and at no time should an loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,, TRANS I D• 412774 design loads be applied to any component. and are for"dry condition"of use. L. 'Aik 5.CompuTms has no control over and assumes no sponsibility for the 6.Design assumes hill bearing at all supports shown.Shim or wedge if ')4 ?. fabrication,handling,shipment and installation components. Designary. � t y 7.Design assumes adequate drainage is provided, ryry{i1 V.. V 6.This design is furnished subject to the limitations t forth by 8.Plates shall be located on both faces of truss,and placed so their center fit I L. I IIII I I III VIII VIII II II VIII VIII IIII IIIIba TPI1WTCA in Best,copies of which will be furnis ed upon request nes coincide with joint center does. MiTek USA,Inc./CompuTrus Software 7.6, (1L)-E 9.For indicateits sconnectorofplate 10. plate design values see ESR-1311,ESR-1988(MiTek) i EXPIRES:12/31/2015 IIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-290) 229 3-4=( -61) 25 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" -17/ 315V -102/ 234H 5.50" 0.50 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 8.2" -213/ 247V 0/ OH 1.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 11.6" -4/ 13V 0/ OH 1.50" 0.02 RODE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" -s MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.019" @ 2'- 2.3" Allowed = 0.345" MAX TC PANEL TL DEFL = -0.016" @ 2'- 0.9" Allowed = 0.518" l) � MAX HORIZ. LL DEFL = -0.003" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.003" @ 3'- 8.2" 12 NOTE:Design assumes moisture content does 14.00 7 not exceed 19% at time of manufacture. �t Design conforms to main windforce-resisting system and components and cladding criteria. <v Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, I .i Truss designed for wind loads in the plane of the truss only. 0 r 0 o 1 ,- ►t 5** 0 M-3x4 A- ,1 b ) .1 1-00 3-10-08 1-01-01 PROVIDE FULL BEARING;Jts:2,5,3,41 A, ,DPROFE JOB NAME : 5017-A POLYGON - DJ5 Scale: 0.4414 �5, !GIN.. /0 WARNINGS: GENERAL NOTES,unless otherwise noted: /4iLfI/Lv/ *"� 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 tt 7 924 SPE Truss• DJ5 end Warnings before construction commences. building component Applicability of design parameters and proper Aor 2.2x4 compression web bred must be instated where shown*. Incorporation of component is the responsibility of the building designer. P ng 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(TC)and/or drywall(BC). 1'� DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown-1.0 OREGON �,/ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. .1 SEQ. : 6119533 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 1...f f 2�N �A. design loads be applied to any component. and are far"dry condition"of a. O 1 4 ty T RAN S I D• 412774 8.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over end assumes no responsibility far the necessary. �y i-�t fabrication,handing,shipment and Installation of components. 7.Design sumes adequate drainage is provided. r'i b t 6.This design is furnished subject to the On-Rations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII(IIII(IIII(IIII(IIII(IIII IIII IIIITPIM/fCA In BCSI,copies of which will be furnished upon request. 9 (ines Digitsat all de susize ofinc Incenter es. 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 • 111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.6" IBC.2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR IppAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-360) 294 3-4=( -71) 42 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" l TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) For hanger specs. - See approved plans 0'- 0.0" -16/ 313V -120/ 272H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 8.2" -240/ 268V 0/ OH 1.50" 0.34 KDDF ( 625) LIMITED TORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.6" -48/ 57V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIRE NTS 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" f -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.020" @ 1'- 9.9" Allowed = 0.345" MAX TC PANEL TL DEFL = 0.018" @ 1'- 9.9" Allowed = 0.518" MAX HORIZ. LL DEFL = -0.005" @ 5'- 9.8" MAX HORIZ. TL DEFL = -0.005" @ 5'- 9.8" NOTE:Design assumes moisture content does / 12/ not exceed 19% at time of manufacture. 1Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 2.--''': Truss designed for wind loads I in the plane of the truss only. v 0 0 Kjili o � M-3x4 (. )' ,6 )' 1-00 3-10-08 2-00101 PROVIDE FULL BEARING;Jts:2,5,3,4I vt0JOB NAME •. 5017-A POLYGON - DJ6 Scale: 0 3921 5`�`` p�v Opt JOB WARNINGS: GENERAL NOTES,unless otherwise noted: ZG/ 11/20/11711 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual (t' .92.i PE C' Truss: DJ6 and Warnings before construction commences. building component.Applicability of design parameters and proper �M 2.2x4 compression web bradng must be installed ere shown+. Incorporation of component is the responsibility of the building designer. rr,/r` 3.Additional temporary bracing to Insure stability ring 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 pe anent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d ll BC. ,,+" !r 9lT) -Ywa( ) �+""' DATE: 11/20/2014 the overall structure is the responsibility of the tiding designer. 3.2x Impact bridging or lateral bracing required where shown++ 10 iZ 4SEQ. : 6119534 .No load should be applied to any component u I after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - OREGON t, non-corrosivefasteners are complete and at no time should an loads greater than 5.Design assumes trusses are to be used in a environment, G, lj ,fX ,( design loads be applied to any component. and are for"dry condition"of use. / �',.. �(� 1.' TRANS I D: 412774 5.CompuTrus has no control over and assumes n responsibility for the 6,Design assumes full bearing at all supports shown.Shim or wedge if .0 1 Gk � fabrication,handing,shipment and installation o components. Designnecessary. 7. latesassumes adequateed drainage is of truss, �' }��„ 6.This design Is famished subject to the limitations oat forth by 8.Plates shall be located on both faces of truss,and placed so their center III I Ell gill III VIII VIII II I IIII III TPIANfCA in SCSI,copies of which will be turn bed upon request. Digit coincide with joint te in lines. 9.Digits Indicate size of plate In Inches. M iTek USA,Inc./CompuTfu9 Software 7.8 6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 i 1 1 OA' I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 39-08-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2-10=(-1608) 5048 10- 3=( 0) 778 14- 9=(-378) 282 BC: 2x6 KDDF #1&BTR 2- 3=(-6084) 1834 10-11=(-1608) 5036 3-11=( -594) 70 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-5292) 1862 11-12=(-2118) 5338 11- 4=( -330) 1458 LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 12-13=(-1922) 4760 11- 6=1-1142) 756 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL) 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 4- 6=(-4512) 1654 13-14=(-1294) 3060 6-12=) -324) 358 BC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 100.0)+DL) 28.0)= 128.0 PLF 12'- 0.0" TO 39'- 8.0" V 6- 7=(-5230) 2064 12- 7=( -134) 820 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 39'- 8.0" V 7- 8=)-3722) 1506 7-13=(-1810) 842 8- 9=( -102) 114 13- 8=) -466) 2006 NOTE: 2x4 BRACING AT 24"0C UON. FOR TC CONC LL( 500.0)+DL) 140.0)- 640.0 LBS @ 12'- 0.0" 8-14=(-4240) 1762 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 506.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -1102/ 3809V -135/ 278H 5.50" 6.09 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 8.0" -1405/ 3470V 0/ OH 5.50" 5.55 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing, 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = -0.009" @ -2'- 0.0" Allowed = 0.200" 9" oc in 1 rows) throughout 2x9 webs. MAX TL CREEP DEFL = -0.011" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.146" @ 11'- 9.5" Allowed = 1.937" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.271" @ 18'- 6.0" Allowed = 2.583" MAX HORIZ. LL DEFL = -0.044" @ 39'- 4.5" *** HANGER TO APPLY CONC. MAX HORIZ. TL DEFL = 0.072" @ 39'- 4.5" LOAD(S) EQUALLY TO ALL MEMBERS. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0-05-03 Design conforms to main windforce-resisting 11-11-11 1`'( 27-08-05 system and components and cladding criteria. 6-01-12 5-09-12 6-06-05 6-11-08 6-11-08 7-03 Wind: 140 mph, h=24.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, T T TT T T T '( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 11-09-08 Truss designed for wind loads in the plane of the truss only. T 690# M-5x6(S) 12 M-4x6 7.00 p 45 M-36x4 0/\ 25" M-33x8 M-195x3 y a M-3x6 N d + o o o i r ool M-3x8 CU w .s "' 210 11 12 13 1N* M-1.5x3 M-3x8 M-3x9 M-3x4 M 3x8 ***1506# M-5x6(S) b 7 1, 1 1 b 6-00 5-04-12 9-05-01 9-03-05 9-06-13 y b b 19-08 20-00 ), ). 2-00 39-08 JOB NAME : 5017-A POLYGON - El , pRo s Scale: 0.1434 SCJ ljaG2 /O WARNINGS: GENERAL NOTES,unless otherwise noted: t, v/�/^ '"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 920 OPE Truss• El and Warnings before construction commences. building component.Applicadity 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). lr ` DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ /' re cc 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. '� OREGON 1.(/ SEQ. : 6119536 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. 4, fib` ,4 TRANS ID: 412774 design bads be applied to any component. and are for"dry condition"al use. // }r Y� �A- • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full hawing at all supports shown.Shim or wedge If © `- fabrication,handling,shipment and Installation of components. necessary. 44 P Po 7.Designlaesassumesadequateone faces o trussed. � `�,1. 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II I III IIII VIII VIII(IIII IIII IIII TPIM/fCA In BCSI,copies of which will furnished upon request. Digit coincidenitwith joint ate inr nche. 9.Digits ns dsize oplate in inches. r� 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: P( Er:12/31/20 t.5 IIIIII II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 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) 114 2-11=(-861) 2320 3-11=( -160) 149 15-10=(-164) 92 BC: 2x4 KDDF #10TR SPACED 24.0" O.C. 2- 3=(-2719) 517 11-12=(-760) 2155 11- 4=( -12) 315 WEBS: 2x4 KDDF STAND; 3- 4=(-2566) 522 12-13=(-615) 1924 4-12=( -470) 209 2x4 DI STAND A; I LOADING 4- 5=(-2120) 534 13-14=(-512) 1642 12- 5=( -108) 727 2x4 KDDF #1&BTR B LL( 25.01)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 14-15=(-346) 1027 12- 7=( -273) 121 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1787) 499 7-13=) -301) 224 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1823) 513 13- 8=( -136) 578 BC LATERAL SUPPORT <= 12"0C. UON. 8- 9=(-1266) 393 8-14=( -893) 313 ILL = 25 PSE Ground Snow (Pg) 9-10=( -141) 157 14- 9=( -184) 1193 9-15=(-1826) 479 NOTE: 2x4 BRACING AT 24"0C UON. FOR BOTTOM C�1ORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOA) AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -345/ 1910V -182/ 3740 5.50" 3.06 KDDF ( 625) OVERHANGS: 24.0" 0.0" 39'- 8.0" -263/ 1764V 0/ OH 5.50" 2.82 KDDF ( 625) JT 2: Heel to plate corner = 2.50" ,.., !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.122" @ 15'- 9.5" Allowed = 1.937" MAX TL CREEP DEFL = -0.229" @ 15'- 9.5" Allowed = 2.583" 0-05-03 MAX HORIZ. LL DEFL = 0.057" @ 39'- 4.5" PrMAX HORIZ. TL DEFL = 0.089" @ 39'- 4.5" 15-11-11 23-08-05 NOTE:Desi n assumes moisture content does 'r 9 5-03-03 4-11-14 5-03-06 5-06{05 5-11-08 5-11-08 6-03 not exceed 19% at time of manufacture. 1' 1' 1' TT 1' 1' 1. 1 Design conforms to main windforce-resisting 15-09-08 system and components and cladding criteria. T T 12 M-5x6(S) Wind: 140 mph, h=25.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 7.00 6 M-3X4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 5 0 25" -M-4x9 M 1.5x3 y 7 y # 9 10 load duration factor=l.6, M-5x6(S) 9P w 0 " Truss designed for wind loads in the plane of the truss only. 0.25" 4 ti // ./ N O o M-1 .5x3 V + + +6 B c 3 o p I riwri a 2 11 12 13 14 15* -' _I- M-3x6 M-3x4 M-3x8 M-3x9 =M-9x4 M-3x5 M18H9-3x18(S) 1, y ), b ,l b 7-10-19 7-05-19 8-01-01 7-11-05 8-02-13 b 1 1 b b 20-00 19-08 b 2-00 39-08 JOB NAME : 5017-A POLYGON - E2 pRoPFs Scale: 0.1439I Co' fIIN ),0).T� / WARNINGS: GENERAL NOTES,unless otherwise noted: 44,44 /�lQl/ ��7 1.Bulkier and erection contractor should be advise'.I of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 'rt. 7 9211•P E 1'" Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.244 compression web bracing must be installed ere shown+. Incorporation of component Is the responsibility of the building designee 3.Additional temporary bracing to Insure stability ring construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: E E is the responsibility of the erector.Additional pe anent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 11/20/2014 the overall structure is the responsibility of the Idin designer. continuousuImactsheathing such l bracing cing required sheathing(TC)when shown and/or d ywell(BC). Po ty 9 9 3.2x Impact bridging or lateral where shown++ .� CC 4.No load should be applied to any component u I after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6119537 fasteners are complete and at no time should a loads greater than 5.Design assumes trusses are o be used in a non-corrosive environment, SSG if_OREGON Elf TRANS I D• 412774 design bads be applied to any component. and are for"dry condition"of use. ✓ �7 y� S.CompuTrus has no control over and assumes n responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if .p 9,' y 4 24�4 fabrication,handing,shipment and installation 0 components. necessary. {' 6.This design is furnished subject to the Imitations set forth 7.Designlaesassumes adequateatedon ofaces drainage isotrus,provided. ``C'f tl3'1 G,. IIII I II HIM III III I 1111111 9 1 by 8 Plates shall be located both faces of truss,and placed so their center ++i7 RR 4 TPIANTCA In BCSI,copies of which will be NMI ed upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6 6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) i EXPIRES;12/31/2015 11111111 IIIII (IIII This design prepared from computer input by PACIFIC LUMBER-BC MOH h8B86IFNPAENONS See approved plans TRUSS SPAN 39'- 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) 114 2- 9=(-390) 2268 3- 9=1-252) 208 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2630) 533 9-10=8-246) 1921 9- 4=( -28) 520 WEBS: 2x4 KDDF STAND; 3- 4=(-2378) 531 10-11=(-234) 1805 4-10=(-740) 287 2x4 DF STAND A LOADING 4- 5=(-1699) 491 11- 8=(-398) 2132 10- 5=(-313) 1297 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5- 6=(-1699) 505 10- 6=(-744) 286 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2380) 561 6-11=( -45) 532 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2633) 565 11- 7=(-256) 229 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -344/ 1903V -272/ 2868 5.50" 3.04 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 8.0" -252/ 1666V 0/ OH 5.50" 2.67 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 = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.125" @ 19'- 10.0" Allowed = 1.938" MAX TL CREEP DEFL = -0.254" @ 19'- 10.0" Allowed = 2.583" MAX HORIZ. LL DEFL = 0.060" @ 39'- 2.5" 19-10 19-10 MAX HORIZ. TL DEFL = 0.098" @ 39'- 2.5" '8' f 6-08-15 6-05-10 6-07-06 6-07-06 6-05-10 6-08-15 NOTE:Desi n assumes moisture content does '8 '8 T T 1' T T not exceed 19% at time of manufacture. 12 M-4x6 12 Design conforms to main windforce-resisting 7.00 Q 7.00 system and components and cladding criteria. 4.0" 5 ,F,r Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-5x6(5) 3.1 M-5x6(5) Truss designed for wind loads in the plane of the truss only. 0.25" 0.25" 4 6 ;o. tF r I +1 o M 1.5x3 7M 1.5x3 en 3 + /\1001„. 0 AM MN A .r. j,1 2--' d g 18.25 11 g +: of = M-3x6 M-3x4 ° M-3x4 M-3x6 0 M-5x8(S) J, 1, 1, y 'I 10-00-10 9-09-06 9-09-06 10-00-10 1 * * WEDGE REQUIRED AT HEEL(S). 2-00 39-08 JOB NAME : 5017-A POLYGON - E3 <(,. pROF�ss Scale: 0.1602 �( �N/ o /0 WARNINGS: GENERAL NOTES,unless otherwise noted: t . 'n 11PE t 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 'I.' /7J2AJ`' Truss: E3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2n4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'c.c.respectively unless braced throughout their length by po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ QR �}N y : 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. ", ,g_ ^V SEQ. : 6119538 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, Lf -y 2(1\ '�. design loads be applied to any component. and are for"dry hill bearing of use. ,h A TRANS I D• 412774 5.CompuTrus has no control over and assumes no responsibility for the 6'aecessassumes full bearing at all supports shown.Shim or wedge if �•�' 14, { �P fabrication,handling,shipment and installation of components. ry. R 11..�- g 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 Ili Hill VIII Ell 11111 IIIIIIIIIII TPI/WTCA in BCSI,copies of which will be furnished upon request. 9.lines Digits coincideindicate withsize jointofplate centerinInchelines. s. 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: ZI31 J2O1 J • 11111VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LDAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-13=(-434) 2193 3-13=(-139) 141 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2648) 615 13-14=(-343) 2008 13- 4=( -1) 329 WEBS: 2x4 KDDF STAND; 3- 4=(-2462) 616 14-15=(-277) 1738 4-14=(-495) 199 2x4 DF STAND A LOADING 4- 5=(-2005) 605 15-16=(-278) 1738 14- 5=(-161) 669 LL( 25.0 +DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 16-17=(-340) 1885 14- 7=(-243) 113 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 POE 5- 7=(-1659) 575 17-11=(-479) 2121 15- 7=( -41) 57 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1752) 645 7-16=(-925) 398 8- 9=(-1828) 602 16- 8=(-484) 1484 'SILL = 25 PSE Ground Snow (Pg) 9-10=(-2361) 607 16- 9=(-680) 238 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-11=(-2621) 637 9-17=( 0) 425 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM ChORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 114 17-10=(-216) 185 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTIM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. OVERHANGS: 24.0" 24.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -359/ 1894V -270/ 269H 5.50" 3.03 KDDF ( 625) 39'- 8.0" -360/ 1894V 0/ OH 5.50" 3.03 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-11-06 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" O-OS-03 T2 7-07 MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.139" @ 19'- 2.6" Allowed = 1.937" 15-11-113-02-14� 17 10 MAX TL CREEP DEFL = -0.282" @ 19'- 2.6" Allowed = 2.583" MAX LL DEFL = -0.036" @ 41'- 8.0" Allowed = 0.200" 5-03-03 4-11-14 5-03-06 2-11-15 5-10-04 5-10-04 6-01-09 MAX TL CREEP DEFL = -0.043" @ 41'- 8.0" Allowed = 0.267" f T f f MAX HORIZ. LL DEFL = 0.059" @ 39'- 2.5" 15-09-08 MAX HORIZ. TL DEFL = 0.098" @ 39'- 2.5" 1' '1 12 1' M-4x6 12 NOTE:Design assumes moisture content does 7.00 not exceed 19% at time of manufacture. C7 7.00 P 4.0" Q 7.00 8 .� Design conforms to main windforce-resisting M-4x6 6=-5 /:t\ M-5x6(S) system and components and cladding criteria. 5 M-5x6(5) , Wind: 140 mph, h=25.tft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0.25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" 9 load duration factor=l.6, 4 Truss designed for wind loads �� in the plane of the truss only. i 0 M-1.5x3 M-1,5x3 a 3 4, 0 Alillikkiii.. ti .- 1/ M 3x6 M 3x4 04.25" IS 1.25�¢ M 3x9 M,3x6_2 7 0 M-1.5x: M-5x8(S) !-5x8(5) ,1 ,1 ), ), P 1, 3, 7-10-14 7-05-14 3-08-012-09-03 7-05-10 10-04-06 1 1, y 3 2-00 39-c8 2-00 JOB NAME : 5017-A POLYGON - E4 Scale: 0.1381 �`� . PN OF ,s�iQ Yr WARNINGS: GENERAL NOTES,unless otherwise noted: ZCf� r/��+� 1 Ic -,y 1.Builder and erection contractor should be advise,)of all General Notes 1.This design Is based only upon the parameters shown and is for an individual d' 7:92••PE {"' Truss: E4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed there shown+, incorporation of component is the responsibility of the building designer. % 000, 3.Additional temporary bracing to Insure stability ring 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 pe anent bracing of xcontinuous sheathing suchr las bracing d required where s or drywall(BC). CC DATE: 11/20/2014 the overall structure is the responsibility of the ilding designer. 3.2x Impact bridging or lateral bradng required where shown++ f 4.No load should be applied to any component u after all bracing and 4.Installation of truss is the responsibiNty of the respective contractor. 7 OREGON t)' non-corrosivefasteners are complete and at no time should a loads greater than 5.Design assumes trusses are to be used In a environment, j >k design loads be applied to any component. and are for"dry condition"of use. / (� TRANS I D: 412774 5.CompuTrus has no control over and assumes n responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ? 14 2 Q" fabrication,handling,shipment and Installation 0 components. necessary. ,{,, Vta 6.This design is furnished subject to the limitation*set forth by7.Design assumes adequate drainage is provided. 'f'f 'R b y��,,. 11111111111111111 g1 8.Plates shall be located on both faces of truss,and placed so their center rl F1 TPINVECA In SCSI,copies of which will be funk ed upon request lines coincide with joint center lines, 9.Digits indicate size of prate in Inches. ryn M iTek USA,Inc./CompuTrus Software 7.8 6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1 2/31 t+L41. VIII 11II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 8.0" 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) 114 2-13=(-902) 5226 13- 3=( -490) 2412 BC: 2x4 KDDF #1&BTR; SPACED 24.0" O.C. 2- 3=(-6384) 1232 13-14=(-886) 5154 3-14=(-1892) 456 2x6 KDDF #1&BTR B1 3- 4=(-4214) 806 14-15=(-522) 3540 14- 4=( -222) 1272 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-3252) 664 15-16=(-342) 2968 4-15=(-1176) 304 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 16-17=(-344) 2966 15- 5=( -224) 1302 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2772) 602 17-18=(-238) 2208 15- 7=( -606) 220 TC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2224) 488 18-11=(-360) 2458 16- 7=( 0) 198 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-2234) 506 7-17=(-1616) 390 LL = 25 PSF Ground Snow (Pg) 9-10=(-2808) 508 17- 8=( -346) 1768 ADDL: BC UNIF LL+DL= 40.0 PLF 0'- 0.0" TO 3'- 10.5" V 10-11=(-3024) 500 17- 9=( -642) 258 NOTE: 2x4 BRACING AT 24"0C UON. FOR 11-12=( 0) 114 9-1B=( -26) 446 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 2307.0 LBS @ 3'- 10.5" 18-10=( -200) 164 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0" 24.0" 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" -885/ 4147V -269/ 269H 5.50" 6.63 KDDF ( 625) ( 2 ) complete trusses required. 39'- 8.0" -408/ 2103V 0/ OH 5.50" 3.37 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN -',- nails staggered at: 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Mw 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX LL DEFL = -0.009" @ -2'- 0.0" Allowed = 0.200" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.011" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.072" @ 15'- 2.6" Allowed = 1.937" *** HANGER TO APPLY CONC. MAX TL CREEP DEFL = -0.223" @ 15'- 0.8" Allowed = 2.583" LOAD(S) EQUALLY TO ALL MEMBERS. 0-05-03 MAX LL DEFL = -0.009" @ 41'- 8.0" Allowed = 0.200" ff MAX TL CREEP DEFL = -0.011" @ 41'- 8.0" Allowed = 0.267" 11-11-11 3-02-14 6-07-07 17-10 f f 6-10-15 5-10-04 5-10-04 6-01-09 MAX HORIZ. LL DEFL = 0.028" @ 39'- 2.5" 4-00-04 3-08-10 3-09-10 -11-06 �� MAX HORIZ. TL DEFL = 0.068" @ 39'- 2.5" 11-09-08 NOTE:Design assumes moisture content does f 4' not exceed 19% at time of manufacture. 12 12 M-4x6 12 Design conforms to main windforce-resisting 7.00 7.00[,;7' 4.0" " 17.00 system and components and cladding criteria. 8 .rr M-5x6(S) Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3,1load duration factor=l.6, M-4x6 M-57.1•0••••//' -5x10 0.25" Truss designed for wind loads 56 7 9 in the plane of the truss only. 11-3X4' 3x4 +1 0 4 M-1.5x3 46ik M-3x6 + + 3 16 M-3x6 o 2 t o / M 13x•3 14.25" M-35 x8 M-1 165x3 0.251' M 8x9 M-3x5^ of M-7x8(S) *** 12307# M-5x8(5) Y 7 y y b Y y 1- 3-10-08 3-06-14 3-11-06 3-08-01 6-09-03 8-10-04 8-11-12 Y Y Y Y 2-00 39-08 2-00 JOB NAME : 5017-A POLYGON - E5 .. PROFS s Scale: 0.1256 � ti�// N��(�t., f�}� WARNINGS: GENERAL NOTES,unless otherwise noted: /1��r�fffi'7 r,7fkl-T 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 'CC a /(-G r" Truss•: E5 and Warnings before construction commences. building component.Applicability of design parameters and proper 00 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 40r , 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)and/or d II BC. DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging r lateral bracing required where a shown++ ( ) -• to 4No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "39` !�6 OREGON�b A..SEQ. : 6119540 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: 412 7 7 4 design loads be applied to any component. and are for"dry condition" of use. +/hh '� ,Q 4• 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if L/ 7 4 �`Y. necessary. 4+. t fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. t„ . y.t•„b 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII 11111 VIII IIIA VIII IIIII VIII 111111 TPI/WfCA In BCSI,copies of which will be furnished upon request lines coincide with joint center ices. 9.Digits indicate size of plate in inches. 1- 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 /20151 1E1111111 This design prepared from computer input by PACIFIC LUMBER-BC IPMBBR h8®§O0FBpAEdoNS See approved plans 35-080 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LO D DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2-12=(-1958) 6382 12- 3=( -554) 2064 17- 9=( -256) 946 BC: 2x6 KDDF #1&BTR 2- 3=(-7620) 2070 12-13=(-1746) 5644 3-13=(-1022) 268 9-1R=(-1552) 782 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-5414) 1634 13-14=(-1494) 4638 13- 4=) 0) 438 18-10=( -534) 1962 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)I+DL(L 14.0)=F G64.0dPLFow 0Pg) 0.0" TO 12'- 0.0" V5- 6=(4- 4700)0) 1676 0 15-17=`-1-68)40) 9176 14-15=( -522) 1594 19-11=( -308) 1232 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 12'- 0.0" TO 35'- 8.0" V5- 7=(-3988) 1486 17-18=(-1422) 3516 14- 7=(-1084) 638 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 8.0" V7- 8=(-4324) 1680 18-19=) -930) 2166 7-16=( -154) 372 8- 9=(-4122) 1656 15-16=( 0) 112 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 500.0)+DL) 140.0)= 640.0 LBS @ 12'- 0.0" 9-10=(-2920) 1192 16- 8=( -72) 252 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( -104) 118 16-17=(-1559) 4014 BOTTOM HORD CHECKED FOR A 20 PSF LIMITED STORAGE 8-17=( -926) 558 LIVE L D AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 24.0" 0.0" THE BO OM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Join together 2 ply with 3"x.131 DIA GUN 0'- 0.0" -860/ 3030V -135/ 278H 5.50" 4.85 KDDF ( 625) nails staggered at: 35'- 8.0" -1242/ 3071V 0/ OH 5.50" 4.91 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 rows) throughout 2x6 bottom chords, �COND. 2: Design checked for net(-5 psf) uplift at 24 "Sc spacing. 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.009" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.011" @ -2'- 0.0" Allowed = 0.267" I MAX LL DEFL = -0.127" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.253" @ 13'- 7.0" Allowed = 2.317" 0-05-03 11-11-11 MAX HORIZ. LL DEFL = 0.059" @ 35'- 4.5" 23-08-05 MAX HORIZ. TL DEFL = 0.099" @ 35'- 4.5" 2-09 3-04-12 5-04-12 1-05-09 5-01-04 5-09-11 5-06-03 5-09-11 NOTE:Design assumes moisture content does f f '( ff f f f f f not exceed 19% at time of manufacture. 11-09-08 Design conforms to main windforce-resisting T 12 if640# system and components and cladding criteria. M-5x6(S) 7.00 Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 6 M 3x4 M 3x91, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7 8 §25" M-3x5 M-1115x3 load duration factor=l.6, f1► a Truss designed for wind loads in the plane of the truss only. / + + N M-3x5 0 3 0 I CF: r- M-3x� M-3x4z ) i' . - //AA& M-6x8 M-3x4 M-3x81 1615 eB o M-1.5x3 M-7x8', 0.25,0 M-3x51+ M-6x8 a 3.75 M-7x8(S) 12 y 2-05-083-04-12 5-06-08 2-02-04 5-01-04 8-05 8-06-12 y2=00y 05-08 10-11-12 22-02-12 b 2-00 35-08 l JOB NAME : 5017-A POLYGON - F1 � �' 6' fl PRor Scale: 0.1397 l/ s'O fit' int I�1ZQpr� / 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 !7G`•f-` 1'' Truss: F 1 and Warnings before construction commences. building component,Applicability of design parameters and proper 2.204 compression web bracing must be installed ere shown+. incorporation of component is the responsibility of the building designer. '^ 3.Additional temporary bracing to insure stability ring construction 2.Design assumes the top and bottom chords to be laterally braced at /' DES. BY: EE s the responsibility of the erector.Additional pe anent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 441 DATE: 11/20/2014 the overall structure is the responsibility of the b kin designer. continuous sheathing suchr las bracing cing required sheathing(TC)where Cs shown-i- drywall(BC). fir= Po ty 9 9 3.In Impact bridging or lateral where shown++ �„ SEQ. : 6119543 4.No load should be applied to any component un after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ' . OREGON f,. fasteners are complete and at no time should a loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment `. TRANS I D• 4127'74 design bads be appled to any component and are for"dry condition"of use. L/��I4� r 2��� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation components. necessary. ` 6.This design is famished subject to the limitationti et forth by7.Designlatesassumes adequate onne odrainage Is trussed. Ail -c5 �t Milli NMI VIII VIII VIII VIII VIII Mill 8.Plates shall be located both faces of truss,end placed so their center G TPINVICA In BCSI,copies of which will be faros d upon request. floes coincide with joint center fines. MiTek USA,Inc./CompuTrus Software 7.6.0(114-E 10.FForr9. lts basiconnector indicate oplplate te design values see ESR-1311,ESR-1 988 (MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC EBMIMR hBB9@fFS A0NONS 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=( 0) 114 2-11=(-678) 3149 11- 3=(-163) 1024 9-17=(0) 341 BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. 2- 3=(-3825) 826 11-12=(-612) 2800 3-12=(-752) 252 3- 4=(-2462) 552 12-15=(-364) 2054 12- 4=( 0) 392 WEBS: 2x4 KDDF STAND; 2x4 DF STAND A LOADING 4- 5=(-1827) 516 13-14=( 0) 0 4-15=(-704) 236 5- 6=( 0) 0 14-16=) -5) 38 14-15=( 0) 68 LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 8=(-1473) 505 16-17=(-350) 1898 15- 5=( -81) 517 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 11-10=(-348) 1901 15- 8=( -68) 250 8- 9=(-1740) 501 15-16=(-152) 1358 LL = 25 PSF Ground Snow (Pg) 9-10=(-2355) 516 8-16=( -35) 352 16- 9=(-620) 242 NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP 0'- 0.0" -331/ 1736V -214/ 227H 5.50" 2.78 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -237/ 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 0-05-03 0-05-03 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" 15-11-11 15-11-11 3-08-10 MAX LL DEFL = -0.126" @ 15'- 9.5" Allowed = 1.737" MAX TL CREEP DEFL = -0.248" @ 15'- 9.5" Allowed = 2.317" 2-09 6-03 6-06-08 3-08-10 7-05-14 8-00-10 f 1' ii' TT T MAX HORIZ. LL DEFL = 0.083" @ 35'- 2.5" 15-09-08 15-09-08 MAX HORIZ. TL DEFL = 0.139" @ 35'- 2.5" 12 M-4x6 T 4`M-6x6 12 NOTE:Design assumes moisture content does 7.00 56 7 Q 7.00enot exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M-Sx8(S) Wind: 140 mph, h=25.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0.25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=l.6, a, oo+ 9 Truss designed for wind loads in the plane of the truss only. 0 a '� M- 3x5 3 .= 0 M 5x6 in MO A .- t a og1 12 r -: `ww ( 1/2 M-3x9 of 13 14 }6 17 1(Y" o M-5x6 o M-1.5x3 0.25' M-1.5x3 M-3x6 a M-5x8 ,,3.75 M-5x12(S) 12 .1 b ), )' ,i b l y 1 2- 05-08 6-03 9-08-12 1-11-08 9-10-08 7-05-19 7-10-14 y 2-002-05-08 10-11-12 22-02-12 b L 1 15-03 1-09-12 20-05 y L l 2-00 35-08 Scale: 0.1572 0.‘01 PR Opt JOB NAME : 5017-A POLYGON - F2g 1 GENERAL NOTES,unless otherwise noted: ITT 4' ' 1!/20/ WARNINGS: f-x 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 E r Truss• F2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installedwhere s hown+, incorporation of component is the responsibility of the building designer. ,, P2.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'a.c.respectively unless braced throughout their length by }',�� DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). r /`" DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QRQN w/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibibty of the respective contractor. "j, SEQ. : 6119544 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, Z., 'Li" w design loads be applied to any component. and are for"dry condition"of use. 1 4 TRANS I D 412774 6.Design assumes full bearing at alt supports shown.Shim or wedge if 5.Comp tion,has no control over and assumes no responsibility for the necessa2. ry. 'Cs PRI fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided. ri 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 IIIIII IIIIIIIIIIIIII VIII VIII VIII IIII IIIITPI kAin BCSI,copies of which will be(7.6.6(1 upon request. 9 linesDigitsciincide dicate sizejoint plate in cennes. ter 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:12/31/201.5 II V! 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 #10TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11=(-513) 3130 11- 3=(-118) 1010 7-16=( -26) 473 BC: 2x4 KDDF #1&BTR i SPACED 24.0" 0.0. 2- 3=(-3805) 695 11-12=(-463) 2785 3-12=(-687) 222 16- 8=(-216) 187 WEBS: 2x4 KDDF STAND; 3- 4=(-2522) 475 12-13=(-273) 2103 12- 4=( 0) 351 2x4 DF STAND A LOADING 4- 5=(-1965) 470 14-15=( -7) 46 4-13=1-611) 167 LL( 25.0(+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-1949) 590 15-16=(-206) 1601 5-13=(-331) 235 TC LATERAL SUPPORT <= 12"0C. UON, DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1514) 446 16- 9=(-333) 1887 14-13=( -6) 41 BC LATERAL SUPPORT <= 12"00. UON. I TOTAL LOAD = 42.0 PSF 7- 8=(-2120) 466 13-15=(-128) 1178 8- 9=(-2341) 463 13- 6=(-319) 1019 OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 114 15- 6=(-108) 581 15- 7=(-661) 259 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -331/ 1726V -268/ 268H 5.50" 2.76 KDDF ( 625) 35'- 8.0" -331/ 1726V 0/ OH 5.50" 2.76 KDDF ( 625) 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.135" @ 13'- 6.1" Allowed = 1.737" 17-10 17-10 MAX TL CREEP DEFL = -0.268" @ 13'- 6.1" Allowed = 2.317" MAX LL DEFL = -0.036" @ 37'- 8.0" Allowed = 0.200" 2-09 5-04-02 5-05-14 4-01-04 6-00 5-10-04 6-01-09 MAX TL CREEP DEFL = -0.043" @ 37'- 8.0" Allowed = 0.267" T T T T T T T T 12 12 MAX HORIZ. LL DEFL = 0.080" @ 35'- 2.5" 7.00 7 IIM-6x61 Q 7.00 MAX HORIZ. TL DEFL = 0.133" @ 35'- 2.5" 6.0" NOTE:Design assumes moisture content does /- 6 ,e-,( ' not exceed 19% at time of manufacture. M-5x6(S) Design conforms to main windforce-resisting M-1.5x35 3• system and components and cladding criteria. 0.25" M-5x6(5) 7 Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, /1400, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), d' 0.25" load duration factor=1.6, 4 Truss designed for wind loads cD It M 1.5x3 in the plane of the truss only. , A M-3x5 . 3 o M-5x6 �ji� o 2 6xwedge M 3x4 0 An 414 15 g 0 f c, / M-5xo M-5x8 M-3x16' 0.25 M-3x6^` 1 M-1.5x4+ M-1.5x3 M-1.5x4+ . 3.75 M-5x6(S) 12 i y k 1 y b 1 y y 2-05-08 5-04-02 5-09-06 4-03 8-10-04 8-11-12 ,l b ). i, . ), yy 2 002 Os 06 10 11 12 22-02-12 2-00y 2-00 35-08, 2-00 JOB NAME •. 5017-A POLYGON - F3 ,c,' ° PROF S I Scale: 0.1457 <0 ,„....‘„ked N `r/0 WARNINGS: II GENERAL NOTES,unless otherwise noted: ;tr4 v/II Z e 1.Builder and erection contractor should be advise{I of all General Notes 1.This design is based only upon the parameters shown and is for an individual a 92110 P E r Truss• F3 and Warnings before construction commences,1 building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed ere shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability ring 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 pe anent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). 'i= DATE: 11/20/2014 the overall structure Is the responsibility of the tiding designer. 3.20 Impact bridging or lateral bracing required where shown++ tM GC' 4.No load should be applied to any component u after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -7 OREGON 14 SEQ. : 6119545fasteners are complete and at no time should a loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, • -Pr NtT � design loads be applied to any component. and are for"dry condition"of use. 1,n, *� 14 rZ,S,�. -.!(.. .... TRANS I D: 412774 6.Design assumes full bearing at all supports shown.Shim or wedge if SV/ 1y 5.CompuTrus has no control over and assumes n responsibility for the necessary. /�� c fabrication,handling,shipment and Installation 0 components. 7.Design assumes adequate drainage is provided. 'r�Fi R"O„ 6.This design is furnished subject to the imitation set forth by 8.Plates shall be located on both faces of truss,and placed so their center I 1111111 II VIII 1111111 III II IIII IIIITPI/WrCA In BCSt,copies of which will be rum had upon request. MIT6k USA,Inc./CompuTrus Software 7.8I6(11..)-E lines coincide with joint center fines. 9.Digits Indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1 1111111111111 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) 114 2-10=(-630) 3129 10- 3=(-154) 1010 14- 7=(-665) 258 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3806) 763 10-11=(-567) 2783 3-11=(-681) 246 7-15=( -43) 486 WEBS: 2x4 KDDF STAND; 3- 4=(-2523) 501 11-12=(-328) 2104 11- 4=( 0) 351 15- 8=(-226) 206 2x4 DF STAND A LOADING 4- 5=(-1966) 476 13-14=( -7) 46 4-12=(-610) 172 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1949) 611 14-15=(-210) 1602 5-12=(-331) 234 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1514) 460 15- 9=(-355) 1891 13-12=( -6) 41 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2122) 510 12-14=(-128) 1175 8- 9-(-2344) 508 12- 6=(-333) 1019 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) 14- 6=(-107) 583 ** For hanger specs. - See approved plans 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" -336/ 1736V -247/ 2618 5.50" 2.78 KDDF ( 625) 35'- 8.0" -240/ 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 = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.135" @ 13'- 6.1" Allowed = 1.737" MAX TL CREEP DEFL = -0.268" @ 13'- 6.1" Allowed = 2.317" 17-10 17-10 MAX HORIZ. LL DEFL = 0.080" @ 35'- 2.5" 2-09 5-04-02 5-05-14 4-01-04 6-00 5-10-04 6-01-09 MAX HORIZ. TL DEFL = 0.133" @ 35' 2.5" T T T T T 1' 4' 4' NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 7.00 Z IIM-6x6 Q 7.00 Design conforms to main windforce-resisting 6.0" system and components and cladding criteria. g(%%%4 Wind:Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5X3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 load duration factor=l.6, 0.25" Truss designed for wind loads M-5x6(S) 7 in the plane of the truss only. 0.25" i M-1,5x3 i 8 M-3x5 3 o M-5x6 14 o o °2xwedge 11,41,11, - m- mrsmirili A _. V' 1 2 M-3x4 i 13 14 1,1:g i I I M-5x6 o M-5x8 M-3x10 0.25 M-3x6 o M-1,5x4+ o M-1.5x4+ M-1.5x3 a 3.75 M-5x6(S) 12 .1 ,l y ,(, 1, 1- b 2-05-08 5-04-02 5-09-06 4-03 8-10-04 8-11-12 J. J, 1, 1 y 2-002-05-08 10-11-12 22-02-12 y y 2-00 35-08 rq,p Op. JOB NAME : 5017-A POLYGON - F3S Scale: 0.1434 �Co G/)IN �,p s,0 WARNINGS: GENERAL NOTES,unless otherwise noted: �4✓� /h�•�� 1 lr17 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 .72$`P E Truss• F 3 S and Warnings before construction commences. building component.Applicability of design parameters and proper Al�i 2.204 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE 2'o.c.and et 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: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bradng required where shown++ to" 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. -Sy OREGON `4' SEQ. : 6119546 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. V N A.. TRANS ID: 412774 design loads be applied to any component. and are for"dry condition"of use. / "� r(} ^},. • 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 Q d {y,�}, necessary. 1j y fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. "' FiR`IA, 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 TPINVTCA In BCSI,copies of which will be furnished upon request. Ings coincidenictwith joint center Ines. 9.Digitssndsize of tplate In inches. In . vv p p M ITek USA,InC./CompuTnls Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EA PIfIEJ:12/ 1t+2©1.5 NEI i IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #10BIR LIOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-10=(-283) 1999 3-10=(-211) 184 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2338) 465 10-11=(-205) 1707 10- 4=( -24) 446 WEBS: 2x4 KDDF STAND; 3- 4=(-2114) 464 11-12=(-208) 1609 4-11=(-654) 260 2x4 DF STAND A LOADING 4- 5=(-1517) 444 12- 8=(-335) 1884 11- 5=(-269) 1131 LL( 25.(D)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1517) 444 11- 6=(-654) 260 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2114) 464 6-12=( -24) 446 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=)-2338) 464 12- 7=(-211) 184 8- 9=( 0) 114 OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans BOTTOM 1 ORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LO 1 AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOT!4M CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -331/ 1726V -268/ 268H 5.50" 2.76 KDDF ( 625) 35'- 8.0" -331/ 1726V 0/ OH 5.50" 2.76 KDDF ( 625) 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.099" @ 17'- 10.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.201" @ 17'- 10.0" Allowed = 2.317" MAX LL DEFL = -0.036" @ 37'- 8.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 37'- 8.0" Allowed = 0.267" 17-10 I 17-10 MAX HORIZ. LL DEFL = 0.048" @ 35'- 2.5" T I . 1 MAX HORIZ. TL DEFL = 0.078" @ 35'- 2.5" 6-00-15 5-09-105-11-06 5-11-06 5-09-10 6-00-15 NOTE:Design assumes moisture content does T not exceed 19% at time of manufacture. 12 12 7.00 -4x6 Q 7.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 5 Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) \ M-Sx6(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3.1 %%% , load duration factor=l.6, 0.25" Truss designed for wind loads 0.25" in the plane of the truss only. 4 o 1 LF o >oor<s:-1.5x33 M-1.5x3 + +. 7 1411111 111111111 0 A �� 10 1 2 3 ,-.1'I\9 �n 1 M 3x6 M 3x4 �.25" M-3x4 M-3x6 0 M-5x8(S) 11 1 1 1 1 19-00-10 8-09-06 8-09-06 9-00-10 2-00 35-08 1 b 2-00 JOB NAME : 5017-A POLYGON - F4 � wRo�fi Scale: 0.1573 `�j '' )}��yLT �/Q WARNINGS: GENERAL NOTES,unless otherwise noted: Q, /�I F d ! 17 1.Builder and erection contractor should be advisel of all General Notes 1.This design is based only upon the parameters shown and is for an Individual �' 792'11: C�` S i PE { Truss: F 4 and Warnings before construction commences. building component.Applicability of design parameters and proper y ,lr 2.2x4 compression web bracing must be Installed ere shown+. incorporation of component Is the responsibility of the building designer. ! 4'0.j°,1:400..3.Additional temporary bracing to insure stability ring construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional pe nent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuousxImpactsheathing such as plywoodrquired when s and/or drywaN(BC). _,.., = DATE: 11/20/2014 the overall structure Is the responsibility of the Nding designer. 3.2x Impact bridging or lateral bracing required where shown++ Mf SEQ. : 6119547 4.No load should be appied to any component u after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - OREGON A. fasteners are complete and at no time should a loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ts, design bads be applied to any component. and are for"dry condition"of use. f TRANS I D: 412774 6.Design assumes full bearing at all supports shown.Shim or wedge if Q -7 k 14 G0 -S' 5.CompuTms has no control over and assumes n responsibility for the necessary. lra. fabrication,handing,shipment and installation 0 components. 7.Design assumes adequate drainage Is provided. p!{ �.�' 6.This design is furnished subject to the Nndtatione set forth by 8.Plates shall be located on both faces of truss,and placed so their center +l rR"1 b I III I II I III(IIII VIII VIII VIII IIII IIII TPIMRCA In BCSI,copies of which will be fuml ed upon request lines coincide with joint center Ines. 9.Digits Indicate size of plate in inches. M ITek USA,Inc./CompuTrus Software 7.88(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 LBMBER hH146fFE8A@EONS 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=( 0) 114 2- 9=(-350) 1984 3- 9=(-211) 183 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2339) 478 9-10=(-224) 1692 9- 4=( -23) 446 WEBS: 2x4 KDDF STAND; 3- 4=(-2114) 478 10-11=(-212) 1610 4-10=(-654) 259 2x4 DF STAND A LOADING 4- 5=(-1518) 443 11- 8=(-358) 1888 10- 5=(-283) 1132 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1518) 458 10- 6=(-658) 259 TC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2117) 507 6-11=( -40) 459 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSE 7- 8=(-2341) 510 11- 7=(-218) 204 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -335/ 1736V -247/ 261H 5.50" 2.78 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 8.0" -240/ 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 = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.099" @ 17'- 10.0" Allowed = 1.738" MAX TL CREEP DEFL = -0.202" @ 17'- 10.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.047" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.077" @ 35'- 2.5" 17-10 17-10 ' 4' T NOTE:Design assumes moisture content does 6-00-15 5-09-10 5-11-06 5-11-06 5-09-10 6-00-15 not exceed 19% at time of manufacture. T T Design conforms to main windforce-resisting 12 M-4x6 12 7.00 system and components and cladding criteria. 7.00 EZ 4.0" Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 .f,'. (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), i load duration factor=l.6, M-5x6(S) M-5x6(5) Truss designed for wind loads 3.1 in the plane of the truss only. 0.25" 0.25" 4 6 '' +1 o M-1.5x3M-1,5x3 ' 3 t t. 7 0 o iA . A or. ao 100/17M-3x6 9 1 M-3x4 8 T 11 8x. f.25"M -3x4 M-3x6 M-5x8(S) ,1 ,1 ), )' /' 9-00-10 8-09-06 8-09-06 9-00-10 b 2-00 y y 35-08 WEDGE REQUIRED AT HEEL(S). CO PR 04 JOB NAME : 5017-A POLYGON - F5 Scale: 0.1697 ,5 '(.11/2 a "fir 0 WARNINGS: GENERAL NOTES,unless otherwise noted: '4d� V I�/n20 t- v/ II 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ` -7 9 OPE E r Truss: F5 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web braang must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE p ry 2'o.c.and at 10'o.c,respectively unless braced throughout their length by r' y ,i18080.*4"-- Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ./ �," DATE: 17./20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral braang required where shown++ �.L 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. SEQ. : 6119548 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, d design loads be applied to any component, and are for"dry condition"of use. fh 7)'" 1 4 4 v"" " TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.andssumes full bearing at all supports shown.Shim or wedge if cJ fabrication,handing,shipment and installation of components. 41' {�{ I\,-y P Po 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII VIII VIII VIII IIII IIIITPINVFCA In SCSI,copies of which will be furnished upon request. Digits coincide with joint center Ines. 9.Dieindicate dt size oftplate to Inches. MiTek USA,loc./CornpuTrue Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 'III VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-00-00 GIRDER SUPPORTING 35-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 01&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2066) 452 1-5=(-292) 1170 5-2=( -316) 1436 7-4=(-130) 36 2s6 KDDF 01&BTR T2 2-3=(-1178) 290 5-6=(-324) 1382 5-3=( -286) 80 BC: 2x6 KDDF 01&BTR I LOADING 3-4=( -34) 50 6-7=1-324) 1382 6-3=( -322) 1526 WEBS: 2x4 KDDF STAND; LL = 25 PSE Ground Snow (Pg) 3-7=)-1896) 424 2x6 KDDF STAND A TC UNIF LL( 50.0)+DL) 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC UNIF LL( 420.8)+DL( 306.2)= 727.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA IC LATERAL SUPPORT 24"0C. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"0C. UON. LIMITS STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -543/ 2439V -40/ 69H 5.50" 3.90 KDDF ( 625) REQUIB MENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 0.0" -512/ 2307V 0/ OH 5.50" 3.69 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ALL FLAT TOP CHORD AREAS NOT SHEATHED AND BO TOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ( 2 ) complelte trusses required. MAX LL DEFL = -0.006" @ 3'- 8.5" Allowed = 0.254" ** For hanger specs. - See approved plans Join together 2 ply with 3"x.131 DIA GUN MAX TL CREEP DEFL = -0.013" @ 3'- 8.5" Allowed = 0.339" nails staggered at: rX;J 9" oc in 1 row(s) throughout 2x4 top chords, MAX HORIZ. LL DEFL 0.002" @ 5'- 8.5" MAX HORIZ. TL DEFL = 0.003" @ 5'- 8.5" 9" oc in 2 row(s) throughout 2x6 top chords, 6" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in lrow(s) throughout 2x4 webs. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 1-10-03 4-01-13 I Design conforms to main windforce-resisting 1-10-03 1 10 09 2-0-09 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 14.00 7 load duration factor=l.6, Truss designed for wind loads M-4x6 in the plane of the truss only. /- M-3x8 M-1.5x3 3 4 O N T-o M-5x10 I 0 1 N o,o /4 1Apr11A111=1111111 - IFEll N o A.- of 10.7=105 6 ** 7 M-4x8 M-1.5x3 21M-6x6 .1 .1 ) I ). 1-08-02 2-00-05 2-03-09 ,1 I b 6-00 JOB NAME : 5017-A POLYGON - F GIRD ., ',� �aQ� s Scale: 0.4349 Co G/IN�! WARNINGS: II' GENERAL NOTES,unless otherwise noted: 4444 I!I�I'fAv1. 1.Builder and erection contractor should be advisee of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4' .?2 i s PE. {""" T ru S s: F' GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed ere shown+. Incorporation of component is the responsibility of the building designer. Ale, 3.Additional temporary bracing to Insure stability ting 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 pe anent bracing of continuous Impact sheathingngsuch las cing d ueehwhere s and/or drywell(BC). DATE: 11/20/2014 the overall structure is the responsibility piths iding designer. 3.2x Impact bridging or lateral bracing required where shown++ "ftlft im 4.No load should be appled to any component u after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 4v SEQ. : 6119549 fasteners are complete and at no time should a loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1,,, N,". ,i design bads be appied to any component and are for"dry condition"of use. //1 +�}.r. j3 TRANS I D: 412774 5.CompuTrus has no control over and assumes n responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If ^ 1 4 2- fabrication,handing,shipment and Installation 0 components. necessary. j}�r 7.Design assumes adequate drainage Is provided. 'r Fi i 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 III I III VIII VIII II II II I VIII III IIIITPI WfCA in BCSI,copies of which will be tum had upon request lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,IDC./CompUTrus Software 7.6(6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1 IIIIII I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-99) 174 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" -173/ 327V -26/ 83H 5.50" 0.52 KDDF ( 625) 0'- 10.8" -74/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.2" Allowed = 0.059" MAX TC PANEL TL DEFL = -0.001" @ 0'- 7.9" Allowed = 0.088" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 0-11-09 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339" T T MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8" 12 MAX HORIZ. TL DEFL = 0.001" @ 0'- 10.8" 14.00 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. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1/ vao load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. i u EAMIIIIINMIIIMIIIMIIIMIIIMIII O O M 3x4 f l /, ), 1-00 PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME : 5017-A POLYGON - FJ1t� PRpFt Scale: 0.6354 ko �{ WARNINGS: GENERAL NOTES,unless otherwise noted: 4f WARNINGS: =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 . :920,rOP G Truss• FJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper • 2.204 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designee / 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 pf is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). , ! y�.. DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+c I ^+. 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. -v OREGON Ori SEQ. : 6119550 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L. �f +fib'' ..., TRANS ID: 412774 design bads be appdad to any component. and are for"dry condition"of use. 1 }� 2- 1.� • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes onfulbearing at all supports shown.Shim or wedge if Q t�,, necessary. t ` , fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. eF11:310- 6. y 4. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I III VIII IIID VIII I III VIII IIII IIII TPINVFCA In BCSI,copies of which will be furnished upon request. git coincideiditwith joint center fines. 9.Digits di dsize of tplate in inches. t-p tn1 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 l I'll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS IITRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 810BTR ILOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=(-31) 40 6-5=( -3) 16 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2-3=(-99) 0 6-7=( 0) 0 5-3=( 0) 56 WEBS: 2x4 RUDE STAND LOADING 3-4=(-32) 40 5-8=(-44) 55 3-8=(-56) 45 TC LATERAL SUPPORT <= 12"OC. UON. LL( 2540)+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" -36/ 285V -45/ 119H 5.50" 0.46 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.8" -144/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) 6'- 0.0" 0/ 59V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITE STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIR MENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] 1-11-09 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T '(AND B TOM 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" 12 MAX LL DEFL = 0.001" @ 1'- 3.7" Allowed = 0.069" 14.007 MAX TL CREEP DEFL = -0.002" @ 1'- 3.7" Allowed = 0.092" -, MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.179" M-4x6 MAX BC PANEL TL DEFL = -0.016" @ 3'- 5.4" Allowed = 0.247" 0MAX HORIZ. LL DEFL = -0.003" @ 5'- 7.0" o MAX HORIZ. TL DEFL = 0.003" @ 5'- 7.0" . ,-, NOTE:Design assumes moisture content does c, not exceed 19% at time of manufacture. Cu Design conforms to main windforce-resisting � system and components and cladding criteria. 0 0 9N Wind: 140 mph, h=21,8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, `� i r of I`�� (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), �i �� m o M-1.5x4 load duration factor=l.6, t Truss designed for wind loads o DEMA M6-3x4 7 o in the plane of the truss only. M-3x4 M-3x5 1, 1, b 1-03-12 4-08-04 y y y b 1-00 1-05-08 4-06-08 4, 4' b 1, 2-05-08 1-00 3-06-08 1 / 6-00 {PROVIDE FULL BEARING;Jts:2,4,81 PROP JOB NAME : 5017-A POLYGON fit}FJ2 ' „..,.‘,,‘GIN , SS Scale: 0.5354 N/2 7 WARNINGS: GENERAL NOTES,unless otherwise noted: 4, o /)�r+ I. 17 1.Builder and erection contractor should be advis of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 .92 0 i P G r Truss: FJ2 and Warnings before construction commences, 1 building component.Applicability of design parameters and proper 2.204 compression web braang must be installed ere shown+, incorporation of component is the responsibility of the building designer. d 3.Additional temporary bracing to insure stability d ng construction 2.Design assumes the top and bottom chords to be laterally braced at "� DES. BY: EE s the responsibility of the erector.Additional pe nest bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 0+ ►. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ! DATE: 11/20/2014 the overall structure is the responsibility of the b kling designer. 3.2x Impact bridging or lateral bracing required where shown a+ -1110 CC" SEQ. : 6119 5 51 4.No bad should be applied to any component unf after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '37 OREGON 4, �1, fasteners are complete and at no time should a loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 'V TRANS I D• 412774 design loads be applied to any component. and are for"dry condition"of use. S 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4 hu- A1'. fabrication,handling,shipment and Installation of components, necessary. p, L'{y-1" 6.This design Is furnished subject to the Gmitatlona set forth by 7.Design assumes adequate drainage Is provided. `v! �v f� ` S•� VIII I III I III IIII IIII I III VIII III IIII 9 1 8.Plates shall be located on both faces of truss,and placed so their center r7 rl�b TPI/WfCA in BCSI,copies of which will be furnished upon request lines coincide with joint center Nnes. 9.Digits Indicate size of plate in inches. qq.I «g� MiTek USA,Inc./CompuTrus Software 7.6.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I}fiO1' L.7 111111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 86 2- 6=(-164) 245 6- 7=( -16) 73 5-10=1-446) 240 2x6 KDDF #1&BTR T2 2- 3=(-496) 110 6- 8=( 0) 0 7- 3=( -29) 59 BC: 2x4 KDDF #1&BTR LOADING 3- 4=1-400) 121 7- 9=(-199) 296 3- 9=1-107) 159 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-293) 112 9-10=1 -47) 72 9- 4=(-167) 139 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 0.0" V 9- 5=(-135) 353 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 3'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 125.0)+DL( 35.0)= 160.0 LBS @ 3'- 0.0" 0'- 0.0" -146/ 604V -81/ 131H 5.50" 0.97 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 6'- 0.0" -205/ 507V 0/ OH 5.50" 0.81 KDDF ( 625) 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. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' OVERHANGS: 12.0" 0.0" 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" 2-11-09 3-00-07 MAX LL DEFL = 0.008" @ 3'- 1.1" Allowed = 0.254" f f f MAX TL CREEP DEFL = -0.013" @ 3'- 1.1" Allowed = 0.339" 1-11-08 1-00-01 3-00-07 MAX HORIZ. LL DEFL = -0.013" @ 5'- 10.3" '( T 4,160# MAX HORIZ. TL DEFL = 0.015" @ 5'- 10.3" M-4x6 NOTE:Design assumes moisture content does M-3x4 not exceed 19% at time of manufacture. 12 5 Design conforms to main windforce-resisting 14.00 _ system and components and cladding criteria. 11 M-4x6 �D Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, �1 o Truss designed for wind loads e I in the plane of the truss only. M V' ti I O O �� G� _ N co 0 9 „•s o ����� M-3x8 ,(--_L; M 1.5x3 6 e o o M-3x4 M-3x5 M-3x4 f J, 1, b y 1-09-12 0-10-11 3-03-09 ,1 b .k b 1-00 1-11-08 4-00-08 b b 1 y 2-05-08 0-06 3-06-08 y ), 6-00 JOB NAME : 5017-A POLYGON - FJ3 �',0 PROFS Scale: 0.9226 NCJ� 6I w WARNINGS: GENERAL NOTES,unless otherwise noted: 4. N1201 ' 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. .920 OP E I- T ru s s: FJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � e p ty continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). r ,, OREGON 111 DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1M �C/ 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. A` SEQ. : 6119552 fasteners are complete and at no time should any loads greater than 5.Daesign gne ss"dryor sous tion'are otoubeused in a non-corrosive environment, �� 'y� p� k TRANS I D: 412774 design bads be applied to any component. g,Design assumes full bearing at all supports shown.Shim or wedge If 14 �y� • 5.CompuTrus has no control over and assumes no responsibility for the necessary. f�` t9 ‘,..3 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ",R R 11..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 VIII IIII IIII TPIMlfCA in BCSI,copies of which will be furnished upon request. git coincide with joint ain inches.9.Digitssoncde size of tplate ein Ines. p M iTBk USA,IAC./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 11111 011 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 #14BTR - IILOAD DURATION INCREASE = 1.15 1-2=) 0) 86 2-6=( -81) 107 6-5=( 0) 18 BC: 2x4 KDDF JJ1&BTR SPACED 24.0" O.C. 2-3=(-179) 26 5-7= WEBS: 2x4 KDDF STAND ( 109) 137 5-3=( 0) 52 3-9=( -58) 45 3-7=(-163) 125 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" -17/ 356V -82/ 1940 5.50" 0.57 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 10.8" -113/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) 6'- 0.0" -11/ 109V 0/ OH 5.50" 0.17 KDDF ( 625) LIMITEI STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIR:MENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3-11-09 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.169" MAX TL CREEP DEFL = -0.007" @ 2'- 3.8" Allowed = 0.225" 0.0" 0.079" MAX BC PANEL TL DEFL = -0.006" @ 4'- 0.2" Allowed = 0.199" /1211MAX HORIZ. LL DEFL = -0.011" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.012" @ 5'- 8.6" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting Isystem and components and cladding criteria. ino Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6111111111111116., Air .0- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Nload duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. 44o co imo '` 02 .1 I M-1.5x3 'o0 f 1 b i' 1- 2-03-12 3-08-04 J, b 3. l 1-00 2-05-08 3-06-08 ,1 3. PROVIDE FULL BEARING;Jts:2,4,71 6-00 JOB NAME : 5017-A POLYGON - FJ4 �,�� P Q et`� Scale: 0.4531 /1/20/11._ WARNINGS: GENERAL NOTES,unless otherwise noted: 4,,, /�fjjy ''.p. 1.Builder and erection contractor should be advis•ll of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 'f .. 7,92!S PE r Truss: F J 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed ere shown+, incorporation of component Is the responsibility of the building designer. ..ter 3.Additional temporary bracing to insure stability ring construction 2.Design assumes the top and bottom chords to be laterally braced at /" DES. BY: EE is the responsibility of the erector.Additional pe anent bracing of 2'o.c.and at 10'o.c.such astivey unless braced throughout their length by continuous sheathing such ethirtg(TCs end/or drywell(BC). Ni rr;< DATE: 11/20/2014 the overall structure is the responsibility of the tiding designer. 3.20Impact bridging or lateral bracing required where shown++ CC • SEQ. : 6119553 4.No load should be applied to any component s t after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 OREGON�1X �`,, fasteners are complete and at no time should a loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, *4f TRANS I D• 412774 design loads be applied to any component. and are for"dry condition"of use. a 5.CompuTrus has no control over and assumes n responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ./h -T 2. fabrication,handling,shipment and Installation 0 components. necessary. cJ a_C� t ,e, 7.Design assumes adequate drainage is provided. *{'fC t�,r-, t 1» �-' 6.This design is famished subject to the limitation*set forth by 8.Plates shall be located on both faces of truss,and placed so their center r'i r'S 4- I II I I III IIIII IIIII IIII II II IIIII IIIIIIIITPIANTCA In SCSI,copies of which will be him ed upon request. lines coincide with Joint center lines. MiTek USA,InC./CompuTrus Software 7.6 6(1 L)-Z 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 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: 2x9 KDDF #1&ITR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=(-122) 140 6-5=( 0) 18 BC: 2x4 KDDF #1&RTR SPACED 24.0" O.C. 2-3=(-208) 42 5-7=(-157) 180 5-3=( 0) 52 3-4=(-102) 75 3-7=(-215) 1B8 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. VON. 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" -25/ 380V -102/ 234H 5.50" 0.61 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 4'- 10.8" -110/ 107V 0/ OH 1.50" 0.17 KDDF ( 625) 6'- 0.0" -34/ 133V 0/ OH 5.50" 0.21 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" 9-11-09 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.219" '1' MAX TL CREEP DEFL = -0.009" @ 2'- 3.8" Allowed = 0.292" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.029" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" /1266.... MAX HORIZ. LL DEFL = -0.016" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.016" @ 5'- 8.6" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting osystem and components and cladding criteria. ioo Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), d, load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 ....... _ or, _ OE-2.11 -./ r- A .5x3 1 f .1- .1, y b 2-03-12 3-08-09 1, J. l 1, 1-00 , 2-05-08 3-06-08 y PROVIDE FULL BEARING;Jts:2,4,71 6-00 PRQF , JOB NAME : 5017-A POLYGON - FJ5 Scale: 0.3996 eco r�%.�G,IN7fitti -.4 GENERAL NOTES,unless otherwise noted: Qt Co. V Il/2 WARNINGS: gf�ra 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 .PE Truss• FJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. „/" 3.Additional temporary bracingto insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at ,�a . DES. BY: EE p ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +AAra� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). `, �. DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ �� b'''' t, 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "7W SEQ. : 6119554 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, oL "+7 h `A. design beds be applied to any component. and are for"dry condition"of use. /^ 14 Q+ TRANS 1 D 412774 6.Design assumes full bearing at all supports shown.Shim or wedge if v 5.CompuTrus has no control over and assumes no responsibility for the necessary. �}d-f t fabrication,handling,shipment and Installation of components. 7.Design asumes adequate drainage Is provided. `1 RIO- 6. 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 VIII VIII VIII VIII VIII VIII IIII IIIITPI WTCA in BCS(,copies of which will be furnished upon request. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-Z g (Digits oinciate sizede with ofplate joint terinches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIII II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONSTRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR 1,OAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=(-174) 179 6-5=( 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-237) 65 5-7=(-224) 230 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=(-140) 104 3-7=(-275) 268 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.4)+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" I0'- 0.0" -34/ 400V -122/ 276H 5.50" 0.64 KDDF ( 625) I LL = 25 PSF Ground Snow (Pg) 5'- 8.6" -61/ 160V 0/ OH 5,50" 0.26 KDDF ( 625) 5'- 11.6" -107/ 127V 0/ OH 1.50" 0.20 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 dHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-09 AND BOT OM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1 1 T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TLMCREEP DEFL = -0.011" @ 2'- 3.8" Allowed = 0.339" y MAX HORIZ. LL DEFL = -0.022" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.020" @ 5'- 8.6" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o c M-4x6 f Truss designed for wind loads in the plane of the truss only. 0 1 4iif. co o iI1I A i .::. P� NM-3x4 o M-1.5x3 i ►riAl. 6 t 0 0 M-3x4 M-3x5 1, 1• /' 2-03-12 3-08-04 l .1 bIb 1-00 , 2-05-08 3-06-08 I y 6-00 IPROVIDE FULL B13ARING;Jts:2,7,41 JOB NAME : 5017-A POLYGON - FJ6 •�, o PROFF�s Scale: 0.3621 Co ,A,`(+fG/�/N J,14,,�£ �/© WARNINGS: GENERAL NOTES,unless otherwise noted: �b r '/l/ZQ7/( .' 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 'rt. !92 S SPE 1-'^ Trus s: FJ6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be Installed ere shown+, incorporation of component is the responsibility of the building designer. ,,11 r 3.Additional temporary bracing to insure stability ring construction 2.Design assumes the top and bottom chords to be laterally braced at -"" DES. BY: EE Is the responsibility of the erector.Additional pe anent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 44 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). RAftlr!•- DATE: 11/20/2014 the overall structure Is the responsibility of the Ming designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 4.No load should be applied to any component u after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4 S EQ. : 6119555 fasteners are complete and at no time should a loads greater than 5.Design assumes trusses are obe used in a non-corrosive environment, / OREGON� `V TRANS I D: 412774 design loads be applied to any component and are for"dry condition"of use. �"� S.CompuTrus has no control over and assumes n responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if ,0 1 4. 2• 4 fabrication,handling,shipment and installation a components. Dnesign as. p ' S c,\*'`. 7.Platen assumes adequate drboth faces of truss,and placed so their center 11 "RRI�L�^ I 1111 I 101 1111 11 11 11111 IIII IIII TPIMR'CA In BCSI,copies of which will be tum' ed upon request. lines coincide with Joint center tines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6 6(1 L)-Z 10.For basic connector plate design values see ESR-131 1,ESR-1988(MiTek) i EXPIRES:12/31/2015 1111111011 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) 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-334) 185 3-4=( -83) 0 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 BOG AREA OVERHANGS: 12.0" 11.6" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 393V -135/ 338H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDDF ( 625) 6'- 0.0" -300/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /- MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 6'- 11.6" Allowed = 0.096" MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed = 0.128" MAX TC PANEL LL DEFL = 0.295" @ 3'- 7.3" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.290" @ 3'- 5.2" Allowed = 0.864" i MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" NOTE:Design assumes moisture content does 19.00 7 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. N I Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, h) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ;: 0 i load duration factor=1.6, i o0 ou Truss designed for wind loads I in the plane of the truss only. . 0 . L� M-3x4 .1 b ) ,l 1-00 6-00 0-11-09 PROVIDE FULL BEARING;Jts:2,5,3' pR ,,q1/403 ope JOB NAME : 5017-A POLYGON - FJ7Scale: 0.3751 ~5a�iN /2) WARNINGS: GENERAL NOTES,unless otherwise noted: CI /i/rrr���Z� c- 'y'SP 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 ` ry $P-pE r Truss• FJ7 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 bract of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po ty pe ng continuous sheathing such as plywood sheathing(TC)endfor drywall(BC). .DATE• 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q� Ci }N 444' 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.SEQ. : 6119556 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ,`design loads be appNed to any component. and ere for"dry condieon"of ose. ��V F 14. Q.�� t TRANS I D 412774 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CampuTrus has no control over and assumes no responsibility for the necessary. �+. ti `( V fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. > i;l.y 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 ines coincide with joint center tines. IIIIII IIII(IIII(IIII VIII VIII VIII IIII IIIIMiTPe SA,InCJCOrt pUT US I,copies of (Software 7.6.6(1 L)-E ch will be furnished upon request. late in inches. 10.IFF r baconnector isic oplate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 11111 I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONSTRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR IILOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-417) 361 3-4=(-107) 44 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.I0)+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" Ali TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1 0'- 0.0" -24/ 378V -162/ 361H 5.50" 0.60 KDDF ( 625) I LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.2" -376/ 434V 0/ OH 1.50" 0,56 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.6" -20/ 12V 0/ OH 1.50" 0.02 KDDF ( 625) LIVE LEAD AT LOCATION(S) SPECIFIED BY IBC 2012. 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 0°1AX f�I MAX TLMCREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.1333" MAX TC PANEL LL DEFL = 0.197" @ 2'- 11.6" Allowed = 0.576" MAX TC PANEL TL DEFL = 0.178" @ 2'- 11.6" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 5'- 11.2" NOTE:Desi n assumes moisture content does 12 i not exceed 19% at time of manufacture. 19.00 7 ' Design conforms to main windforce-resisting system and components and cladding criteria. ry Wind: 140 mph, h=25.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), . load duration factor=1.6, O II Truss designed for wind loads in the plane of the truss only. 0 ti 0 1 n P� 0 0 M-3x4 b y yI y 1-00 6-00 11-11-09 PROVIDE FULL BEARIN ;Jts:2,5,3,4j JOB NAME : 5017-A POLYGON - FJ8 K, ci �o eRapt s I Scale: 0.3921 l GIN `v WARNINGS: GENERAL NOTES,unless otherwise noted: 41 v lI/20 1.' 1.Builder and erection contractor should be advise,!of all General Notes 1.This design Is based only upon the pa1. rameters shown and is for an individual CC' -92 0 0 P E r Truss: FJ8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed ere shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability ring construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE s the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4/f ` P Ty pe anent of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). + ,. DATE: 11/20/2014 the overall structure Is the responsibility of the riding designer. 3.2x Impact bridging or lateral bracing required where shown++ 1r SEQ. : 6119 5 5 7 4.No load should be applied to any component u after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '7 4 OREGON t,, �44, fasteners are complete and at no time should a loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, ^V TRANS I D: 412774 design loads be applied to any component, and are for"dry condition"of use. �t S.CampuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if } -7 1 A '2.�:� ty"V" fabrication,handling,shipment and Installation al components. necessary. M ,. V 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is ovided. n t 1 IIIIII I III VIII VIII VIII VIII VIII IIII IIII 9 8.Plates shell be located on both faces of truss,and placed so their center +l 11.. TPIANI'CA in SCSI,copies of which will be furnished upon request. M iTek USA,Inc./COmpUTrus Software 7.6.8(1 L)-E lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11 IIIIIIIII TPACIFIChis design prepBCared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 8'- 10.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-471) 419 3-4=(-110) 47 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 -180/ 401H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.2" -390/ 439V 0/ OH 1.50" 0.56 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 10.2" -46/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. / -i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 11-3X4 ' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.153" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.157" @ 3'- 2.5" Allowed = 0.869" MAX HORIZ. LL DEFL = -0.009" @ 8'- 9.4" MAX HORIZ. TL DEFL = -0.009" @ 8'- 9.4" 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=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Trd ads inuss thedplaneeoffor thewtruussoonly. ti 1-00 6-00 2-10-03 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5017-A POLYGON - FJ9Seale: 8.3122 .5 ��(� f� ~TrusWARNINGS: GENERAL NOTES,unless otherwise noted: �fffffllllt�yz 11 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C ± f P E 1- Truss: s• FJ9 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 temporarybracin to Insure stablli dud construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE g ty 2'o.c.and at 10'o.c.respectively unless braced throughout their length by d� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywail(BC). 'Mar DATE: 11/20/2014 the overa8 structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 S EQ. : 6119558 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, �� 'y �a, design loads be applied to any component. end are for"dry condition"of use. Q 4. T RAN S I D• 4127742. 8.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility far the necessary. �y b fabrication,handing,shipment and installation of components. 7.Design umes 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 11111111111111111111111111111111111111111 TPI WTCA in nc./ copies of which will r furnished upon request. 9. nes. (Digit ines colddate sizede with jofnttlate inriliiches, p p M(Tek USA,InC./COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPO1lEJ.12/31/2015 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS ! TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF (#1&BTR "LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF %l&HTR SPACED 24.0" O.C. 2-3=(-312) 185 3-4=( -68) 0 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" 9.5" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 396V -133/ 327H 5.50" 0.63 KDDF ( 625) LL = 25 PSE Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDDF ( 625) 6'- 0.0" -275/ 248V 0/ OH 1.50" 0.32 KDDF ( 625) BOTTOMHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LD AT LOCATIONS) SPECIFIED BY IBC 2012. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. THE BO OM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 4 -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 6'- 9.5" Allowed = 0.079" MAX TL CREEP DEFL = -0.001" @ 6'- 9.5" Allowed = 0.106" MAX TC PANEL LL DEFL = 0.295" @ 3'- 7.3" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.290" @ 3'- 5.2" Allowed = 0.864" 11 MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.006" 8 5'- 11.2" 12 NOTE:Design assumes moisture content does 14.00 7 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r- o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o 1 load duration factor=l.6, `m m Truss designed for wind loads CD 1 in the plane of the truss only. rn 0 `n �� M-3 x 9 ), 3, b ), 1-00 6-00 0-09-08 'PROVIDE FULL BEARING;Jts:2,5,31 JOB NAME : 5017-A POLYGON - FJ10 .c<c,` PROF�s Scale: 0.3739 4j GIN' /{x.1(5, `r/ WARNINGS: GENERAL NOTES,unless otherwise noted: V II/P0l 11. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ' `9210 0 P E 1 Truss: FJ 10 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed Were 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 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 +� continuousxImpactsheathing such las b acingoe aired where and/or drywell(BC). ,,.+r' Z. DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ iM 4.No load should be applied to any component urtI after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON 4i SEQ. : 6119559fasteners are complete and at no time should m loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, GV \t" ,4 TRANS I D: 412774 design loads be app Ned to any component. and are for"dry condition"of use. / �. Q 5.CompuTrus has no control over and assumes np�responsibility for the 6.Design assumes full bearing at all suppo is shown.Shim or wedge if 6 b " fabrication,handling,shipment and installation OF components. necessary. S 7.Design assumes adequate drainage Is provided. b 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 �n }� ' III I I III VIII VIII III VIII VIII'III'III TPINVTCA In BCSI,copies of which will be fumkhed upon request. tinesgcoincidentwith jointacenter lines. {'I 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:12/31/2015 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.0" 1COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF 415BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF jl&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 6-09-08 6-09-08 4 T T 12HM-4x412 14.00 7 3 \14.00 A\ 11 0 kADC 0 0 � � Al1lll o §1. 111111.1111111111.1 .1.11. 111111111111k 13 7- I I /- M-3x4 M-3x4 b ). , ). 1-00 13-07 1-00 JOB NAME : 5017-A POLYGON - G1 o PR opts s� Scale: 0.2996 t.`i,GIN7 0 WARNINGS: GENERAL NOTES,unless otherwise noted: 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 an Individual C . .920•PE t' building component.Applicability of design parameters and proper Truss: G 1 and Warnings before construction commences. Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction y o.c.and at 10'o.c.respectively unless braced throughout their length Appop 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: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impacts,bridging or lateral bracing required where shown++ / r �' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - OREGON non-corrosive environment, 4, \ ''.. SEQ. : 6119561 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a TRANS ID: 412774 design loads be appled to any component and are for"dry condition"of use. 6. T/' r P ' - 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge If 0.'necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. R p n y 4•"`. 6.This design Is famished subject to the limitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center IIIIII I III I III III I VIII VIII IIII IIII IIII MTPINVTCA In Tek SA,Inc./CompuTrus which Software 7.6.6(1 L)-E request.ished upon 10.(For basic connectorplate design values see ESR-1311,ESR-1988(MITek) 9.Digits indicate size oof late in Inches. EXPIRES:12/31/2015 111111 Hill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-67) 389 3- 8=(-212) 241 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-565) 174 8- 6=(-56) 305 8- 4=(-219) 913 WEBS: 2x4 KDDF STAND 3- 9=(-438) 228 8- 5=(-212) 241 LOADING 9- 5=(-438) 228 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-565) 174 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 86 I TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" I L = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED $ ORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -136/ 685V -296/ 246H 5.50" 1.10 KDDF ( 625) REQUIREMH TS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 7.0" -136/ 684V 0/ OH 5.50" 1.10 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "on spacing. Ali AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 6-09-06 6-09-08 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T T T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-05-04 3-04-04 3-04-04 3-05-04 MAX LL DEFL = 0.009" @ 6'- 9.5" Allowed = 0.633" T T ' T ,( MAX LL DEFL = -0.002" @ 14'- 7.0" Allowed = 0.100" 12 12 MAX TL CREEP DEFL = -0.003" @ 19'- 7.0" Allowed = 0.133" M-4x6 MAX BC PANEL TL DEFL = -0.019" @ 3'- 1.7" Allowed = 0.900" 14.007 7\14.00 44.0" MAX HORIZ. LL DEFL = 0.009" @ 13'- 1.5" MAX HORIZ. TL DEFL = 0.006" @ 13'- 1.5" IEI\\I" 1 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 1.5x3 M 1.5x3 load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. I m 0 I rn o o N o 10ed O t o M-3x4 M-3x8 M-3x4 7 0 J' y y 6-09-08 6-09-08 1 ), .1 )- 1-00 13-07 1-00 JOB NAME •. 5017-A POLYGON - G2 � c:1/40 PROF 5, Scale: 0.2735 14.01 1 `�/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 1'Cf +'I 20/ 11 1.Builder and erection contractor should be advis of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Q' ;92 •PE 1'' Truss• G2 and Warnings before construction commences. building component.Applicability of design parameters and proper ' 2.204 compression web bracing must be Installed ere shown+, Incorporation of component Is the responsibility of the building designer. ,,r'' ,_ 3.Additional temporary bracing to insure stability ring 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 by4090110.. Is the responsibility of the erector.Additional pe anent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). ter' rte!• DATE: 11/20/2014 the overall structure Is the responsibility of the ailing designer. 3.20 Impact bridging or lateral bracing required where shown++ ACC 4.No load should be appied to any component u I after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - R ��� SEQ. : 6119562 fasteners are complete and at no time should an loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, r1 nth design loads be appied to any component. and are for"dry condition"of use. / +p 1 r�Q.. .`�,,, TRANS I D: 412774 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4 5.CompuTrus has no control over and assumes n responsibility for the necessary. 4/ fabrication,handing,shipment and installation$components. 7.Design assumes adequate drainage is provided. "R M`��,,. 6.This design is furnished subject to the limitation set forth by 8.Plates shall be located on both faces of truss,and placed so their center III 10I IIII VIII(IIII I III I III I II IIITPIMfTCA In BCSI,copies of which will be turn had upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software7.8I6(1L)-E 10.For basic connector plate design values see ESR-1 31 1,ESR-1988(MiTek) EXPIRES:12/31/2015 1 1 1111111 I IIII 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 %158U) LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5142) 1140 1- 7=(-694) 3072 7- 2=( -398) 1890 BC: 2x8 KDDF #1&BTR 2- 3=(-3938) 1002 7- 8=(-692) 3056 2- B=(-1146) 380 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3966) 1000 8- 9=(-462) 2230 8- 3=( -724) 2774 2x8 DF SS A LL = 25 PSF Ground Snow (Pg) 4- 5=(-4164) 914 9-10=(-472) 2478 3- 9=( -736) 2950 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 7.0" V 5- 6=( 0) 86 10- 5=(-472) 2478 9- 4=) -178) 272 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 420.8)+DL( 306.2)= 727.0 PLF 0'- 0.0" TO 7'- 0.0" V 4-10=( -2) 174 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" ADDL: BC CONC LL+DL= 3071.0 LBS @ 7'- 7.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1269/ 5668V -228/ 219H 5.50" 9.07 KDDF ( 625) ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 7.0" -812/ 3616V 0/ OH 5.50" 5.79 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. nails staggered at: �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! 9" oc in 1 rows) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 6" oc in 2 row(s) throughout 2x8 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.027" @ 7'- 7.0" Allowed = 0.633" *** HANGER TO APPLY CONC. MAX TL CREEP DEFL = -0.071" @ 7'- 7.0" Allowed = 0.849" LOAD(S) EQUALLY TO ALL MEMBERS. 6-09-08 6-09-08MAX LL DEFL = -0.001" @ 14'- 7.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 14'- 7.0" Allowed = 0.133" T T T 3-09-10 2-11-14 2-11-14 3-09-10 MAX HORIZ. LL DEFL = -0.005" @ 13'- 1.5" 4' 4' 4' 4' T MAX HORIZ. TL DEFL = 0.011" @ 13'- 1.5" 12 12 M-5x6 NOTE:Design assumes moisture content does 14.007 \14.00 not exceed 19% at time of manufacture. 35.0" i- AC Design conforms to main windforce-resisting P1 isystem and components and cladding criteria. Wind: 190 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x5 4 M-3x5 4 r- 0 S 0 0 rn M-5x16 M-5x16 o f9' T, IllaLIMIIIIIIIII ►� o I rn , 1'" 7 8 9 10 OI M-3x8 M-3x6 M-5x10 M-1.5x3 6 0 *** Ii3071# 3-07-14 2-04-02 1-07 2-04-02 3-07-14 ), ,1 ). 13-07 WEDGE REQUIRED AT HEEL(S). 1-00 p PROP JOB NAME : 5017-A POLYGON - G3 Scale: •0.2627 CI GIN?.444, 0 -v- ''' - WARNINGS: GENERAL NOTES,unless otherwise noted: �C II/20 "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 -CC. p 920•PE 'C Truss: G 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. A.+✓ 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)end/or drywall(BC). ! DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ >E " 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ((f non-corrosiveSEQ. : 6119563 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, 5.CompuTrus has no control over and assumes no responsibility for the �; � TRANS I D• 412774 design bads be applied to any component end gn assumes full bearingat all supports shown.Shim or wedge If ra for"dry condition" use. 6.DesipPo g / 7}f IQ 10 1 �� fabrication,handing,shipment and installation of components. necessary. fabrication, [. 4 7.Design be adequateedonboth)ae is oftru ,provided. 'Fip.i.t,y. 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 111111 IIII VIII VIII(IIII III I IIIiI IIII IIII TPI WfCA In BCSI,copies of which will be furnished upon request. Digit coincidenwith jointaete Inches. in nche. 9.Dies ncdtsize off pcto MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131/2015 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" ICOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. TC: 2x4 KDDF (k16BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF ql&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. WEBS: 2x4 KDDF STAND LL( 2$.0)+DL( 7.0)LOADINP CHORD = 32.0 PSF ING Design conforms to main windforce-resisting' TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"0C. UON, TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSE Ground Snow (P ) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), g load duration factor=l.6, Truss designed for wind loads LIMIT:D STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUI-:EMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTO, CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BeTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13-04-04 0-01-12 12 1' 4.00 IT I M-1.5x3 1 3 -, i in I rn o I 2 f -.1111111111111111111 in II /- M-3x4 M-145x3 ), y y 1-00 3-06 JOB NAME : 5017-A POLYGON - H1 � � � s' Scale: 0.6715 !�G?N /f,�77y�' �1/O WARNINGS: GENERAL NOTES,unless otherwise noted: V///++,0hI rr V 1 "Tr'u1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual (t" 7,9211$P E 1-- Truss: sS: H1 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 dining 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 ofAr continuous sheathing suchr las plywgoe cured where s and/or drywell(BC). � r,: DATE: 11/20/2014 the overall structure is the responsibility of the Wading designer. 3.2x Impact bridging or lateral bracing required where shown++ '{ et 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -37 A OREGON �40 SEQ. : 6119564 fasteners are complete and at no time should alta loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, N1x design loads be applied to any component. and are for"dry condition"of use. / }r. 2.(� TRANS I D: 412774 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 1 4> A fabrication,handling,shipment and Installation 0'components. necessary. ff'' This design is fumished subject to the limitation*set forth by7.Designlasassumes adequate onne otac drainage istruss,provided. Rik- 6. � (IIII I I III(IIII(IIII IIII VIII I III I II III9 1 8.plates shall be located both faces of truss,and placed so their center TPINVTCA In BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. M)Tek USA,Inc./CompuTrus Software 7.6 6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/20 15 1 IIIIIIIILII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-283) 432 3-6=(-475) 267 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-504) 236 6-4=(-129) 102 WEBS: 2x4 KDDF STAND 3-4=( -81) 78 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. HON. 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" -73/ 540V -40/ 115H 5.50" 0.86 KDDF ( 625) 9'- 10.0" -49/ 412V 0/ OH 5.50" 0.66 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" MAX BC PANEL LL DEFL = -0.238" @ 4'- 11.0" Allowed = 0.407" MAX BC PANEL TL DEFL = -0.359" @ 4'- 11.0" Allowed = 0.543" MAX HORIZ. LL DEFL = 0.004" @ 9'- 4.5" 5-03-19 4-02-06 0-03-12 MAX HORIZ. TL DEFL = 0.005" @ 9'- 4.5" T 1' 4 T 12 NOTE:Design assumes moisture content does 4.00-' M-1.5x3 not exceed 19% at time of manufacture. q 5 -, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,8CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M L.Sx3 3"w III :4 load duration factor=l.6, Truss designed for wind loads ';';-7:'-: in the plane of the truss only. ,� 0 � I M m CO I/ Mo/ 2 1 ��6 -/ o / M-3x9 M-3x9 l l 3- 9-09-08 9-09-08 0-05-08 l l 3- 1-00 1-00 9-10 JOB NAME : 5017-A POLYGON - H2 �Y,�o �ao7� sA, Scale: 0.4636 �C3 !_A/+ ,1 WARNINGS: GENERAL NOTES,unless otherwise noted: w4 vl�n"/ ypc- 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 .a2 o i t" G r Truss: H2 and Warnings before construction commences. building component.Applicability of design parameters and proper /!f • 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 constructor 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). ,,.-- MOW DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Xi CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 OREGON SEQ. : 6119565 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, u, �� S TRANS ID: 412774 design loads be applied to any component and are for"dry condition"of use. 7 �Q t • 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 4 �, fabrication,handling,shipment and installation of components. Dnecessary. ` P frt 7.Plates assumes adequateated drainage Is truss,a. � y,•,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 1E VIII IIII VIII VIII IIII IIII TPIMffCA in BCSI,copies of which will be furnished upon request, git coincideictwith jointfain lines. 9.Digits ndsize of plateeto inches.. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 19-10-00 GIRDER SUPPORTING 11-03-00 IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2006) 388 1-5=(-357) 1850 5-2=( -173) 1116 BC: 2x6 KDDF #16BTR 1 2-3-) -77) 76 5-6=(-347) 1787 2-6=(-1962) 421 WEBS: 2x4 KDDF STAND 1 LOADING 3-4=( 0) 0 6-3=( -122) 96 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIP LL( 50. )+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 10.0" V BC LATERAL SUPPORT <= 12"OC. DON. BC UNIF LL( 115. )+DL( 98.6)= 214.2 PLF 0'- 0.0" TO 9'- 10.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Single member as shown. LIMIT D STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -270/ 136BV -43/ 117H 5.50" 2.19 KDDF ( 625) Hangers attached to the bottom chord REQUL'EMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 10.0" -276/ 1368V 0/ OH 5.50" 2.19 KDDF ( 625) will have 1.5" max. nail penetration. BOTTc, CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND :aTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.033" @ 5'- 4.1" Allowed = 0.446" MAX TL CREEP DEFL = -0.067" @ 5'- 4.1" Allowed = 0.594" MAX HORIZ. LL DEFL = 0.008" @ 9'- 4.5" 5-05-14 4-00-06 0-03-12 MAX HORIZ. TL DEFL = 0.013" @ 9'- 4.5" 12 NOTE:Design assumes moisture content does 4.00 - not exceed 19% at time of manufacture. M-1.5x3 3 9 -, system andesign fcomponentsrms to ln andll claddingesisting criteria. Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, -M-4X4Truss Truss designed for wind loads c in the plane of the truss only. o a I 0 I oo r1 I 4, rri rn 1 i'iti in o .t 5 111.-7.7.-0.16 -f M-5x10 1 M-3x6 -M-6x6 l y y 5-04-02 4-05-14 9-10 - >C,O PR0 ; JOB NAME : 5017-A POLYGONH3 Scale: 0.4956 c�'< G�/N (}��yp`:0. WARNINGS: GENERAL NOTES,unless otherwise noted: Y/1/F 0[l I -�y 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 2 920 S PE C" Truss: H3 and Warnings before construction commences. building component.Applicability of design parameters and proper Are 2.2u4 compression web bracing must be installed ere shown+, Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability 0 ng construction 2.Design assumes the top and bottom chords to be laterally braced at 1� DES. BY: EE s the responsibility of the erector.Additional p anent 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/ordrywall(BC). ,„,i0411111/110,..i DATE: 11/20/2014 the overall structure Is the responsibility of the Ilding designer. 3.24 Impact bridging or lateral bracing required where shown++ CC 4.No bad should be applied to any component u I ager all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 1.0 SEQ. : 6119566 fasteners are complete and at no time should a loads greater than 5.Design assumes trusses are o be used in a noncorrosive environment, }�4. '1_�r�REGC�N A... TRANS 1 D: 412774 design loads be applied to any component. 6.and nar assumes"dry d ys condition" ndi ion fat use..supports /^ i }� Q 1�. S.CompuTrus has no control over and assumes responsibility for the Design9 shown.Shim or wedge if c.J 1 4 `. fabrication,handling,shipment and installation components. nesessary. �{�. !S, 7.Designassumes adequate ne drainagecisprovided.truss, 'f'Ij`'115 RAO- 6. 6.This design is furnished subject to the limitation set forth by 8.Plates shall be located on both faces of truss,and placed so their center +'i fl 4. VIII 11111111111 IIIVIII VIII IIIII III I VIII IIII IIITPIIWfCA in BCSI,copies of which will be Turn hed upon request. tines coincide with joint center fines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.$6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) i EXPIRES:12/31/2015 11111111 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 kl&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=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. 4.00t:::,- 3 f— i i O i M 2 _� Ot 1 -�"""""""""""""""""""""""""""""i4 O ,-- M-3x4 Y ), b 1-00 8-00 JOB NAME : 5017-A POLYGON - 11 ��` � PRt1,ric,I, Scale: 0.6391 GJ• �G,IN 6/ WARNINGS: GENERAL NOTES,unless otherwise noted: 44 4/����iiij0p "71.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 30 P E C~ Truss• I1 end 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 construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE s the res onslWll of the erector.Additional a manent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �,r� P H P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ! ` ," . DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � OREGON 4SEQ. : 6119567 .Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 0 4 design loads be applied to any component. and are for"dry condition"of use. �v ��' 1 4 2, TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. 4f�+. t t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C R R 1.0- 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 11 VIII VIII VIII VIII III IIII TPIMlTCA in BCSI,copies of which will be furnished upon request git coincide nctwith Joint center tines. 9.Digitssndsize of tplate eIn tines. r+ MiTekUSA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wei() EXPIRES:12/31/2015 IUIIIIIOUI 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) 36 2-5=(-50) 65 3-5=(-249) 176 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-103) 87 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 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" -68/ 473V -32/ 95H 5.50" 0.76 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -39/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) LIMIT D STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUI EMENTS 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 = -0.266" @ 4'- 0.7" Allowed = 0.473" MAX TC PANEL TL DEFL = -0.356" @ 4'- 0.7" Allowed = 0.709" 7-08-04 0-03-12 '( { '( '( MAX HORIZ. LL DEFL = 0.001" @ 7'- 8.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 7'-. 8.2" 4.00c- NOTE:Design assumes moisture content does M-1.5x3 not exceed 19% at time of manufacture. 4 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. P 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=1.6, ,---1inuss thedplaneed offor thewind truussoonl P y. r, cD 1 (1 N N NA- A o 1JAIIIIIMIIMIIMMIIIMIIMIMIIIMIIIMIIIMIIIWIII `" M-3x4 M-1.5x3 b /, b 7-08-04 0-03-12 J, 1 y 1-00 8-00 JOB NAME : 5017-A POLYGON - O PROF . 12 Scale: 0.5266 ;�C3� G GIIN ��/"© WARNINGS: GENERAL NOTES,unless otherwise noted: 4Lr. v/l potT 147 1.Builder and erection contractor should be advis of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual ' !92QQ P E {" T ru S S: I 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be Installed ere shown+, incorporation of component is the responsibility of the building designer. r� 2.Design assumes the top and bottom chords to be laterallybraced at -�' I� DES. BY: EE 3.Additional temporary bracing to insure stability ring construction is the responsibility of the erector.Additional pe anent bracing of 2'o.c.and at 10'o.c.such as respectively unless braced throughout their length by continuouszIpactsheathing r l b adng sheathing(TC)red where Cs and/or drywall(BC). DATE: 11/20/2014 the overall structure is the responsibility of the Hding designer. 3.2z Impact bridging or lateral bracing required whershown++ CC SEQ. : 6119568 4.No load should be applied to any component u I alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. "9� A`OREGONA.fasteners are complete and at no time should an loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ./, {�, TRANS I D: 412774 design loads be applied to any component. and are for"dry condition"of use. S.CompuTrus has no control over and assumes n responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if < "j"' 1 4 2 �� fabrication,handling,shipment and installation a components. necessary. i_ r ` xy 6.This design is furnished subject to the hmitation set forth by8.Plates assumes adequateatedon drainagecis provided.a. '{rj t 1. V III I I III VIII III IIIII VIII VIII IIII IIII 9 1 8.Plates shall be located both faces of truss,and placed so their center RI1.. TPIM?CA in SCSI,copies of which will be num ed 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:12/31/2Uv15 5 111111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. 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 BON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.0017 3 A- Nr� i o 7-11ti 2 A- I _� CD 1 � � � � �4 0 A- M-3x4 1 1, b 1-00 4-00 4c.0 PROF JOB NAME : 5017-A POLYGON - 13 Scale: 0.7087 p ,�G!(7� /0 WARNINGS: GENERAL NOTES,unless otherwise noted: �f� ///20/ry c-PTY 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 individuals r L Truss: I 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web brad must be installed where shown+, incorporation of component is the responsibility of the building designer. mP ng 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(TC)end/or drywall(BC). �r " DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ OREGONt, CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "'}>• } ^V SEQ. : 6119569 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� V \ A, design loads be applied to any component, and are for"dry condition"of use. Q • 1 4 ty. TRANS I D: 412774 8 Design assumes full bearing at all supports shown.Shim or wedge if � S' 5.CompuTrus has no control over and assumes no responsibility for the necessary. �+.�y b i V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `rT Fi�k, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII(IIII VIII(IIII VIII VIII IIII IIII TPI VYTCA in SCSI,copies which will be furnished upon request. lines coincidedwith joint center lines. 9.Digitssddsize oplate in inches. c+ 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 NCB 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) 86 2-4=(0) 0 BC: 2x9 KDDF #1&BTR '1 SPACED 24.0" O.C. 2-3=(-99) 174 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 2$.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 1 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" -173/ 327V -26/ 83H 5.50" 0.52 KDDF ( 625) For hanger specs. - See approved plans 0'- 10.8" -74/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMIT:D STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUI:EMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTO CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BI'TTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.2" Allowed = 0.059" MAX TC PANEL TL DEFL = -0.001" @ 0'- 7.9" Allowed = 0.088" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 0-11-09 II MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339" T Q MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8" 12 MAX HORIZ. TL DEFL = 0.001" @ 0'- 10.8" 14.00 7 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting /- i system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cv load duration factor=l.6, o Truss designed for wind loads (-• in the plane of the truss only. o ti I I �� W u7 O O I N O **4 M 3x4 l' )' b 1-00 IPROVIDE FULL BEA4G;Jts:2,3,41 6-00 JOB NAME : 5017-A POLYGON - J14 PRp Scale: 0.6354 co {�rGIIN (�(,p_ WARNINGS: GENERAL NOTES,unless otherwise noted: L(.'C v/!/{+Q I J 1.Builder and erection contractor should be advise of all General Notes 1.This design is based only upon the parameters shown and is for an Individual " `92$$P E f Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed ere shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability ring construction 2.Design assumes the top and bottom chords to be laterally braced atAY" DES. B Y: E E Is the responsibility of the erector.Additional pe went bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by � / ' continuous sheathing such as plywooding(TC)and/or drywall(BC). .r"' DATE: 11/20/2014 the overall structure is the responsibility of the ilding designer. 3.2x Impact bridging or lateral bracing requiredaired where shown++ 4.No load should be applied to any component u after all bracing and 4.Installation of truss is the responsibility of the respective contractor. S EQ. : 6119570 fasteners are complete and at no time should a loads greater than 5.Design assumes trusses are o be used in a non-corrosive environment, T4= A_OREGON b 4, TRANS I D: 412774 design bads be applied to any component. and are for"dry condition"of use. 4,Jt� i� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if '' 1 4 2 IN4. fabrication,handing,shipment and installation components. necessary. I 7.Design assumes adequate drainage is provided. '+'1 1.tI t1s`f , 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 FIF110- 6. b I VIII III VIII IIIA VIII IIII III IIII IIII TPIM/TCA In BCSI,copies of which will be fumi ed upon request. Tines coincide with joint centerinches. ) it 9.Digits indicate size of plate in inches. M iTek USA,Inc./CompuTrus Software 7.6 1 L-E 10.For basic connector plate design values see ESR-1311,ESR-1988 iTek EXPIRES:12/31/2015 11E1111 1111 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) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-63) 84 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" -34/ 296V -45/ 120H 5.50" 0.47 KDDF ( 625) 1'- 11.2" -144/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) For hanger specs. See approved plans LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 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 = 0.004" @ 1'- 3.1" Allowed = 0.166" MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.6" Allowed = 0.250" 2 00 MAX BC PANEL LL DEFL = 0.009" @ 2'- 8.6" Allowed = 0.254" T T MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" 14.00 7MAX HORIZ. TL DEFL = 0.000" @ 1'- 11.2" f NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. ') Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=21.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rn load duration factor=l.6, �i Truss designed for wind loads No in the plane of the truss only. I I ti ti 4, O f pigalN o **4 M-3x4 t b ), /, 1-00 PROVIDE FULL BEARING;Jts:2,3,416-00 JOB NAME : 5017-A POLYGON - J2 '<(,, 6's Scale: 0.5979 ti`s �� " WARNINGS: GENERAL NOTES,unless otherwise noted: �` il/Zo i'' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual "9210 i PE Truss• 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. 3.Additional temporary bracing to Insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at ,fir DES. BY• EEpo 2'o.c.and at 10'o.c.respectively unless braced throughout their length by _or y /A" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,..- DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ * ARE N !,C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responslbilty of the respective contractor. • ^V SEQ. : 6119571 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`� j 4 � � design loads be applied to any component. and are for"dry condition"of use. TRANS I D 412774 8.Design assumes full bearing at all supports Shawn.Shim or wedge if A t� (3 5.Comp fabrication, has no control over and assumes no responsibility for the necessary. 'Kf 't5 t z` V fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. +l f-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 IIIIIIIII(IIII VIII VIII(IIII IIII IIII TPI/WTCA In nc./ copies of which will be 7.6.ed upon request. 9 lines 9 icoincide Ind crate sizeofplate innt rinches. MiTek USA,Ino./CompUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPI RES:12/31/2015 • DEB This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; y AD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 86 2-5=(-112) 226 5-3=(-106) 168 2x6 KDDF #10TR T2 2-3=(-449) 111 5-6=( -62) 90 5-4=(-115) 312 BC: 2x4 KDDF #1&BTR LOADING 3-4=(-229) 99 4-6=(-449) 238 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50,0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 0.0" V TC LATERAL SUPPORT 24"0C. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 3'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0, )+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -146/ 604V -85/ 143H 5.50" 0.97 KDDF ( 625) TC CONC LL( 125.0)+DL( 35.0)= 160.0 LBS @ 3'- 0.0" 6'- 0.0" -205/ 506V 0/ OH 5.50" 0.81 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMIT D 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 OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 2-11-09 ', 3-00-07 MAX TL CREEP DEFL = -0.008" @ 3'- 1.1" Allowed = 0.339" MAX TC PANEL LL DEFL = -0.012" @ 1'- 7.8" Allowed = 0.236" ,( +101 M-9X6 MAX HORIZ. LL DEFL = 0.001" @ 5'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" /- I M-3x9 12 4 NOTE:Design assumes moisture content does 14.00 7 -/ not exceed 19% at time of manufacture. � p Design conforms to main windforce-resisting system and components and cladding criteria. .. ,_, 1 A II=MIAi Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. O I O M O I O 0 �� r� o. Iii- ll I **6 M-3x4 M-3x6 M-1.5x3 /- ), ,l 1, 2-10-03 3-01-13 k y ,1 1-00 6-00 JOB NAME : 5017-A POLYGON - J3 " pRQFF Scale: 0.4917 ' GlIN t}e7}�' /0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4G,! /�l 20 1.Builder and erection contractor should be advis of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4' 'Tn72..tp/ I E 1r` Truss: J3 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed ere shown+, incorporation of component is the responsibility of the building designer. ' 3.Additional temporary bracing to insure stability ring construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o,c,and at 10'o.c,such astivey unless braced throughout their length by is the responsibility of the erector.Additional pe nent bracing of continuous sheathing such lplywood in ere and/or drywall(BC). �,;;,> DATE: 11/20/2014 the overall structure is the responsibility of the b Iding designer. 3.2x Impact bridging or lateral bracing required where shown++ j SE 4.No load should be applied to any component un after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -5;ry OREGON t �(i Q. : 6119 5 7 2 fasteners are complete and at no time should a loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �.r >h design loads be applied to any component. and are for"dry condition"of use. / 'T TRANS I D: 412774 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 2- ��'E" fabrication,handing,shipment and installation components, necessary. provided.s �*, f' 6.This design Is furnished subject to the limitations et forth by 8.PlateDesisshallbe locateassumes d both faces drainage of tss,and placed so their center s y�� IIIIII I II VIII III II II ILII ILII III ILIITPI WfCA in SCSI,copies of which will be furni ed upon request tines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6. (1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:IftES:1 Zt o99 1 r Vn 15 t ) 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-132) 131 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 POE 0'- 0.0" -10/ 346V -82/ 194H 5.50" 0.55 KDDF ( 625) 3'- 10.8" -170/ 161V 0/ OH 1.50" 0.26 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-09 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.079" f f MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.054" @ 2'- 2.1" Allowed = 0.367" f MAX BC PANEL TL DEFL = -0.037" @ 3'- 1.4" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.002" @ 3'- 10.8" 12 j, MAX HORIZ. TL DEFL = -0.002" @ 3'- 10.8" 14.00 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. N Wind: 140 mph, h=22.9ft, 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, , I Truss designed for wind loads i in the plane of the truss only. (.1 O 1 O f i �� I .440 M-3x4 ,1 ), )' 1-00 6-00 PROVIDE FULL BEARING;Jts:2,3,41 pR JOB NAME : 5017-A POLYGON - J4 iNP,.. s Scale: 0.9692CJ� ljJ )N ��(? WARNINGS: GENERAL NOTES,unless otherwise noted: � v n/20 1, 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and is for an individual 4: .92 ,•P E. 1- Truss: Truss• J 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+• Incorporation of component is the responsibility of the building designer. Aiiiiroor 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). fa"AMP•" CCDATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+-c 4.No load should be tippled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ," REGON ti! SEQ. : 6119573 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �'✓ 'vf 'J 14 \ design bads be applied to any component. and are for"dry condition"of use. 3 TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 6.and ar assumes full bearing at all supports shown.Shim or wedge if d q� fabrication,handling,shipment and installation of components. necessary. 'Vl, g P Po 7.Design assumes adequate drainage is provided. r7 FI l 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 IIIIIII VIII(IIII VIII VIII VIII IIII IIII IIIIbain TPIMffCA in BCSI,copies of which will be furnished upon request. lines coincide with jointppcenter inches. 19.0.For Ones. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E Indicatesiconnector oplate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 1111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONSTRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR )�OAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-180) 157 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25. )+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" -22/ 375V -102/ 234H 5.50" 0.60 KDDF ( 625) 4'- 10.8" -172/ 180V 0/ OH 1.50" 0.29 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIRE ENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM HORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4-11-09 AND BOT OM 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 = 0.029" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" /- -/ MAX TC PANEL LL DEFL = 0.140" @ 2'- 10.1" Allowed = 0.470" MAX TC PANEL TL DEFL = -0.132" @ 2'- 10.3" Allowed = 0.705" 001 MAX HORIZ. LL DEFL = -0.003" @ 4'- 10.8" MAX HORIZ. TL DEFL = -0.003" @ 4'- 10.8" 12 NOTE:Design assumes moisture content does 14.00 7 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. N Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rn load duration factor=l.6, w o Truss designed for wind loads 1 +o in the plane of the truss only. 0 0 o M-3x4 > b )' 1-00 6-00 PROVIDE FULL BEARING;Jts:2,3,41 'I JOB NAME : 5017-A POLYGON - J5 t P �'� s' Scale: 0.4299 014,01 �f�� 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 ': `921$S P E 1 ' Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper yp 2.2x4 compression web braang must be Installed ere shown+. Incorporation of component Is the responsibility of the building designer. ,rte/ 3.Additional temporary bracing to insure stability ring construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional pe necont 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: 11/20/2014 the overall structure is the responsibility of the ilding designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component u after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -3, OREGON 41 SEQ. : 6119574 fasteners are complete and at no time should a loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4- of \l' design loads be applied to any component and are for"dry condition"of use. / +��.. 0 TRANS I D: 412774 5.CompuTrus has no control over and assumes n responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 1 4 �✓ t fabrication,handling,shipment and Installation 0 components. necessary. 6.This design is fumished subject to the limitations set forth by7.Plates assumes adequate onne drainageh istruss,provided. 'RML. �„ III II I I VIII VIII VIII I I III IIII IIII 9 ) 8.Plates shall be located both faces of truss,and placed so their center !l TPIAM'CA In BCSI,copies of which will be forded upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. 10. MiTek USA,Ina/CompuTrus Software 7.6 (1L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1 i 111111111111 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=(-223) 185 1-3=(0) 0 BC: 2x4 KDDF µl&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) For hanger specs. - See approved plans DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -33/ 265V -108/ 209H 5.50" 0.42 KDDF ( 625) ** TOTAL LOAD = 42.0 PIE 5'- 9.2" 0/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) 5'- 11.6" -169/ 204V 0/ OH 1.50" 0.33 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) CONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. MAX TC PANEL LL DEFL = 0.335" @ 3'- 7.0" Allowed = 0.572" 5-11-09 MAX TC PANEL TL DEFL = -0.280" @ 3'- 4.9" Allowed = 0.858" MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" Ifr NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.007 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 in the plane of the truss only. N N O O i I Lo in 0 0 O ir- A O lav -. 0 M-3x4 .6 l 6-00 'PROVIDE FULL BEARING;Jts:1,3,21 JOB NAME : 5017-A POLYGON - J6 9, o pROF��s Scale: 0.4024 .,GJ �l��4' t /0 WARNINGS: GENERAL NOTES,unless otherwise noted: / (p:�c' ' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 4 .920OPE E c Truss• J6 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 2'o.c.and at 10'sc.respectively unless braced throughout their length by DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d It BC. DATE• 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging r lateral brig required where er hown+a ( ) ,-4 tZ' 4Na load should be appbed to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. OREGON '(t SEQ. : 6119575 fasteners am complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non•corrosIve environment, , . 7, 1� it design bads be applied to any component. 5. and are for"dry condition"of use. / 'Il SO +�- TRANS I D: 412774 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. /gg f �i `1..yNl fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. » 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111111 TPINVECA in BCSI,copies of which will be furnished upon request. it coincidenictwith joint ate inr lines. 9,Digits Indicate size of plate in inches. p MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 KDDF (l&BTR LOAD DURATION INCREASE = 1.15 1-2=(-334) 186 1-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -83) 0 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: 0.0" 11.6" TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 274V -121/ 269H 5.50" 0.44 KDDF ( 625) 5'- 9.2" 0/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -293/ 280V 0/ OH 1.50" 0.36 KDDF ( 625) BOTTOM C ORD CHECKED FOR A 20 PSF LIMITED STORAGE 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIVE LO't AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOT eM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ 6'- 11.6" Allowed = 0.096" 3 MAX TL CREEP DEFL = -0.003" @ 6'- 11,6" Allowed = 0.128" I MAX TC PANEL LL DEFL = 0.309" @ 3'- 4.7" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.286" @ 3'- 5.2" Allowed = 0.864" MAX HORIZ, LL DEFL = -0.006" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" NOTE:Design assumes moisture content does 12 it not exceed 19% at time of manufacture. 14.007 i Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0 o Truss designed for wind loads I 1 in the plane of the truss only. r r- 0 0 1 o m 0 o� ��F 1� CD M-3x4 /, ) i b 6-00 0-111-09 (PROVIDE FULL BEARING;Jts:1,4,21 JOB NAME : 5017-A POLYGON - J7 7 7 � G � �� ss, Scale: 0.3707 c• .71/20 WARNINGS: GENERAL NOTES,unless otherwise noted: pt- '�1••,:.. 1.Builder and erection contractor should be advis of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ;,,,, `_^92$P f-C- Truss: J7 and Warnings before construction commences.- building component.Applicability of design parameters and proper J 2.2x4 compression web bradng must be installed ere shown+, incorporation of component is the responsibility of the building design 3.Additional temporary bracing to Insure stability ring 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 p anent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 5`- DATE: 11/20/2014 the overall structure Is the responsibility of the b (ding designer. 3.2x Impact bridging or lateral bracing required where shown++ to ,q' 4.No load should be applied to any component un I after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "X7 OREGON 40 SEQ. : 6119576 fasteners are complete and at no time should a loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4-/D0'1. 13'.772.°\1167.4.. TRANS I D• 412 7 7 4 design loads be applied to any component and are for"dry condition"of use. pPo wedge � • 5.CompuTrus has no control over and assumes responsibility far the 6.Desi n for full beadn at all su rts shown.Shim or If necessary. 114R Pl`f 4 fabrication,handling,shipment and installation components. 7.Design assumes adequate drainage Is provided. . 6.This design is furnished subject to the limitatio set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I II VIII VIII VIII VIII(III(III(III TPIMriCA in BC51,copies of which will be turd ed upon request. Digit coincide with jointain che. 9.Digits Indicate size of plate in inches. C q.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:)1,1/31/201.5 MiTek USA,Inc./CompuTrus Software 7. J l 1111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=(-417) 362 1-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-108) 44 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 262V -147/ 291H 5.50" 0.42 KDDF ( 625) 5'- 9.2" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 11.2" -373/ 439V 0/ OH 1.50" 0.56 KDDF ( 625) 7'- 11.6" -23/ 17V 0/ OH 1.50" 0.03 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.199" @ 2'- 11.6" Allowed = 0.576" MAX TC PANEL TL DEFL = 0.178" @ 2'- 11.6" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 5'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00 / ///1 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads N N in the plane of the truss only. O o 0 o O o I i rn rn O I , 0 I IFLi -1 g** cp M-3x4 b ).• y 6-00 1-11-09 'PROVIDE FULL BEARINGtJts:l,4,2,3' JOB NAME : 5017-A POLYGON - J8 � ,,o PRo. e Scale: 0.3365 SCJ t.I%I��7 5� WARNINGS: GENERAL NOTES,unless otherwise noted: 4y 7171 ' '4r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual '4 . ' P E r Truss• J8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown a. 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'OAand at 10'ea.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: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown v* # C' 4SEQ. : 6119577 .No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON j4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, .1... hj N. design loads be applied to any component and are for"dry condition"of use. /,h 9 p TRANS I D: 412774 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 2) 1 4 �h fabrication,handing,shipment end installation of components. necessary. ill h P g P Po 7.Design assumes adequate drainage is provided. M +'1 t'�}LA 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 rl f'1 IIII IIII Ell I'I'I II III IIII TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. _. 1 9.Digits Indicate size of plate in inches. 10. M iTek USA,Ino./CompuTflaa Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I IIII III I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 1-2=(-483) 428 1-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-112) 49 TC LATERAL SUPPORT <= 12"OC. UON. 1 LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.OI)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans I DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 275V -167/ 333H 5.50" 0.44 KDDF ( 625) 5'- 9.2" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) II LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -388/ 445V 0/ OH 1.50" 0.57 KDDF ( 625) 8'- 11.6" -46/ 54V 0/ OH 1.50" 0.09 KDDF ( 625) BOTTOM C ORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAT LOCATION(S) SPECIFIED BY IBC 2012. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. THE BOTT M CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 / -, MAX TC PANEL LL DEFL = 0.168" @ 2'- 11.7" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.154" @ 3'- 2.5" Allowed = 0.864" it 1/ MAX HORIZ. LL DEFL = -0.009" @ 8'- 10.8" MAX HORIZ. TL DEFL = -0.009" @ 8'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, Truss designed for wind loads o N in the plane of the truss only. 0 'ti ry I O O O ,-I rF� A O M-3x4 ,1 ), y 6-00 2-11-09I PROVIDE FULL BEARING;Jtp:1,4,2,31 JOB NAME •. 5017-A POLYGON - J9 -c.<c RR�'` �s' Scale: 0.3129 ,� IN s/ WARNINGS: GENERAL NOTES,unless otherwise noted: 414lII i�� 17 1.Builder and erection contractor should be advls41 of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual '4 . It 9211 OPE r' Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed ere shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability ring 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 p anent bracing of +� continuous sheathing such l cing required where s or drywell(BC). ,, ' !" m DATE: 11/20/2014 the overall structure Is the responsibility of the tiding designer. 3.2x Impact bridging or lateral bracing required where shown++ "r ^s. 4.No load should be applied to any component u I after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 OREGON ,(0 SEQ. : 6119578 fasteners are complete and at no time should a loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 44 \t$ �,. design loads be applied to any component and are for"dry condition"of use. j +� Q ,i TRANS I D: 412774 5.CompuTrus has no control over and assumes responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 1 4 S P` fabrication,handling,shipment and installation components. necessary. /ems t 7.Plates assumes adequatedodrainagecis of truss, provided. "'y fiR RUA" 6.This design is furnished subject to the fmitatio set forth by 8.Plates shell be located on both faces of tmss,and placed so their center 11111111111111111 III I'll IIII TPIANiCA In SCSI,copies of which will be fuml had upon request. git coincidewith jointacenter lines. 9.Digits indicate size of plate In Inches. M(Tek USA,inc./CompuTrus Software 7. 6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 n 111111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-553) 490 1-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-133) 83 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 ** For hanger specs. - See approved plans DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -31/ 321V -185/ 371H 5.50" 0.51 KDDF ( 625) 5'- 9.2" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -422/ 474V 0/ OH 1.50" 0.61 KDDF ( 625) 9'- 10.2" -87/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 /- -/ MAX TC PANEL LL DEFL = 0.162" @ 2'- 11.7" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" @ 2'- 11.9" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.011" @ 9'- 9.4" MAX HORIZ. TL DEFL = -0.011" @ 9'- 9.4" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14.007 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads m ri m in the plane of the truss only. r" 0 Y- Itiimmmommmmmommmi _, o M-3x4 ), i ), 6-00 3-10-03 PROVIDE FULL BEARING;Jts:1,4,2,3I JOB NAME : 5017-A POLYGON - J10 <(` to PR 04SS Scale: 0.2893 c.s• t�i/G�7(7 f i. WARNINGS: GENERAL NOTES,unless otherwise noted: Cf (. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown andls for an individual .92 0 OPE Truss• J 1 0 and Warnings before construction commences. building component.Applicability of design parameters and proper /Iltt 2.2x4 compression web bracing must be Installed where shown*, Incorporation of component Is the responsibility of the building designer. ` +/• 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: EE 2'o.c.and at 10'o.c.such as unless braced throughout their length by ' ,�` is the responsibility at the erector.Additional permanent bracing of continuous sheathing such as pywood sheathing(TC)and/or drywall(BC). ..+°" ` �• DATE• 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.+ q" 4.No load should be applied to any component until after all bracing and 4.Installation at uss Is the responsibility of the respective contractor. "39 OREGON 4E SEQ. : 6119579 fasteners are complete and of no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L Nbu design loads be applied to any component. and are for"dry condition"of use. / -7-}- 2,Q '.- TRANS ID: 412774 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �Q necessary. �*. t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. p y`„1:. 6.This design is furnished subject to the Rmifalons set forth by 8.Plates shall be located on both faces of truss,and placed so their center III i I III VIII VIII VIII II II IIII IIII IIIITPIANfCA in BCSI,copies of which will be furnished upon request. sgit coincide with joint tecenter lines. 9.Digitsindicate dtsize of cIn inches. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 r IIII MB This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONSTRUSS SPAN 9'- 2.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 1OAD DURATION INCREASE = 1.15 1-2=(-508) 445 1-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-115) 55 TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25. )+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 285V -172/ 343H 5.50" 0.96 KDDF ( 625) 5'- 9.2" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) i LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -396/ 451V 0/ OH 1.50" 0.58 KDDF ( 625) 9'- 2.5" -58/ 68V 0/ OH 1.50" 0.11 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 /- MAX TC PANEL LL DEFL = 0.167" @ 2'- 11.7" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.152" @ 3'- 2.5" Allowed = 0.869" %i MAX HORIZ. LL DEFL = -0.010" @ 9'- 1.7" MAX HORIZ. TL DEFL = -0.010" @ 9'- 1.7" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 1/.7 system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=29.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=l.6, Truss designed for wind loads cr' o, in the plane of the truss only. 0 0 1 I N (V O O I I N ti 1-1 0 I f o **1 4** M-3x4 .6 y I y 6-00 3-02-08 'PROVIDE FULL BEARING;Jte:1,9,2,3' JOB NAME : 5017-A POLYGON - J11 �� �R�f� s Scale: 0.3023 So �G)yQN)y107,,F, n/ WARNINGS: ' GENERAL NOTES,unless otherwise noted: <t,r��� ,'/A�+//C V 1.Builder and erection contractor should be advis of all General Notes 1.This design is based only upon the parameters shown and is for an Individual T 92 0 0 P E c Truss: J11 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed ere shown+, incorporation of component is the responsibility of the building designer. �,r 3.Additional temporary bracing to Insure stability d ring construction 2.Design assumes the top and bottom chords to be laterally braced at �"' DES. BY: EE is the responsibility of the erector.Additional pe anent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by '9 DATE: 11/20/2014 the overall structure is the responsibility of the Wingdesigner. continuous sheathing such as plywood required in ere shown and/or d ywall(BC). I r fir! F� tY 9 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be applied to any component u I after all bracing and 4.Installation of truss is the res onsibiG of the respective contractor. SEQ. : 6119580 fasteners are complete and at no time should a loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, ii_OREGON , TRANS I D• 412774 design bads be applied to any component, and are for"dry condition"of use, f y S.CompuTrus has no control over and assumes n responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 c4 �✓ P.4 fabrication,handing,shipment and installation a components. necessary. �y !i, 7.Plates assumes adequateed drainage is provided.a. �"' +l `Lk- � �'` 6.This design is famished subject to the limitation set forth by 8.Plates shall be located on both faces o�truss,and placed so their center +-1 b IIII I I III VIII VIII II II PERI' IIII IIII TPI/WfCA in BCSI,copies of which will be furn had upon request. coincide with joint center lines. - _ I lines 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.96(1 L)-E a 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I 11IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=10) 0 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2-3=(-508) 444 3-4=1-115) 55 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -187/ 417H 5.50" 0.60 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.2" -402/ 448V 0/ OH 1.50" 0.57 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 2.5" -64/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD D AD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' f - 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 = 0.152" @ 3'- 9.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.155" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.010" @ 9'- 1.7" MAX HORIZ. TL DEFL = -0.010" @ 9'- 1.7" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 1/-3X: Design conforms to main windforce-resisting system and components and cladding criteria. • Wind: 140 mph, h=26ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o: oTruss designed for wind loads ,-, in the plane of the truss only. I ti0 CDfo ,1 , b )' 1-00 6-00 3-02-08 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5017-A POLYGON - J12 �` � PRQ*� , Scale: 0.3094 �rJ0 tNAGIN �.<0 WARNINGS: GENERAL NOTES,unless otherwise noted: w V N/*WT7 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` e t 0F SPE 1 Truss• J12 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the tap and bottom chords to be laterally braced at O 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 po ty continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). " 4. DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1110 Q� N `, 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. 7V I, SEQ. : 6119581 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L f 'y 2 a �.. design loads be applied to any component. Debi gne for"dry condition"gf use. .Q 1 4 TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 6'necessary.andareassumes lull bearing at all supports shown.Shim or wedge if {�� fabrication,handling,shipment and installation of components. 41", RPM- 6. S•+ g P P° 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII(IIII VIII VIII IIII IIII TPI WfCA in BCSI,copies of which will be furnished upon request. git coincidentwith Joint in Inas. 9.Digitssndte size of tplate eto I Inas. MITek USA,InC./COmpuTfu3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • • I1IIIIII IIII 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) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-82) 72 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 BOG 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" -28/ 292V -40/ 108H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -87/ 79V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 34V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITOD STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUI'EMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 SOTTO-CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 1-11-11 MAX TC PANEL LL DEFL = 0.006" @ 1'- 3.7" Allowed = 0.164" MAX BC PANEL TL DEFL = 0.003" @ 1'- 7.7" Allowed = 0.206" MAX BC PANEL TL DEFL = -0.005" 8 1'- 12.0" Allowed = 0.206" 12 14.00 7 MAX HORIZ. LL DEFL = -0.001" @ 1'- 10.9" a MAX HORIZ. TL DEFL = -0.001" @ l'- 10.9" 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. o Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, I Truss designed for wind loads -i in the plane of the truss only. m o 0Prii t CD PECBM ME14 M-3x4 b ), y 1-00 4=00 PROVIDE FULL BEARING Jts:2,3,41 JOB NAME : 5017-A POLYGON - KJ1 vtoPR0 Scale: 0.6019 �j� OiN ��/ WARNINGS: GENERAL NOTES,unless otherwise noted: PTY 1' C. //dr0/ 1.Builder and erection contractor should be advis of all General Notes 1.This design is based only upon the parameters shown end Is for an individual 4t !92 s•PE C" Truss: KJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed ere shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability ring construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional pe anent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 11/20/2014 the overall structure is the responsibility of the Ming designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Po b 9 9 3.2x Impact bridging or lateral bracing required where shown u e CC 4.No load should be applied to any component u after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 40 S EQ. : 6119582 fasteners are complete and at no time should a loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 1- i1_OREGON t i TRANS I D• 412774 design loads be applied to any component. and are for"dry condition'of use. ✓ 3 � 1�� S.CompuTrus has no control over and assumes n responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge if 4 1 d ✓ L fabrication,handing,shipment and installation 0 components. Designnecessary. �}� [)„� 7. laesassumesadequateonedthi is a. '�/,.r,p}s �' 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 �r'li fl b 11I111 IIII VIII(IIII II II VIII VIII IIII IIII TPI WfCA in BCSI,copies of which will be fuml (d upon request. MiTek USA,InC./CompUTrus Software 7.6 1L-E lines9. coincide withjoint center lines. Digits indictzrffppte In I 10.FForbasiccnnectolatedesi n values see ESR-1311,ESR-1988 ITek) 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/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=1-88) 97 3-5=(-297) 336 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-304) 270 WEBS: 2x4 KDDF STAND 3-4=( -20) 9 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" -44/ 325V -105/ 172H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -107/ 201V 0/ OH 5.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.087" @ 2'- 1.5" Allowed = 0.337" 3-08-04 0-03-12 MAX TC PANEL TL DEFL = 0.086" @ 2'- 1.6" Allowed = 0.505" T MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 12 M-1.5x3 4 -/ MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 14.007 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. T 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, � oTruss designed for wind loads ,1, in the plane of the truss only. 0 o I O N rn O O N,_ 2,..n61.11111111111110111 o/- PEN� KEM15 --0 o M-3x9 M-1.5x3 y ), b 3-08-09 0-03-12 b l b 1-00 4-00 JOB NAME : 5017-A POLYGON - KJ2 Scale: 0.4367 ss. { �F 7, 0 WARNINGS: GENERAL NOTES,unless otherwise noted: F pr 11 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '..92+i f G r- Truss: KJ2 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 bracingto insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at p ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). Y , DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON SEQ. : 6119583 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 ^V fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, ,! '/ p,\ �yS design bads be applied to any conpronenl and are for"dry condition"of use. 4 /' 1 4 t 4 T RAN S 1 D 412774 6.Design assumes full bearing at all supports shown.Shim or wedge if {y T 5.CompuTrus has no control over and assumes no responsibility for the necessary. �», S V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ''r7 R}:1.1'• 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII)III)IIITPI WTCA in BCSI,copies of which will be furnished upon request. gin MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1pigesa iindi late sizeof plate de with joint center inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3'1 Z/Up 1 iO1 5 1111111 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: 2x9 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF (j1&BTR SPACED 24.0" 0.0. 2-3=(-70) 65 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" -45/ 302V -90/ 108H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -35/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -41/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITD STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUI EMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTO CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" AND B TTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.003" @ 1'- 2.9" Allowed = 0.164" 1-11-11 MAX TC PANEL TL DEFL = -0.004" @ 1'- 2.9" Allowed = 0.246" 1 MAX BORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 19.00 7 �, NOTE:Design assumes moisture content does ,F- not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 1-=.1111, Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, o, Truss designed for wind loads o in the plane of the truss only. i Nti,-ii rm o 111111111111 U 0 1 F -/ o b ), 4' 1-00 2-00 'PROVIDE FULL BEARIN4Jts:2,9,31 JOB NAME : 5017-A POLYGON - KS J1 Scale: 0.6019 'QN �fi`sipt, `r'O WARNINGS: GENERAL NOTES,unless otherwise noted: CI II/A-v/' rII 1.Builder and erection contractor should be advis of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 92•S P E {"" Truss: KS J 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed are shown+. Incorporation of component Is the responsibility of the building designer. ,// 3.Additional temporary bracing to insure stability d ng construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 04 is the responsibility of the erector.Additional p anent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywooding(TC)and/or drywall(BC). DATE: 11/20/2014 the overall structure is the responsibility of the Ming designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 4.No toad should be applied to any component u I after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 4, SEQ. : 6119585f.steners are complete and at no time should rel loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, G A \b A. TRANS I D: 412774 design loads be applied to any component. and are for"dry condition"of use. / ''1), ry 5.CampuTrus has no control over and assumes n responslWlity for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q � Q LC' v. fabrication,handling,shipment and installation components. Desessary. 7.Platen assumes adequate drmesus faces of truss,and placed so their center �r,Fi}t-k. IIII I III I III IIID VIII I II I'II II I IIII TPINVECA in SCSI,copies of which will be tum had upon request. git coincidenictwithizjoint ate in che. 9.Digits indicate size of plate in inches. MiTek USA,Inc.lCompuTrus Software 7.8 6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111111011 IIIII IIII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2-4=(0) 0 BC: 2x4 KDDF 0l&BTR SPACED 24.0" O.C. 2-3=(-90) 48 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: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -164/ 578V -31/ 121H 5.50" 0.92 KDDF ( 625) 1'- 9.2" -123/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.8" -44/ 99V 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 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP - MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 12 MAX TC PANEL TL DEFL - 0.007" @ 1'- 5.1" Allowed = 0.407" 7.00 /- 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.1" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=21.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), o load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. i o 0 ti 1 0 o/- 2►� 4►�� M-3x4 1 f l )' b 2-00 2-00 1-11-13 (PROVIDE FULL BEARING;Jts:2,4,3I c\t° E . JOB NAME : 5017-A POLYGON - SJ1 PSS ao Scale: 0.6651 ,.? N /0 WARNINGS: GENERAL NOTES,unless otherwise noted: tt..--. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4 ^,92 0 0 P E t ' T ru s s• S J 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 diAlle, AV." DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length byIr.^•:; Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as wood sheathing(TC)end/or d II BC. DATE: 11/20/2014 ply ( ) "d S' the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 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. 372% j7 QRE;(3QN +y SEQ. : 6119586 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, �. 4j \ / TRANS I D 412774 design bads be applied to any component and are for"dry condition"of use. �.) }" 14 • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing u all supports shown.Shim or wedge if �./ ‘...,{IY. necessary. /�r�+. V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. "'c„{ yt„�+ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII IIII VIII VIII IIII IIII TPIM?CA In BCSI,copies of which will be furnished upon request. git coincideidictwith 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:12/31/2015 IIIIIIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS '. TRUSS SPAN 7'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR ,LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2-4=(0) 0 BC: 2x4 KDDF #1&BTR I SPACED 24.0" O.C. 2-3=(-159) 91 TC LATERAL SUPPORT <= 12"01. UON. LOADING BC LATERAL SUPPORT <= 12"01. 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: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -82/ 513V -57/ 192H 5.50" 0.82 KDDF ( 625) 1'- 9.2" -113/ 294V 0/ OH 5.50" 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.8" -101/ 192V 0/ OH 1.50" 0.31 KDDF ( 625) LIMIT STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 29 "or spacing. REQUIB MENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" AND B TOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.093" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DE FL = 0.007" 0 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.1" 3 -v MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.1" NOTE:Design assumes moisture content does ') not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 7.00 system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads I. o in the plane of the truss only. o I I Ln ti 0 0 r-1 I 0 f o2►� 4.... -v M-3x4 1 2-00 2-00 5-11-13 !PROVIDE FULL BEARING;Jts:2,9,31 to PRpr JOB NAME : 5017-A POLYGON - S J2 , Scale: 0.9618 ,`cat GI/y/W, ept --/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 44 /II^� 11 1.Builder and erection contractor should be advls of all General Notes 1.This design is based only upon the parameters shown and is for an individual • 921 10 P E 1` Truss• S J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed ere shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability 4 ng constructlon 2.Design assumes the top and bottom chords to be laterally braced at �ara� DES. BY• EE is the responsibility of the erector.Additional p anent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 40200.1 continuous sheathing such as ptywood sheathing(TC)and/or drywall(BC). DATE: 11/20/2014 the overall structure is the responsibility of the Ming designer. 3.2x Impact bridging or lateral bracing required where shown++ O 4C' 4.No load should be appked to any component u I after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -n OREGON 'l computefasteners are and at no time should a loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, 4+ 11 ›•‘t" A. TRANS I D• 412774 design loads be applied to any component and Bare for"dry condition"of use.supports wedge " r�Q .} 5.CompuTrus has no control over and assumes responsibility for the 6.Design assumes full bearing at all su ds shown.Shim or if '. `}, fabrication,handling,shipment and installation components. ecessary. 7.Designlaesassumes adequateodoboth drainage isotrus,provided. ill }L�. 6.This design is furnished subject to the Gmitatio set forth by 8.Plates shall be located on both aces of truss,and placed so their center 11111111111111111111 TPI VVECA In SCSI,copies of which will be fuml had upon request. git coincidenitwith joint ate Inr lines. 9.Digits indicate size of plate In Inches. M iTek USA,Ir1C./CornpuTrue Software 7.6�,6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015