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Plans (76) mST C\\\7_-.)3-30-1 sA,0 uk,e MiTeW MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: POLYGON 8256-A ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K3625227 thru K3625269 My license renewal date for the state of Oregon is December 31,2017. ?,c0 PR()Fe 44, ENGINEER /Q29 89200PE r 7 ,/OREGON Ik All)' �R 61' August 31,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 16'— 8.0" 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: 254 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 190 mph, h=24.1ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 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 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor-1.6, Truss designed for wind loads LL= 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. j REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 14-152 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 8-09 8-09 T T T 12 IIM-9x9 12 14.00 v 3AL 7\1 14.00 I il O 2�A 111116E1io I1.5 p i . .iii i i i , i i i • I 1 M-7x6 M-7x6 0 y1-00y 16-08 1-00 ✓C? •.„. / 4. cy 89200PE JOB NAME : POLYGON 8256—A — Al Scale: 0.2852 ^ • WARNINGS: GENERAL NOTES, unless othensee noted: 1J 0� ��� .. 1.Builder and erection contractor shobld be advised of all General Notes 1.This design A based only upon the parameters shown and b for an Indidual /tom Truss: Al and Warnings before construction commences. building component.App cabinty of design parameters and proper � /Ll �� � Z.Ix4 compression web bracing must be installed where shown s. incorporation of component Is the responsibility of Me building designer. O ' 14 2/V 2.Design assumes Me top and bottom chorda to be laterally braced at 3.Additional temporary bracing to Insure stability during constmWon •' Is Me responsibility of the erecta.Additional permanent bracing of Y o.c,and at 10'o.c.respectively unless braced throughout Meir terpin by R 1 IA' DATE: 8/31/2017 the overall structure is Me rayons'xa f Me budding designer. 2x Imp ct sheathing such as plywcod airedsheatlie re s anmor drywen(Bc>. 4� 1y o g g 3.2s Impact bridging or lateral bracing required where shown r SEQ. : K3 6 2 5 2 2 7 4.No load should be applied to any component until after all braGng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no dine should any loads greater than 5.Design assumes trusses are to be used in a non-ootmsive environment, TRANS ID: LINK design loads be applied tosnycomponent. and are for fldban of use. S CompuTrus has no control over and assumes no responsibility fpr the 8.DeeUlgn assumes full bearing a all supports shown.Shim erwedga.f EXPIRES:' 12/31/2617 saryum fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage le provided. August 31,2017 8.This design is furnished subject to Is limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPEWICA In SCSI,copies of which will be furnished upon request, lines coincide with)slot ranter lines. 9.Dlglts Indicate else of plate In inches, MiTek USA,IncdCornpuTrus Software 7.8.8(1L)-E 10.For bask connector plats design values see ESR-1311,ESR-1988(MOW) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 8.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #118TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-87) 491 3- 8=(-271) 279 BC: 2x4 KDDF #1GBTR SPACED 24.0" O.C. 2- 3=(-711) 210 8- 6=(-72) 386 8- 9=(-264) 526 WEBS: 2x4 KDDF STAND; 3- 4=(-552) 277 2x4 DF STAND A 8- 5=(-271) 279 LOADING 4- 5=(-552) 277 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-711) 210 TC LATERAL SUPPORT 0= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 86 BC LATERAL SUPPORT G= 12"OC. UON. TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -150/ 814V -294/ 294H 5.50" 1.30 KDOF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 16'- 8.0" -150/ 814V 0/ OH 5.50" 1.30 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1CDND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 8-04 8-04 MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" T f f MAX LL DEFL = -0.002" @ 17'- 8.0" Allowed- 0.100" 4-02-08 4-01-08 4-01-08 4-02-08 MAX TL DEFL = -0.003" @ 17'- 8.0" Allowed = 0.133" T fMAX TC PANEL LL DEFL - -0.022" @ 10'- 1.5" Allowed = 0.398" MAX BC PANEL TL DEFL = -0.031" @ 3'- 9.4" Allowed= 0.502" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-4x6 14.00 7 7c]14.00 4 9.0" MAX HORIZ. TL DEFL - 0.009" @ 16'- 2.5" Alk �� T Design conforms to main windforce-resisting I system and components and cladding criteria. . do Wind: 140 mph, h-24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 v. O o mi iN 0 1 M-3x9 M-3x8 M-3x4 o y y y ��g0D PRQF�Cscy' 8-04 8-04 y y 1-00 16-08 1-00 4'. .1r J. ''N'. �E9 /° 2 K.- 89200PE ter' JOB NAME : POLYGON 8256-A - A2 .411111111ie' . . Scale: 0.2496 -'t ' WARNINGS: GENERAL NOTES, unless otherwise noted: s �'!y /'�y^��s' LZ Truss: A2 1.Builder and erection connector should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 01'{E�7�„J,y and Warnings before construction commences Applicability � 2.204 compression web Oredng must be installed where shown 0. Incorporation of component is the responsibility of the building designer. �/0 1... 1 4 2" + 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 7 �� Is the responsibility of the wader.Addison.:permanent bradng or 2'o.c.and at 10'o.c.respectivelyoplywood unless braced throughout their length by DATE: 8/31/2017 the overall structure Is the responsibility of the building designer. 3.2s Impactcontinuo sheathing such as required ng(TC)and/or drywall(BC). .j..[7 R{�\ 4.No load should be applied to anypa rflbus or lateral bracing where tNe contractor.SEQ. : component all bracingand4.Installationthe responsibility fasteners are complete and at no time should any loads greater than 5.Design assumes bosses are to be used in a noncorrosive environment, TRANS I D: LINK design wads be applied to any component. Design assumes fand are for"dry condition'or use. 5.CompuTrus has no control over and assumes no responsibility for the H.Design bearing at al supports shown.Shin or wedge if EXPIRES: 12/31/2017 fabrication,handlin elgn oy. g,shipment aM Inatellation of componenh. 7,Design assumes adequate drainage Is provided. 8.This design is furnished subject to the limitations set lath by 8.Plates shell be located on both faces of boss,end placed so their center August 31,2017 TPINOICA w BCS1,copies of which will be furnished upon request. tinea colndde with joint center lines. (7 L}E 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) ( This design prepared from computer input by I Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 16-OB-00 GIRDER SUPPORTING 39-09-08 FROM 0-00-00 TO 12-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR 16-0800 GIRDER SUPPORTING 11-09-08 FROM 13-00-00 TO 16-08-00 1- 2=1-7062) 1582 1- 6=(-1002) 4390 2- 6=( -650) 3230 BC: 2x8 KDDF #1&BTR I LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4858) 1250 6- 7=(-1006) 9356 2- 7=(-2068) 586 3- 4=(-4856) 1248 7- 8=1-1004) 4630 7- 3=1-1806) 6976 WEBS: 2x9 KDDF STAND; 2x6 DF SS A; LOADING 4- 5=(-7494) 1720 8- 5=( -998) 4608 7- 4=(-2522) 730 2x6 KDDF #2 B LL = 25 PSF Ground Snow (Pg) 8- 4=( -874) 3934 TC UNIF L ( 50.01+01) 14.0)= 64.0 PLF 0'- 0.0" TO 16'- 8.0" V TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF L ( 472.4)+01( 341.2)- 813.6 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF L ( 0.0)+DL( 20.0)= 20.0 PLF 12'- 0.0" TO 16'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF L ( 117.21+01( 79.7)- 196.9 PLF 13'- 0.0" TO 16'- 8.0" V 0'- 0.0" -1689/ 7480V 16'- 8.0" -1543/ 6856V -257/ 25 0/ 0H 5.50" 10.97 KDDF ( 625) ( 2 ) complete trusses required. ADM,: BC CONC LL+DL= 2690.0 LBS @ 13'- 0.0" Attach 2 ply with 3"x.131 DIA GUN nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL \A/ 9" oc in 2 row(s) throughout 2x6 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. ,1'vY` 6" oc in 2 row(s) throughout 2x8 bottom chords, VERTICAL DEFLECTION LIMITS: LL=1/290, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs, BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP MAX LL DEFL = -0.090" @ 4'- 6.4" Allowed= 0.787" 9" oc in 2 row(s) throughout 2x6 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL= -0.080" @ 12'- 1.6" Allowed = 1.050" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.010" @ 16'- 2.5" MAX HORIZ. TL DEFL = 0.022" @ 16'- 2.5" 8-04 8-04 1' '( 1' Design conforms to main windforce-resisting 4-08-03 3-07-13 3-07-13 4-08-03 system and components and cladding criteria. 1' T T f f Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir(, M-5x12 load duration factor=l.6, 14.007 19.00 Truss designed for wind loads 3 5.0" in the plane of the truss only. IN M-3x6 M-3x8 2 dyr 14-8x14 2t I A M-8x14 .-i k in 6 0 0 1 6 7 8 1 M-3x12 =:14-10x10 M-5x12 1 +2690# y < c.O PROF-4- .1, 4-06-07 y 3-09-09 y 3-09-09 y 4-06-07 cc,��C \AGINE�9 `.S./_ 16-08 11 89200PE 'r- JOB NAME : POLYGON 8256-A - A3 , Scale: 0.2217 WARNINGS; GENERAL NOTES, unless omerelsenoted: -y OREGON sem" <C! 1 Builder and erection contractorshould beadvised of all General Notes 1.This design is based only upon the parameters shown and is bran indMdual L -7.1 y yr As Truss: A3 and Warnings before construction antes balding componsnt Applicability of design parameters and prover 2.2x4 compression web bracing mutt be insisted where mown�. Incorporation of component Is the responsibility of me building designer. '�)' 14 2,0- `,, 3.Additional temporary bracing to in one stability during construction 2.Design assumes the by and bottom chorda b be leterely erased al 4 I C�. by Is the responsibility f the erector.Additional I brad of T od ou at 10'ae.such a respectively unless btxed Mmughoif their s 5(9t). �R R`O- V pone fY o permanent ng continuous streaming each as pywood aheathllp(TC)anNor drywall(BC). I'j IO- DATE:: 8/31/2017 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown 0 d.No load should be applied to any component until after all bracing and d.Installation of hose Is the reeponsibillty of the respecters contractor. SEQ.: K3 6 2 5 2 2 9 fasteners are complete end at no line should any loads greater man 6.Design assumes busses are to be used in a non-corrosive environment, and are for'dry condition'of use. TRANS I D: LINK design beds be applied to any component.ca responsibility B.Design assumes till bearing at all supporia shown.Shim or wedge N EXPIRES:' 12/31/2017 S.Com Trus hes no control over and assumes re ro bill for necessary. fabncation,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 31,20.r 1 7 13.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIMTCA In BCSI,copies of which colli be furnished upon request. lines coincide with joint center Anes. 5.Digits Indicate size of plate In inches. MiTek USA,Ino./CornpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see EBR-1311,ESR-1B58(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.01 ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=23.3ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-00 7-00 '( 'r l' 12 12 IIM-9x4 19.00 V 3 ' 119.00 AkA\ 2,411111 Al I . 0 o I/d1111111111h -7x6 M-7x6 0 ,s`tO PRQp yy yb � `' GIN�� /O1-00 14-00 1-00 4 • `N � � , 4 89200PE r 4.JOB NAME : POLYGON 8256—A — B1 �'` Scale: 0.310810 a►- /lp'y Sr WARNINGS. GENERAL NOTES, unieapesth parameteise rs '�7� OREGON X40 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters sham and le for an individual at_ Truss: B I and Warnings before construction commences. building component Applicability of design parameters and proper A V� 2 2x4 compression web bracing must be Installed where shown 5. incorporation of component Is the rosponelb Ilty of the building designer. �/rt;II; '7 J I 4`..�4 3.Additional temporary bredng to Insure stability during construction 2.Design assumes the tap and honour chords to be laterally braced at V ! t !w Is the responsibility of the erector.Additional permanent bradng of 2'ea.and et 10'oft.respectively unless braced throughout melt length by � P V� DATE: 8/31/2017 continuous sheathing suds as plywood sheething(TC)and/or drywall(BC). the overall aWcture Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ S EQ.: K3 6 2 5 2 3 0 4.No bad should be applied to any component until after sit bmdng and 4.Installation of truss Is the responsibility of Bre respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design a mea busses are to be used In a noncorrosive environment. TRANS I D: LINK design bads be applied to any component. and are tsr d y condition.of use. 5.CmnpuTrus hes no control over and assumes no responsibility for the 5.Design assumes his bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 necesfabrication,handing,shipment and installation of components. 7.Design ssumes adequate drainage is provided. August 31,2017 8.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,end placed so their center TPIM?CA In BCSt,copies of which will he furnished upon request. lines coincide with Joint center lines. 9.Digits Indkate size of plate in inches. MiTek USA,Ino.iCompuTrus Software 7.6.8(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3'• 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TO: 2x4 KDDF #1&BTRLOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 'COND. 3: 250.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND Note:Truss design requires continuous LOADING bearing wall for entire span UON. 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 All connections and attachments of components to form TOTAL LOAD = 42.0 PSF the structural system for imposed seismic loading is M-4x9 where shown; Jts:1-4,4-5 the responsibility of the engineer of record. 1 2 LL= 25 PIF Ground Snow (Pg) Design assumes shear panel to align with verticals I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. N 04 Op ,I.I 6 Mm 0 4 o rn m 3 5 D PROs J' 1-10-04 b �.,� GIN .r-s/0 444 r �' 89200PE r' JOB NAME : POLYGON 8256-A - ' BP1ie�: I Scale: 0.4238 WARNINGS: GENERAL NOTES, unless otherwise noted. © �OREGON *- �(/v� 1.Builder and erection contractorshot Id be advised of WI General Notes 1.This design is based only upon the parameters shown and is for en Individual N v Truss: B P 1 and Warnings before construction commences. bulking component Applicability of design parameters end proper 2.2,14 compression web bracing mutt be installed where shown 0. Incorporation W component la the responsibility of the building designer. A �, `•••�'� 3.Additional temporary bracing to Inst.re stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at 7/.�., 't{ s`J eS,h is the responsibility of the elector.Additional permanent brad d T o.c.oa et 10'nit,respectively pit umess braced throughout their length by " R R 1 l�. poli ry germane ^9 continuous sheathing such as plywood aheamhg(TC)and/or drywall(BC). DATE: 8/31/2017 t e overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown C s 4.No load should be applied M any amponent unci after all bracing and 4.Installation of truss Is me responsibility of the respective contractor. SEQ.: K 3 6 2 5 2 31fasteners are complete and al no time should any bads greeter than 5.Design assumes trusses are to be used Ina noncorrosive environment design beds be applied to any component. and are for'dry condition'.of use. TRANS ID: LINK 8.Design assumes fun bearing at all supports shown.Shim or wedge if CVC]IDCG: r1J7S/?it 7 5.CompuTms has no control over end assumes no responsibility for the necessary. �CTT EXPIRES:R ES L`3{ ll fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 31120 1 7 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 I., TPIIWTCA In SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MITek USA,InciCompuTrus Software 7.6.8(1 L)-E II.For basic connector plate dsalgn values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. I TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. ICOND. 3: 250.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND LOADING Note:Truss design requires continuous TC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF bearing wall for entire Span DON. BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF All connections and attachments of components TOTAL LOAD = 42.0 PSF s to form M-9x6 1[14-4x4the structural system for imposed seismicmic loading is the responsibility of the engineer of record. 1 2 LL = 25 PSF Ground Snow (Pg) CLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Design assumes shear panel to align with verticals REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. in adjacent trusses. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. , 111114-4X4 , IIM-4x44 1 1 0 10 0 m m 3 5 M-4x6 IIM-4x4 y y 4,ti�Eo PRa Fes 1-10-04 �c�5 �NGIN "1 / Q.O. �- 89200PE �r` JOB NAME : POLYGON 8256-A - BP2 Scale: 0.9083 �41"(9.;111....... WARNINGS: GENERAL NOTES, unless otherwise noted: MP CC Truss: BP2 Builder and erection contractor should be advised of ail General Notes 1.This design lebasedonly upon the parameters shown and Is for an Individual "yG 14,OREGONtK N and warnings before conshuctnn commences. building component Applicability of design parameters and proper Z las compression web bracing must be Installed where shown t incorporation of component Is the reeponsiblllty or the building designer. <0 q 1.. 14 2" 3.Additional temporary bracing to Insure stability during conslruceon22'c c.assumes me top end bottom ass braced to be laterally braced et T is the responsibility of the erector.Additional permanent bracing of �'o.e. at 19'so.eucir as ply unless braced mrouphout their length by �A/.,, !�. DATE: 8/31/2017 the overall structure Is the responsibility of the building designer. continuousxImp sheathing sten lb acing re aired where s own.drywall(BC). % ["y ��. Ni 0.No load should be applied to an 3.Tt Impact bridging or the bracing required whpe slwwo t e• ('i SEQ. K3625Z32 PPI y component anal load all 4.Design s ofmsslathe are to be used in respective connector. fastenersnto are complete end al no time should any loges greater man 5.Design sesames wawa are to be uaee in a noncorrosive environment, TRANS I D: LINK tleslgn nada be applied to any component. and are for`dry condition'of u.. 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes Nil bearing at at supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. necessarys S.This design is furnished subject to the limitations set forth by 8.Patassumes adequate drainage Is truss, and d. August 31,2017 8.Plates shell a located on both feces of Iruas,and placed so their center TPIATCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center linea. Wel,USA,Inc./CompuTrus Software 7.8.8(1L)-E 9.Digits Indicate size of plate In Inches. is.For basic connsGor plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15COND. 3: 250.00 PLF SEISMIC LOAD. WE: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Note:Truss design requires continuous WEBS: 254 KDDF STAND LOADING bearing wall for ant re span 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 All connections and attachments of components to form TOTAL LOAD= 42.0 PSF the structural system for imposed seismic loading is M-404 where shown; Jts:1-404-52 the responsibility of the engineer of record. /- LL = 25 PSF Ground Snow (Pg) Design assumes shear panel to align with verticals Il LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. NN ri Iro. 116 1 I er O 4 I I I o co co I l -- /- ///////////// --/ 3 5 / ' <C• OS PROpFSs/ 1-10-04 �NGIlVFg p�T' �" :9200PE r- JOB NAME : POLYGON 8256-A - BP3 /%�. Scale: 0.4610 WARNINGS: GENERAL NOTES, unless othenWeenoted I. OREGON N w- <(/� 1.Builder and erection contractor Mould be advised of all General Notes t.This design Is based only upon the parameters shown and N for an mdMduS -74„ N �� Truss• BP3 and Warnings before construction commences. balding component Applicability of design parameters and proper ry • 2.2x4 compression web bradng mu d be metaled where snows o. incorporation assumes m componentan le the responsibility to m the builally braced designer. <a 91` 7[� f•�0� h. 3.AddNbnal temporary breclg to Insure clablliry Going construction 2.Design assumes ma top and bottom chorda m be laterally braced el xx'A���",4 of " Is me responsibility m me erecta.Additional permanent bracing of 2'od and et 10'hin such a plyely wood s braced m C)and/or rare length by �`p R'� ',. conal uous Sheathing such as plywood aheemlrg(TC)endlor drywall(BC). (�'l� DATE: 8/31/2017 me overall structure le ma responsibility of the bending designer. 3.2x Impact bridging or lateral bracing required where shown++ SE K 3 6 2 5 2 3 3 4.No load should be applied to any component until after all bracing and 4.installation of buss Is me reapcealbi8ly of me respective contractor. Q• fasteners are complete and at no time should any loads greater than 5.Design assumes bussu are to be used in a noncorrosive environment, tlealgn beds be applied to any co portent and are for•dry condition"of use. TRANS ID: LINK s.desMnl adnaenocodaonyco aseameenotea bill to the B.Dee�anassmu fun bearing al all supports shown.Shim or wedge If EXPIRES: 12131/2017 responsibility uryu febricodon,handling,shipment awl installation of components. 7.Design assumes adequate drainage Is prodded. August 3 1,20 1 7 B.Thea design is furnished subject to the limitations set form by 5.Plates shall be located on both faces of buss,end placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.8.8(1 L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" TC: 2x4 KDDF #16BTR ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BC: 2x9 KDDF #10BTR LOAD DURATION INCREASE = 1.15 WEBS: 2x9 KDDF STAND SPACED 29.0" O.C. ICOND. 3: 250.00 ELF SEISMIC LOAD. LOADING Note:Truss design requires continuous TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF bearing wall for entire span GUN. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF All connections and attachments of components to form —M-4x4 M-3X9 TOTAL LOAD= 42.0 PSF the structural system for y imposed seismic loading is 1 2 LL = 25 PSF Ground Snow (Pg) f the responsibility of the engineer of record. I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Design assumes shear panel to align with verticals -- I- LA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. in adjacent trusses. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR HESE LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. o I 11M-4x9co I I M-4x9 II I 6 0 0 4 r I I I o r I I -- Li. _ ///////////// 3 5 =M-9x4 M-3x4 b 1-10-09 ), � D PROFFUe 2 89200PE fir' JOB NAME : POLYGON 8256-A - BP4 'e Scale: 0.5009 -IMP - WARNINGS: GENERAL NOTES, unless olhervAse noted c CC'TrussB P 4 Builder and erection contractor should be advised of ad General Notes This design Is based only upon the parameters shown and Is for an individual0 GG 0 N y� is - and Warnings before construction commences. building component Applicability of design parameters and proper Vt 2.2 4 compression web bracing must be installed where shown+ Incorporation of component b the responsibility of Sre bolding designer. q y 14 2° �.t„ 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chorda to be laterally braced al Is the responsibility of the erecta.Additional permanent bracing of 2'o.c.and x110'o.c,respectively unless braced throughout their length by DATE: 8/31/2017 Me overall structure Is the no ponelbitty of the building designer. continuous sheathing such as plywood Meatwng(TC)and/or drywall(91). ru'. j`5 R II. �5 4.No load should beapplied to 4.in impact bridging lateral boning required the where tNe co t a !'j 1.+ SEQ.: K 3 6 2 5 2 3 4any component until after all bracing and 4.Installation of truss is the responsibility of me respectNe contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes busses are be be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry conditionof use. 5.CompuTms has no pantie!over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. necessary. 5.This design is furnished sublet to the limitations set forth by T.p10155 Design assumes b1elocated ed on drainage B is trees,an d. August 91,2017 TPW✓TCA in BCSI.copies of when will be furnished upon request. a linescoincideJoint centerthllfens s of Imes,and placed so their center MiTek USA,Inc./CompuTNs Software 7.6.8(1L)-E 9.Digits Indicate sloe of plate in indres. 70.For basic connector plate design values see ESR-1311,ESR-1988(MITek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" CONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTRLOAD DURATION INCREASE = 1.15 COND. 3: 250.00 PLF SEISMIC LOAD. BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Note:Truss design requires continuous WEBS: 2x4 KDDF STAND LOADING bearing wall for ant re span TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+CL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF All connections and attachments of components to form TOTAL LOAD = 42.0 PSF the structural system for imposed seismic loading is the responsibility of the engineer of record. M-4x9 where shown; Jts:1-4,4-5 1 2 LL = 25 PSF Ground Snow (Pg) /- -/ Design assumes shear panel to align with verticals _= II I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. N N I rh 4 11 o 0 1 i cn Ot 1 - 3 5 •<<:i'' ' 4-6',i, PRQp S b 1-10-04 b 3IN E F /,9 q 'z: 89200PE fir• JOB NAME : POLYGON 8256—A BP5Scale: 0.4211 ;1 �''/. WARNINGS: GENERALOTES, unless otherodsa noted. • � ' E:�OIV A LU 1.Guider and erection contractorehd d be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an IndMduel -7, A 1Jr Truss: BP5 and Wemings before construction commences. building component.AppllwblNly of design parameters and proper /� \ 2.2x4 compression web bracing muyl be Inetetied where shown 0. Incorporation of component le the reeponaWlltty of me building tlesigner. /O 1 4 40 (L,.. bracing to Insure stability during construction 2.Design assumes the top end botom chards to be laterally braced et !�.T- 3.I the responsibility temporary b 2 o.c.and M 10'o.c.respectively unless braced throughout their length by [`�rj �� V. N th responsibility of the erector.Additions(permanent bracing of continuous shealhMg such as plywood sheathing(TC)and/or dryxall(BC). ('�F"1 DATE: 8/31/2017 the overall structure le the respone bitty of the building designer. 3.2e Impact bridging or lateral brewing required where shown• • SEK 3 6 2 5 2 3 5 4.Na load should be applied to any component until alter ell bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4• fasteners are complete and at no(rM should any loads greater then 5.Design essumee busses are to be used in a noncorrosive environment, design hada be applied to any cortip0nent and are/or•dry condition.W use. TRANS ID• LINK B.Deslgnassumes fug bearing alall suppoMshown.Shim orwedge If EXPIRES;' 12/31/2017 5.CompuTrus has no control over arid assumes no responsibilityfat the necessary. fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage le provided. August 3.I 1,2017 6.This design Is famished subject to the limitations set fold by B.Plates shall be located on both faces of truss,end placed so their center TPIANTCA in SCSI.miles of which will be famished upon request. lines cdndde with joint center linea 9.Digits Indicate she of plate In Inches. MiTek USA,InsiCompuTrus Software 7.6.8(0L}E 10.For basic connector plate design values see ESR-1311,E55-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 5.2" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF ll&BTR LOAD DURATION INCREASE = 1.15 1- 2=1-1020) 292 1- 9=(-109) 665 2- 9=(-226) 246 13- 6=1-21) 124 BC: 2x9 KDDF 61&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 2- 3=( -874) 360 9-12=1 -77) 586 3- 9=(-181) 398 3- 4=1 -504) 286 10-11=( 0) 0 9- 4=(-191) 114 LOADING 4- 5=1 -519) 311 11-13=1 -1) 8 4-12=(-161) 99 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+01( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1 -928) 316 13- 7=(-122) 602 11-12=1 0) 82 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1073) 257 12- 5=(-118) 375 TOTAL LOAD = 42.0 POE 7- 8=( 0) 86 12-13=(-120) 605 OVERHANGS: 0.0" 12.0" 12- 6=(-255) 218 LL = 25 PSF Ground Snow (Pg) M-1.5x9 or equal at non-structural BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -132/ 942V -259/ 256H 5.50" 1.51 KDDF ( 625) 22'- 5.2" -185/ 1062V 0/ OH 5.50" 1.70 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Desi•n checked for net -5 •sf) u.lift at 24 "oc s•acin•. 7-03-08 7-00 8-01-12 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 T ffMAX LL DEFL - -0.020" @ 10'- 9.5" Allowed = 1.076" MAX LL DEFL = -0.002" @ 23'- 5.2" Allowed = 0.100" 3-09-02 3-06-06 3-06 3-06 4-09-12 4-04 >( f f IMAX TL DEFL = -0.003" @ 23'- 5.2" Allowed= 0.133" T MAX TC PANEL TL DEFL e 0.055" @ 16'- 6.8" Allowed = 0.725"• 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 19.00 M-5x6 M-3x4 M-3x6 3 4 SM-5x6 14'00 MAX HORIZ. LL DEFL - 0.012" @ 21'- 11.8" 3 5 MAX 00011. TL DEFL - 0.019" @ 2l'- 11.8" '1 10 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, \i_isx9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, M-1.5X3 Truss designed for wind loads in the plane of the truss only. 2 IN, 111111 M1ix6i15::3 , M-2.5x4 or equal at non-structural diagonal inlets. 9Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top �� 3chord. Insure tight fit at each end of let-in. Allillhk 1 , Outlookers must be cut with care and are permissible at inlet board areas only. . 0 0 !��_ of 1 M-3x4 M-3x8 12 ti - N 1011 13 0 M-1.5x3 M-3x4 M-3x4 to M-5x8 l ), l ), b 7-05-04 6-08-08 4-11-08 3-04 J‘ y y l 13-10 yy 8-07-04 y-00 ED PROP 4- ), 4, P 6's ,i‘ 14-00 0-02 8-05-09 y � - NGINEfiA /D 22-05-04 p1`ap r� y^�pc:,,TT "l" 4‹ 89200 E. �r JOB NAME : POLYGON 8256-A - Cl 401111k Scale: 0.2264 _ le WARNINGS: GENERAL NOdesign sb, unless o thrwise e parameters 74. 4.,OREGON �� Truss: C I 1.Builder and erection contractor should be advised of all General Notes 1.Thla design ie based only upon the perameta r shown and Is for an individual N w and Warnings before construction commences. bidding component Applicability of design parameters and proper W 2.254 compression web bracing must be installed where shown+. incorporation W component is the responsibility d the building designer. f/� )f n O� 3 Additional temporary bradng to Insure stability during construction 2 Design assumes the top end bottom chorda to be laterally braced at �./ 4 /r (y Is the responsibility of the erecter.Additional permanent bradng of 2'o.c,and at 10'o.c.respectively anlage braced throughout their length W {e!A `_ IO- DATE: 8/31/2017 ins overall structure la the responsibility contlnucua sheathing such as plywood sheathing(TC)and/or drywall(ec). V�.f'•f R(O- pons ty of the building designer. 3.25 Impact bridging or lateral bracing required where shown•• / fl 1 SEQ.: K3 6 2 5 2 3 6 A No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respecthre contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive enumnment TRANS ID: LINK design bads be applied bany component. and aremr^aryoonaubn of use. 5.CompuTros has no control over end assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge It EXPIRES: 12/3112017 fabrication,handling,shipment and installation of components. Design 6.This designT.Designassumes adequate drainage to truss,d. August 31,2017 is furnished as nfco to the limitations gel forth by 8.Plates shell be located on both feces of truss,and placed so Malar center TPIMTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint canter lines. MITek USA,Inc./CompUTrus Software 7.8.8(1 L}E I.Digits Indicate sine of pule In inches. 10.For basic connector plate design values see ESR-1311,ESR-1056(MITek) ( This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 5.2" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1021) 292 1- 8=(-132) 695 2- 8=(-226) 245 11- 6=(-259) 218 BC: 2x4 KDDF #1&13TRSPACED 24.0" O.C. 2- 3=( -875) 359 8-11=( -77) 617 3- 8=(-181) 424 12- 6=( -22) 124 WEBS: 2x4 KDDF STAND I 3- 4=( -520) 295 9-10=( 0) 0 8- 4=(-185) 116 LOADING 4- 5=( -528) 311 10-12=( -1) 9 4-11=(-168) 97 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -930) 340 12- 7=(-121) 606 10-11=( 0) 82 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=(-1074) 278 11- 5=(-145) 410 TOTAL LOAD = 42.0 POE 11-12=(-119) 608 LL = 25 POP Ground Snow (Pg) BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE 0'- 0.0" -138/ 942V -239/ 244H 5.50" 1.51 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 22'- 5.2" -139/ 942V 0/ OH 5.50" 1.51 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 7-03-08 7-00 8-01-12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T . T I' MAX LL DEFL - -0.020" @ 10'- 9.5" Allowed- 1.076" 3-09-02 3-06-06 3-06 3-06 4-09-12 3-04 MAX TC PANEL TL DEFL - 0.050" @ 16'- 6.8" Allowed - 0.725" T f f . 1' 1' ' SEASONED LUMBER IN DRY SERVICE CONDITIONS 12M-5X6 M-3x4 M-5x6 12 MAX BORIZ. LL DEFL - 0.013" @ 21'- 11.8" 3 q 5 14.00 MAX HORIZ. TL DEFL - 0.021" @ 21'- 11.8" 14.00 0 10 Design conforms to main windforce-resisting �I system and components and cladding criteria. Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 z \Ill\ 0 •-1 ul ,w • III .a I 1._. 8 0 11� I M-3x4 M-3x8 - � N 910 12 -,7 0 M-1.5x3 M-3x4 M-3x4 o M-5x8 y y y i y 7-05-04 6-08-08 4-11-08 3-04 y y b 13-10 8-07-04 a P D r y yy S 14-00 002 8-05-04 c�� � GINE / y � p 22-05-04 89200PE r JOB NAME : POLYGON 8256-A C2 Scale: 0.2413 *_�" !/ WARNINGS: I GENERAL NOTES, unless otherwise noted OREGON *s�'' `�,( 1.Builder and erection contractorehadtd be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual I� ♦ys Truss: C2 and Warnings before canebudion menses. building component Applicably of design parameters and proper L/- "/- f3�s, 4 1.1x4 compression web bracing mus be Installed where shown-4. Incorporation of component Is the responsibility of 81e 601101 9 designer. rr 7 14 2..V (� 3.Additional temporary bracing to in stability during construction 2.Design assumes the top and bottom chards to be laterally braced at C_ b the responsibility of the erector. ditlonal permanent bracing of c ntinuous sheathing such respectively plywood eheaf4ng(rC)and/or drywela length �' RIO- DATE: ' 'O- DATE: 8/31/2017 the overall structure is me nespone Ry of the building designer. 3.25 Impact bridging or lateral bracing required where shown++ 4.No bad should be applied to any nl until after all Miming and 1.Installation of truss Is the responsibility of Re respective contractor. SEQ. : K 3 6 2 5 2 3 7 fastenere are complete and at no dine should any loads greater than 5.Design assumes posses are to be used in a non-wnosive Snoronment. TRANS I D. LINK design loads be applied to any component. and arearfor•dy condition.bearing of usa. 5.Comedies has no control aver and assumes no respanslbdly for the 8.meiassumes u besrt g al all suPPora shown.Shkn or wedge if EXPIRES: 1213,1/2017 ssary.0 fabrication.handling,shipment and installation of components. 7.Design assumes adequate dralnege is provided. August l 3.I 1,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of Wes,and placed so Meir center TPIO TCA M SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate alas of plate In Inches. MITek USA,Inc./CompuTrus Software 7.8.8(1 L}E 10.For beam connector plate design values see 658-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 22-05-09 GIRDER SUPPORTING 11-09-O8 FROM 0-00-00 TO 5-00-00 TC: 2x4 KDDF #16BTR 22-05-09 GIRDER SUPPORTING 23-08-00 FROM 6-00-00 TO 22-05-04 IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x8 KDDF #140TR LOAD DURATION INCREASE = 1.15 (Non-Re 1- 2=(-7442) 1658 1- 8=(-1090) 4436 8- 2=( -38) 272 11- 6=(-1692) 446 WEBS: 204 KDDF STAND; P) 2- 3=(-7008) 1664 8- 9=(-1090) 9432 2- 9=1 -106) 222 6-12=1 -286) 1908 2x6 ROOF #2 A 3- 9=(-4710) 1232 9-10=(-1060) 9450 9- 3=1 -856) 3676 6-13=1-7906) 1752 LOADING 4- 5=(-9698) 1259 10-11=( -842) 4038 3-10=(-2610) 778 13- 7=( -102) 64 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=(-6372) 1466 11-12=(-1204) 5572 10- 4=(-1782) 6719 TC UNIF LL( 50.0)+DL( 14.0)- 69.0 PLF 0'- 0.0" TO 22'- 5.2" V 6- 7=( -40) 46 12-13-(-1220) 5654 10- 5=(-2208) 686 BC LATERAL SUPPORT <= 12"00. DON. BC UNIF LL( 117.2)+DL( 99.7)= 216.9 PLF 0'- 0.0" TO 5'- 0.0" V BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 5'- 0.0" TO 22'- 5.2" V 5-11=1 -622) 2890 ( 2 ) complete trusses required. BC UNIF LL( 270.8)+DL( 184.2)= 455.0 PLF 6'- 0.0" TO 22'- 5.2" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Attach 2 ply with 3"x.131 DIA GUN LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) nails staggered: ASDL: BC CONC LL+DL= 2700.0 LBS @ 6'- 0.0" 9" oc in 1 row(s) throughout 2x9 top chords, 0'- 0.0" -1465/ 6554V -336/ 375H 5.50" 10.99 HOOF ( 625) 9•' oc in 2 row(s) throughout 2x8 bottom chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 22' 5.2" -1999/ 6994V 0/ OH 5.50" 10.39 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 webs, REQUIREMENTS OF IBC 2015 AND SRC 2015 NOT BEING MET. 9" oc in 2 row(s) throughout 2x6 webs. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 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 = -0.075" @ 15'- 1.8" Allowed = 1.076" MAX TL DEFL - -0.149" @ 15'- 1.8" Allowed = 1.935" SEASONED LUMBER IN DRY SERVICE CONDITIONS 10-09-08 8-07-12 3-00 f fMAX HORIZ, LL DEFL - -0.014" @ 21'- 11.8" 3-06-09 2-07-03 4-07-12 4-00-13 4-10-07 2-08-08 MAX eoRlz. TL DEFL 0.031" @ 21'- 11.8^ T 12 M-5x6 12 T f f f f Design conforms to main windforce-resisting system and components and cladding criteria. 14.00 19.00 Wind: 140 mph, h-25.5ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 9 5.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-4.6, 8 i End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 M-3x6 3 Ylr //M-4x4 2 46/ M-5x16 M-1.5x3 41.04-,7 •07,11.1 � 0 ..., M-5x16 ^+ O /a IV li ® 1 .- N -411111111111111111 I 18 11 o M-1.5x3 M-8x10 100.25" M-5x8 M-3x12 -13 M-5x12 E,t3 PPOFte- M-10x10(5) ��p �+�z7oo#y y b b l y �N� N ER /3-04-13 2-05-07 4-11-04 4-04-05 4-05-03 2-10-04 4� Oy y �✓ te22-05-04 89200PE r" JOB NAME : POLYGON 8256-A - C3 ;... Scale: 0.1832 �� WARNINGS: GENERAL NOTES, unless otheroAae noted: a" Truss: C 3 1.Builder and erection contractor should be advised of all General Notes 1.Thls design is based only upon the parameters shown and Is bran lodMdual i" 4/OREGON t. 1't 4 and Warnings before construction commences building component Applicability of design parameters and proper �/ 2 2s4 compression web bradng must be Installed where shown r Incorporation of component Is b m the responsibility a building designer. LO �1 3 Additional Temporary tracing to insure stability during construction2 Design assumes the top and bottom chorda to be laterally braced at �0 '� �" DATE: 8/31/2017 b the responsibility of the erector.Additional permanent bradrg of 2'o.c.and at 10 o.5.respectively unless braced throughout their length by the overall structure la the responsibility of me building designer, 2x impact sheathing or such as plywood required et where s end/or drywall(BC). L Q.: K3 6 2 5 2 3 8 pp3.to Impact bdtlging or lateral bracing required where shown S E 4.No bed should be applied to any component until after Ni bracing end 4.Inatalieibn of truss is the responsibility of the respective contracto, fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a nun-cortoeive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTros has no control over and assumes no responsibility for the 0.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES:. 12/31/2017 fabrication,handing,shipment and installation or components. wry' q q q 8.This design is furnished subject to me limitations set form by I.Design ass.Plates umes be acon both adequate drainage is provided. an AUg USt 3 1 I2�1 7 TPIANTCA in SCSI,copies of whish will be famished upon request S lines owinddeelm Joint center lines. a of Was'end placed so their center MiTek USA,Inc./CompuTrus Software 7.6.8(114-E 8.Digits Indicate size or plate in Inches. to.For basic connector plate design values sea ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-202) 54 1-4=(-11) 99 4-2=10) 122 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-202) 59 4-3=(-11) 99 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. I DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -65/ 252V -88/ 888 5.50" 0.40 KDDF ( 625) 6'- 0.0" -65/ 252V 0/ OH 5.50" 0.40 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL DEFLECTION LL-L/240, TL=L/180 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX VERTICAL DEFL = 0.000" @ LIMITS: L =L/24 Allowed m 0.050" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL DEFL - 0.000" @ 0'- -6.0" Allowed= 0.067" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- -6.0" Allowed= 0.050" MAX TL DEFL - 0.000" @ 0'- -6.0" Allowed- 0.067" MAX TC PANEL LL DEFL - 0.038" @ 4'- 4.9" Allowed= 0.266" 3-00 3-00 MAX TC PANEL TL DEFL .. 0.037" @ 4'- 9.4" Allowed.- 0.398" ,r SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-06 3-06 MAX HORIZ. LL DEFL - 0.000" @ 5'- 6.5" ,( '� MAX HORIZ. TL DEFL - 0.001" @ 5'- 6.5" 12 12 M-4x6 Design conforms to main windforce-resisting 19.00 19.00 system and components and cladding criteria. 2 9.0" %K j Wind: 190 mph, h=21ft, TCDL=9.2,BCDL'6.0, ASCE 7-10, 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, .� _ Truss designed for wind loads in the plane of the truss only. TRUSS DESIGNED AS A PIGGYBACK.STRUCTURAL TRUSS IS BELOW. 2X4 STRIPPING REQUIRED AT 24"0C WHERE CONTINUOUS BEARING IS SHOWN.SEE INDUSTRY STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS. A- of �� I �� N c2 M-3x4 M-1.5x3 M-3x4 3-06 3-06 �'y 0-01-06 6-00 0-01-06 ,`!-c2�,� r p ROF4-,, 14 r ````NGiNE.r,; /01:9 ct 89200PE r- JOB NAME : POLYGON 8256-A - C2CAPGcale: 0.4648 -_ I► .• WARNINGS: i GENERAL NOTES, unless omerelse noted. © OREGON h- L� if 1 Builder and erection contractorat1 uld be advsed of en General Notes 1.This design Is based only upon the parameters shown and Is for an individual A- V^ 1`_\ Truss. C2CAP and Warnings before consbucibn mantes. building component.Applicability of design parameters and proper tel'/� `� y 7 4 2(}„�T 2.204 compression web bracing must be Installed where shown it. incorporation al the top Is the responds to of ma building designer. /`('�� 3.Additional temporary bracing to ure slabieS during oonalmcibn 2.Desc.assume,me lop ee t bottom chords to be tbraced etby Is the responsibility f the erector. Monet t bred f T ntin and at ea e.e.such as ply unless braced(TC)athroughout mein length). R t aeon y o permanent ng o continuous sheathing such as plywood sheathing(TC)and/or tlrywsil(BC). f"1 L DATE: 8/31/2 017 the overall structure Is the respen bury of the building designer. 3.20 Impact bridging or lateral bracing required where shovel v SEQ.: K3 62 5 2 3 9 4.No load should be applied to any ponent until after all bracing and 4.Installation of truss Is the responsibility of he respective contractor. fasteners are complete and at no should any loads greeter than 5.Design assumes busses are to be used in a non-corrosive environment, design beds be spelled to any...Knott and are for'dry No bearing of at a. TRANS ID• LINK s.Deagnassumes funbeanng.Lnsuppan.shown.Shim orwedge rc EXPIRES:' 12/31/2017 5.CompuTrua has no contra own and assumes no responsibility for the necessary. fabrication,handling,srpmenl and installation of components. 7.Design assumes adequate drainage Is provided. August 3.1 1,201 7 8.This design is furnished sub)eci to the limitations set form by 8.Plates shell be located on both faces of truss,and placed so Meir cellar TPI/TCA In SCSI,copies of whkh will be furnished upon request 9.IDiess oloddde with Mint Indicate she of plate in Inches. M)Tek USA,Inc./CompuTrus Software 7.6.8(1 L).E 10.For basic connector plata design values see ESR-1311,EBR-1888(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-202) 59 1-4=(-11) 99 4-2=(0) 122 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-202) 59 4-3=(-11) 99 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -65/ 252V -88/ 8813 5.50" 0.90 KDDF ( 625) M-1.5x4 or equal at non-structural 6'- 0.0" -65/ 252V 0/ OH 5.50" 0.40 KDDF ( 625) vertical members (uon). LL = 25 PSF Ground Snow (Pg) [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL - 0.000" @ 0'- -6.0" Allowed = 0.050" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL DEFL = 0.000" @ 0'- -6.0" Allowed= 0.067" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.000" @ 0'- -6.0" Allowed= 0.050" MAX TL DEFL = 0.000" @ 0'- -6.0" Allowed- 0.067" 3-00 3-00 MAX TC PANEL LL DEFL - 0.038" @ 4'- 9.9" Allowed = 0.266" a' 0 MAX TC PANEL TL DEFL = 0.037" @ 4'- 4.4" Allowed= 0.398" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-4x6 14.00 V N 14,00 MAX HORIZ. LL DEFL = 0.000" @ 5'- 6.5" 2 4.0" MAX HORIZ. TL DEFL = 0.001" @ 5'- 6.5" I\ Design conforms to main windforce-resisting M-3x6 M-3x6 system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), load duration factor=1.6, 0" Truss designed for wind loads in the plane of the truss only. M-1.5x4 M-1.5x4 Truss designed for 9x2 outlookers. 2x4 let-ins of the same size and grade as structural top chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. TRUSS DESIGNED ASA PIGGYBACK.STRUCTURAL TRUSS IS BELOW. M-3x6 Al A iiiii, -3x6 2X4 STRIPPING REQUIRED AT 24"0C WHERE CONTINUOUS BEARING IS SHOWN.SEE INDUSTRY STANDARD PIGGYBACK TRUSS CONNECTION DETAIL o FOR CONNECTION TO BASE TRUSS. F o ►�� 4 �� -r of 0 M-3x4 M-1.5x3 M-3x4 l y y 3-06 3-06 bb )4 0-01-06 6-00 0-01-06 ��R0 PR0Fe,c, ,...v- . 44...,:t 892OOPE yc�' JOB NAME : POLYGON 8256-A - C1CAP i Scale: 0.5201 t '- WARNINGS: GENERAL NOTES, unless dherwiea noted: S I`y /t y� o(, Truss: C I CAP I.Builder and erection contractor Mould be advised of at General Notes 1 This design Is based only upon the parameters shown and Is for an Individual pj w OREGON EL7 V N yi and Warnings before construction commences. building component Applicability or design parameters and proper G+" (� tit 2 204 compression web bradng must be Installed where shown 4. Incorporation of component Is the responsibility of me building designer. <O .1)'* 1 4 �y 0 3.Additional temporary bracing to nears stability during construction 2.Design assumes Na top and bottom chords to be laterally braced al 4 Ls the responsibility of IM erecta.Additional permanent bradng o! 2'o.c.end a110'o.c.respectively unless braced Ihroughoul their length by DATE: 8/31/2017 the overall structure la the responsibility of the building deegnec continuous sheathing such as pywood aheathI g(TC)and/or drywell(BC). Mk.R R(I-` n 3.2x Impact bridging or lateral bracing required where shown t a i'� 1 v SEQ.: K3 6 2 5 2 9 O 4.No bad should be applied to any component unth after all bracing and 4.installation o!truss Is the responsibility of the menthe contractor. fasteners are complete end at no time should any loads greeter than 5.Design assumes busses are to be used in a non-conedWe environment, TRANS I D: LINK design loads be applied to any component. and are for'My condition•of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 6.Plates shell be located on both feces of truss,end placed so their center August 31,2017 TPIIWTCA in SCSI,copies of which will be furnished upon request. Ones coincide with joint center lines. Welk USA,IneJOompUTNs Software 7.8.8(1 L}E fl.Digits Indicate else of plate In Inches. 10.For basic contractor plate design values see E5R-7311,ESR-1988(MiTeb) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5'• ICOND. 2: Design checked for net(-5 psf) uplift at 24 •"oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0•' O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12•"OC. UON. LOADING Wind: 140 mph, h-16.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12.0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), DL ON BOTTOM CHORD = 10.0 PSP load duration factor=1.6, Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Truss designed for wind loads considered for this design. in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 20-00-04 20-00-04 ' T f 6-06-14 13-05-06 13-05-06 6-06-14 1 -1 T 12 HM-4x4 12 3 v 7.00 7.00 177j 00 M M 3x6(5) -3x6(5) 171 N O N 2 � rrl o I of M-3x6(S) M-3x6(5) o o M-3x9 M-3x9 ,gip PRQpF 1 12-06-08 y b 14-11-08 12-06-08 N. ;, > G1 E�h:Sr, 1-00 40-00-08 892OOf3E0° 9c" JOB NAME : POLYGON 8256—A — D1 ��' Scale: 0.2124 .le //^'���I�j� /� WARNINGS: GENERAL NOTES, unless otherwise noted: "T7 OREGON <C/�. 1.Builder end erection contractor should be advised of a3 General Notes 1.This design Is based only upon the parameters shown and le for an Indldual L y ys /` Truss: D1 and Warnings before construction commences building component Applicability of design parameters and proper q t.� 2.204 compression web bracing must be installed where shown e. incorporation of component K the roaponsibllity of the building assigner. /a '7 1 4 '(y0- A bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et M ,` 3.Additional temporary2'o.c.and at 10'o.c.respectively unless braced throughout their length by �1:1!�\ b the responelblllty of the erector.Additional permanent bracing of continuo°.sheathing such as plywood sheathing(TC)and/or drywell(BC). ` 0- DATE: 8/31/2017 the overall structure G the responsibility of Me building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K3 6 2 5 2 4 1 4.No load should be applied to any component until after all bracing and 4.Installation of Inas Is the responsibility of the respective contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes wsses are to be used in a non-corrosive environment, and are for'Wry condition"of use. TRANS I D' LINK design bads las applied to any component 5.CompuTrus has no contra over and assumes no responsibility for the 8.Desitin assumes fun bearing al all supports shown.Shim or wedge H EXPIRES: 17/31/2017 as fabrication,handling,shipment and installation of components. 7.Design assume.adequate drainage Is pmeded. August 31,201 7 5.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of was,and pieced so their center TPIMRCA In BCSI,copies of wtdch will be furnished upon request coincidelines with joint center lines. g.Digits Indicate plate In Inches. MRek USA,Iso./CompuTrus Software 7.8.80 LYE 10.For basic connector plate design values see ESR-1311,ESR-1985(MITea) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 57 2-10=(-155) 234 10- 3=( 0) 262 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -248) 94 10-11=(-157) 232 3-11=( -511) 308 WEBS: 2x4 KDDF STAND 3- 4=( -62) 463 11-12=(-326) 322 11- 4=(-1523) 713 LOADING 4- 5=( -596) 456 12-13=(-188) 912 4-12=( -225) 898 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -577) 459 13-14=(-392) 1299 12- 5=( -109) 193 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1162) 579 14- 8=(-390) 1302 12- 6=( -828) 508 TOTAL LOAD = 42.0 PSF 7- 8=(-1630) 629 6-13=( -80) 456 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 57 13- 7=( -451) 284 LL = 25 PSF Ground Snow (Pg) 7-14=) 0) 262 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 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -71/ 468V -260/ 2608 5.50" 0.75 KDDF ( 625) 12'- 6.5" -202/ 1942V 0/ OH 5.50" 3.11 KDDF ( 625) 40'- 0.5" -140/ 1202V 0/ OH 5.50" 1.92 KDDF ( 625) PROVIDE FULL BEARING;Jts:2,11,81 ICONS. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL DEFL -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL - 0.054" @ 27'- 6.0" Allowed= 1.333" MAX TL DEFL = -0.084" @ 27'- 6.0" Allowed- 1.778" MAX LL DEFL - -0.002" @ 41'- 0.5" Allowed - 0.100" MAX TL DEFL - -0.003" @ 41'- 0.5" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.021" @ 3'- 3.7" Allowed = 0.460" MAX TC PANEL TL DEFL = 0.043" @ 3'- 3.7" Allowed= 0.690" 20-00-04 20-00-04 SEASONED LUMBER IN DRY SERVICE CONDITIONS T 6-08-11 6-01-05 7-02-04 7-02-04 6-01-05 6-08-11 MAX HORIZ. LL DEFL = 0.018" @ 39'- 7.0" T '( f '1' , f , MAX HORIZ. TL DEFL = 0.028" @ 39'- 7.0" 12 12 M-4x9 7.00 Q 7 00 Design conforms to main windforce-resisting 4 0 system and components and cladding criteria. 5 'F'( Wind: 140 mph, h=16.lft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 1• Truss designed for wind loads in the plane of the truss only. ""...M-4x4 .M-3x4 4 M-5x6(5) M-5x6(5) 0.25" 0.25" 3 7 -: -4 N no oh 1 I .. „ 9 c0 10 it 1 12 1'13 14 oM-3x4 M-1.5x3 .25" M-3x6 0.25" M-1.5x3 M-3x4 f � P R pSSoo FFqM-Sx6(S) M-5x6(S) i ), b y ), ), i' c5, N.GINF /0 6-06-15 5-11-09 7-05-12 7-05-12 5-11-09 6-06-15 4,0 1-00i, 00 40-00-08 i 00 1 " 89200PE fir- JOB NAME : POLYGON 8256-A - D2 l /aoo'.. Scale: 0.1499 /y. WARNINGS: O.5" 0design Is based only upon the parameters shown and Is for an Individual Truss: D 2 and WamMgs before conatrudlon commences. building component Applicability of design parameters and proper ,[/ 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component b the responsibility of the building designer. I/� -7},+ y^ n°` 3.Additional temporary gy ng construction 2.Design assumes me lop and bottom chords to be laterally braced at V 1*i !r {y poo bracing to Insure stability during 2'on.and at 10'o.e.respectively unless braced throughout their length by /,!#A C_ Is the responsibility of the erector.Additional permanent bracing of commnuous sheathing such es plywood sheathing(TC)endo drywel6BC). `(.., R R10-- DATE: 8/31/2017 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ fl SEQ.: K3 62 5 2 4 2 4.No bed should be applied to any component until after all bracing and 4.Installation of suss is the responsibility of me respective convector. fasteners are complete and at no erne should any loads greater then 5.Design assumes trusses are to be used in a nen-corrodve environment, TRANS I D• LINK design bads be applied to any component and are for'dry condition"of use. 5.CompuTnx has no control over and assumes no responsibility for the 8.Design assumes foe bearing at all supports shown.Shim s,wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. necessary. 7.Designes adequate Augur 31,2017 B.This design is furnished raged to the limitations set forth by 8.Plates shall se ve,located on bold feces of truss,and placed so Ihelr center TPINVTCA In SCSI,copies of whirls will be famished upon request. lines coincide with joint center Ines. MiTek USA,Inc./Com uTrus Software 7.8.8 7 L E 9.Digits indicate sloe of plate In inches. P ( )- 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 4)1&BTR; 'i LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-10=(-540) 2448 3-10=(-218) 189 8-14=(-1836) 398 2x4 DF 2400F T3 SPACED 24.0" O.C. 2- 3=(-2745) 541 10-11=(-413) 2143 10- 4=( -75) 432 14- 9=( -146) 113 BC: 2x4 KDDF it&BTR 3- 4=(-2604) 573 11-12=1-300) 1768 4-11=(-506) 201 WEBS: 2x4 ROOF STAND LOADING 4- 5=(-2103) 543 12-13=(-270) 1440 11- 5=( -93) 725 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1511) 507 13-14=(-262) 1105 5-12=(-897) 306 TC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1566) 478 12- 6=(-295) 1145 BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1678) 423 12- 7=(-381) 205 8- 9=) -99) 111 7-13=(-209) 203 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 13- 8=( -16) 563 M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA vertical members (uon). LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -203/ 1795V -275/ 3318 5.50" 2.87 KDDF ( 625) ** For hanger specs. - See approved plans 39'- 9.5" -198/ 1664V 0/ 0H 5.50" 2.66 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= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL= -0.125" @ 14'- 11.6" Allowed = 1.944" MAX TL DEFL - -0.204" @ 14'- 11.6" Allowed - 2.592" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.054" @ 39'- 6.0" 22-09-07 17-05-01 MAX HORIZ. TL DEFL - 0.086" @ 39'- 6.0" 5-10-14 5-05-04 5-05-04 ' 5-07 8-03-09 9-05-14 9-07-10 Design conforms to main windforce-resisting 1' '1 1' T T T T 1' system and components and cladding criteria. 12 12 7.00 M-4x6 ''' :]7 00 Wind: 140 mph, h-16.8ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" M-3x6 load duration factor=1.6, M-3x6 .Pd M-3x6 End vertical(s) are exposed to wind, M-1.5X9 �:1 M-1.5x9 Truss designed for wind loads m_3.7-1.5x9,,,, -3.6 , M-3X6 in the plane of the truss only. M-1.5x4 MM32gc8(S) M-3x' 4P M-2.5x4 or equal at non-structural diagonal inlets. Truss designed for 9x2 outlooks rs. 2x9 let-ins M-5x6(5) / ''''kart 0.25" of the same size and grade as structural top chord. Insure tight fit at each end of let-in. ��w Outlookers must be cut with care and are �'� M-3x64 ' M-1.5x4permissible at inlet board areas only. 4 M-3x60M-3x6 M-1.5x3 • +f M-1.5x3 77 /0.25"1"/ \ + 'W, -5,ill 0 1 Lu res - 10 11 12 13 _ +t4 oI M-3x6 M-3x9 M-3x9 M-3x8 M-3x4 M-4x4 p M-3x6(S) 4 ' p PR©F 6 1 b 1 b b b y 7-08-10 7-03-01 7-09-13y 8-07-01 8-10 y �:::,_ , G N ��.O. 20-00 19-09-08 y ,,,,,..,`44 89200PE <' b 1-00 39-09-08 JOB NAME : POLYGON 8256-A - El .: ,e� Scale: 0.1471 .` WARNINGS: GENERAL NOTES, unless otherwise octad: OR GON (/v. 1.Butder and erection contractor sbo9ld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an indMdual 'V Truss: El and Wamings before construction cpmmences. building component.Applicability of design parameters and proper ��/ �� 2.254 compression web bredng must be Installed where shown+. incorporation d component b the responsibility d the building designer. 7/ i A 2 ��" 3.Additional temporary bracing to In re stability dudng construction 2.Design sesames the top and bottom drams to be laterally braced at !Y is the reeponethNlN of the erector. Atonal permanent bredng of 2'mu.and at 10'o.0.respectively unless braced throughout their length by � ✓ continuous sheathing each as plywood sheathing(TC)ander drywall(BC). PR f . DATE: 8/31/2017 the overall structure is the respunsi IIBy of the building designer. 3.25 Impact bddging or lateral bracing required where Mown 4. SEQ.:. 0525 2 4 3 4.No road should be applied to any nywnentuntu after all bracing and 4.Installation of truss N the responsibility of the respective oordrecbr. fasteners are complete end at rat a should any bade greater than 5.Design assumes trusses are to be used in a noncono•ive environment, and ere for dry TRANS I D: LINK design bees as applied to anycoa rat. 6.Design assumes full bearing at all supports shown.Shim or wedge If 5,CompuTrus has no control over and assumes no responsibility for the EXPIRES: 12/31/2017 necessary. fabrication.handling,shipment andlinsietiation of components. 7.Design assumes adequate drainage is provided. August 31,2017 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 canter .7 TPI/WICA In BC51.copies of which will be furnished upon request. lines coincide with Joint center lines. B.Digits Indicate size of plate In inches. MTek USA,Inc./CompuTrus Software 7.6.8(1LYE 10.For bask connector plate deegn values see ES18-1311,ES11-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECZFICATIONS TRUSS SPAN 39'- 9.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-10=1-540) 2461 3-10=(-218) 189 8-19=(-1857) 398 2x4 DF 2400F T3 SPACED 24.0" O.C. BC: 204 KDDF #1&BTR 2- 3=(-2760) 541 10-11=(-913) 2157 10- 4=( -75) 430 14- 9=( -146) 113 WEBS: 2x4 KDDF STAND 3 9=(-2619) 573 11-12=(-300) 1782 9-11=(-505) 201 LOADING 4- 5=(-2120) 543 12-13=(-270) 1479 11- 5=( -93) 728 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PUP 5- 6=(-1520) 507 13-14=(-262) 1133 5-12=(-899) 306 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1581) 478 12- 6=(-295) 1160 BC LATERAL SUPPORT <= 12"OC. UON, TOTAL LOAD = 42.0 PSF 7- 8=(-1729) 423 12- 7=(-918) 205 OVERHANGS: 12.0" 0.0'• 8- 9=( -99) 111 7-13=(-209) 203 LL = 25 PSF Ground Snow (Pg) 13- 8=( -16) 582 ** Fox 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 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -203/ 1795V -275/ 331H 5.50" 2.87 KDDF ( 625) 39'- 9.5" -198/ 1696V 0/ OH 5.50" 2.71 KDDF ( 625) [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.127" @ 14'- 11.6" Allowed = 1.944" MAX TL DEFL = -0.205" @ 14'- 11.6" Allowed = 2.592" SEASONED LUMBER IN DRY SERVICE CONDITIONS 22-04-07 17-05-01 MAX HORIZ. LL DEFL - 0.055" @ 39'- 6.0" fMAX HORIZ. TL DEFL - 0.088" @ 39'- 6.0" 5-10-14 5-05-04 5-05-04 5-07 8-03-09 4-05-14 4-07-10 T ff f fDesign conforms to main windforce-resisting system and components and cladding criteria. 12 12 7.00 M-9X6 ''' 17 00 Wind: 140 mph, h-16.eft, TCDL=9.2,BCDL-6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 .,(4' load duration factor-1.6, O End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. w M-5x8(S) M-3x4 5 M 0. 25" ..... 14( 7 °o .M-3x6 • -1.5x3 Al. '11441114,103 M-1.5x3 uo O 1 N O /r' 10 11 as 12 - J -,' M-3x6 M-3x4 M-3x4 M-3x8 13 `yy M-3x4 =M-4x4 o M-3x6(S) y 7=08-10 y 7-03=01 y 7=09-13 y 8-07=01 8=10 CJ'�`j`V PR Nsp9 b y y y 20-00 19-09-08 Ca N F,cp� 1-00 39-09=08 y .<" 89200PE �v-- JOB NAME : POLYGON 8256-A - E2 'W.. . ' • Scale: 0.1472 N1.Builder O.This de NOTEb, uny up o thrvdae mete y OREGON Ott,, Truss: E2 I.Builder end erection noneouor should be noes. of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Afx and Warnings before construction commences building component Applicability of design parameters and proper Z 2x1 compression web bracing must be b Palled where shown 4. Incorporation of component is the responsibility of are building designer. /6 -1y- i�• 2' 3.Additional temporary bracing to Insure&ability during construction 2.Design assumes Me top end bottom chorda to be laterally braced et / V Is the responsibility of the erector.Additional permanent bracing of 2'o.n,and at 10'o.n.respectively unless braced throughout Mak longer by /. 1`t 1 DATE: 8/31/2017 ins overall structure is the responsibility of Me building designer. 3.continuous x map ysgng sheathing such as plywood sheathing(TG)where shown and/or drywan(BC). '"'.R R 4 y+ SE K3625244 4.No load should be applied to any cornp b bridging or therelpredngregulree whpectNem++ Q. component linty loads all bracing and 4.Designesna assumes of war Is es are to use of the on-c rtive contractor. fasteners are complete to at no mpe should any greater then 6.and rr`drybusses are use.be used in a non-corrosive environment. TRANS I D: LINK design beds be applied to any component. end are for`dry condition' use. 5.Compurms has no control over end assumes no responsibniy for the S.Dees�lgnaaaeumea run bearing at all supports shown.shim or wedge It EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components, a ass 8.This design is furnished sullied to NBe limitations set forth by 7.Det s shall bel aced on°tlre1n0ga Is provided. August 31,2017 n botTPI/WTCA in SCSI,copies wMch will be furnished upon request linelats coincide oolndtlewith Joint cennfeerhlinees of truss,and placed so their center MiTek USA,Inc./COmpuTNs Software 7.6.8(1 L}E D.Digits indicate size of pieta In Inches. 10.For basic connector plate design values see E9R-13f t,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-10=(-5768) 7200 2- 3=(-4870) 2768 13- 8=(-1517) 1821 2x4 DF 240SF T3 SPACED 24.0" O.C. 2- 3=(-4870) 2768 10-11=(-5054) 6305 3-10=( -856) 814 14- 8=( 0) 144 3- 4=)-3835) 1598 11-12=(-4749) 5783 10- 4=( -703) 1043 8-15=(-3602) 2237 WE: 2x4 RF 2400E WEBS: 2x9 RODE STAND I LOADING 4- 5=(-3026) 1230 12-13=(-6925) 7839 �4-11=(-1289) 1011 15- 9�1 -397) 302 LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2135) 799 13-14=(-8043) 8762 11- 5=( -811) 1279 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1996) 566 14-15=(-8043) 8761 5-12=(-1756) 1274 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2255) 738 12- 6=( -295) 1146 8- 9=( -636) 643 12- 7=(-2067) 1905 OVERHANGS: 12.0" 0.0" LL = 25 PIE Ground Snow (Pg) 7-13=(-1272) 1265 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -1421/ 2800V -9948/ 9948H 5.50" 4.18 DF ( 670) 39'- 9.5" -1425/ 2788V -9948/ 9948H 5.50" 4.16 DF ( 670) ICONS. 2; Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed- 0.133" MAX LL DEFL= -0.195" @ 16'- 8.5" Allowed = 1.944" MAX TL DEFL - -0.266" @ 14'- 11.8" Allowed = 2.592" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.263" @ 0'- 5.5" MAX HORIZ. TL DEFL - -0.292" @ 0'- 5.5" 22-04-07 17-05-01 ICOND. 3: 250.00 PLF SEISMIC LOAD. 5-09-05 5-06-13 5-05-04 5-07 8-03-09 4-09-06 4-04-02 Design conforms to main windforce-resisting f f 1 f ,. , f ,( system and components and cladding criteria. 12 12 Wind: 140 mph, h=16.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 ' 7.00 (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Di r), 07.00 load duration factor=1.6, 4.,' End vertical(s) are exposed to wind, 6 011144% Truss designed for wind loads in the plane of the truss only. 7 411144414%1 iM-4x v. M-5x8(S) s M-5x6(5) o.25" 7 AN 0.25" o• M-5x12 M-3x93 +t M-1.5x3 ,11( \i / .+ -/ O' M-1.5x3 0,1o a, 1�` - w o 10 0.25A3 4 ns tMSHS-7x16 M-3x4 6.25" M-4x8 .5x3 M-5x8 � � (M PR OFt � o M18HS-8x10(8) MSHS-8x10(5) � 1y�{N � 6/ b l y b l ). ,� 9p i 7-08-10 7-03-01 7-04-13 8-07-01 4-04-02 9-05-14 , ).• Z �g y•� r- 1-00 39-09-08 9G�V JOB NAME : POLYGON 8256-A - E2DRAG /�• lie Scale: 0.1472 WARNINGS: GENERAL NOTES, unless otherwise noted: +7OREGON h �� I.Builder and erection contractor c tad be advised of an General Notes 1.This design Is based only upon the parameters shown and is for an individual 7 Va Truss: E2DRAG and wammgs before construction mamas. bulling component.Applicability of design parameters and proper A 0 2.2x4 compression web bracing mu 1 be installed where shown•. Incorporation of component h the responsibility of the building designer. L/0 "7)/ 14 , (� 3.Additional temporary bracing to M urs stability during construction 2.Design assumes the top and bosom chorda to be laterally braced et s.� 11`_ b the responsibility of the erector. 6 ilional permanent bradng of 2'continuous and et 10'Ding respectively as ply woods bred throughoutr dryeir ten)Bt by Mr`j i R IO- DATE: 1 \ V conWuoue sheathln0 math as plywood sheathing(TC)and/or drywell(BC). \\((''�j I l��+ DATE: 8/31/2017 the overall structure Is the moon biIty of the building designer. 3.2x Impact bridging or lateral bradng required where shown+• SE 4.No load should be applied to any ponenl until MN ell b,aoieg end 4.Installation of buss Is Me responsibility of the reepech.contractor. Q• K3 6 2 5 2 4 5 fasteners are complete and at no gme should any loads greater then 5.Design assumes bosses are robe used in a noncorrosive environment, and are for'dry condition^of use. assign loses be applied to any compon.m. TRANS I D: LINK 5.Canyon.has no coned over and assumes no responsibility for the 8.Oeeacalgnsearyaumee hal bearing at all supports shown.Shim or wedge P EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 3�,20�7 e.This design is furnished subject to the limitations set font by e.Plates shall be located on both faces of truss,and placed so their center TPIhhTCA in BM,copies of which will be furnished upon request. Knee coindds with joint center lines. S.Digits indicate alis of plate In inches. MITek USA,)nc.ICompuTrus Software 7.6.8(1L).E 10.For basic connector plate design values see ESR.13/1,EBR.198a(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 9.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-361) 153 5-6=(-548) 611 5-1=(-418) 218 7-3=(-222) 199 BC: 2x9 KDDF R14BTR SPACED 24.0" O.C. 2-3=(-214) 296 6-7=(-304) 459 1-6=(-168) 314 WEBS: 2x9 KDDF STAND; 2x9 KDDF $1&BTR A LOADING 3-4=( 0) 0 6-2=( -59) 179 2-7=(-465) 295 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL, SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -55/ 963V -209/ 319H 5^50" 0.74 KDDF.( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (pg) 11'- 9.0" -140/ 520V 0/ OH 5.50" 0.83 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/290, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.011" @ 2'- 6.6" Allowed = 0.392" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.016" @ 2'- 6.6" Allowed - 0.588" SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-09-12 5-02-08 0-03-12 T l' '1'1 MAX HORIZ. LL DEFL = 0.007" @ 10'- 10.5" 12 MAX HORIZ. TL DEFL = 0.007" @ 10'- 10.5" M-1 7.00 .5x3 4 3 Design conforms to main windforce-resisting system and components and cladding criteria. j Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 2 aT o i rn M-3x4 1 m 0 1 M 1;jv I • 6 M-1.5x3 M-3x4 M-3x4 ), 5-06-04 y s o9-12 y a ,D PROF y 11 04 b �°j' NAGI N .. fa. , `4‹^ 89200PE �r" JOB NAME : POLYGON 8256-A - E3 Scale: 0.2932 � saw WARNINGS: GENERAL NOTES, unless upon otherwise mete ' Ok-lE�•ll©N 4, xtr4 ir Truss: E 31.Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and Is foran Individual �� and Warnings before construction commences building component Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown•. incorporation of component Is the responsibility of the building designer. <0 stability during conatrucson 91..E 1 4 2.°• 3.Additional temporary bracing to Insure 2 Design assumes the tap end bosom chords to be laterally braced et r V la the responsibility of the erector.Additional permanent bracing of 2 o.e.end et 10'o.e.respectively unless braced throughout mein length by /♦��/�, DATE: 8/31/2017 the averse shudure l the responsibility of the building designer. con3.2x Impanl bridging sheathing such as plywood sheathing(TC)and/or drywall(Bc). -J/s.R(-y'�\ 4.No load should be applied b anycomponent until assn all bracing and ging or lateral bracing requiredfOre where shown•• R - SEQ.: K 3 6 2 5 2 4 6pp see g an 4.Installation of truss Is the responsibility of me respective contractor. fastenersare complete and at no time should any loads greater than 5.Design assumes busses are to used in a nontoosive environment, TRANS I D: LINK design loads be applied to any component. and ere for^dry condition^of use. n 5.Compels has no control over and assumes no responsibility for the 6.Design assumes NII bearing al all supports shown.Shim or wedge It EXPIRES 12/31/2017 fabrication,handling,shipment and installation of components. necessary. d. 8.This design Is fumished subject to Out limitations set forth by 8.Platen assumes b es aced ed on drainagefIs truss,ae W August 31,2017 TPI/WTCA In SCSI,copes of Mach will be famished upon request. 8.lines coinddewith Joint center both Inns.a of truss,end aced so their center MiTek USA,Inc./CompuTN4 Software 7.6.8(11.)-E8.Digits indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) ' This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.4" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-664) 187 5-6=(-566) 633 5-1=(-549) 207 7-3=(-255) 224 SPACED 24.0" O.C. 2-3=(-241) 260 6-7=(-324) 595 1-6=( -71) 475 WE: 2x4 KDDF STAND3-4=( -12) 5 6-2=( 0) 308 WEBS: 204 KDDF STAND;; 2-7=(-626) 271 2x4 KDDF #1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP BEARING MAX VERT MAX HORZ BOO REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -72/ 607V -181/ 328H 5.50•' 0.97 RODE ( 625) ** For hanger specs. - See approved plans LL = 25 POE Ground Snow (Pg) 14'- 9.4" -109/ 640V 0/ 0H 5.50" 1.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing.1 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - -0.011" @ 7'- 5.6" Allowed - 0.693" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.020" @ 7'- 4.7" Allowed = 0.925" SEASONED LUMBER IN DRY SERVICE CONDITIONS 7-06-08 6-11-04 0-03-12 MAX HORIZ. LL DEFL = 0.010" @ 14'- 3.9" f 1 MAX HORIZ. TL DEFL - 0.011" @ 14'- 3.9" 12 M-1.5x3 4 Design conforms to main windforce-resisting 7.00 I 3 system and components and cladding criteria. i Wind: 140 mph, h-15ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M:x4 2 �p I 0 el/7 .-I m • M-3x4 1 i o L 6 m a 7 5 M-1.5x3 th-3x4 M-3x4 y y y <,eNt° aFFs y 7-03 7-06-07 1 CSC ‘ GINEF9 tr/Ot. 14-09-07 89200PE sr' JOB NAME : POLYGON 8 2 5 6-A - E4 ,. - Scale: 0.2932 _ iP'. ' 10 WARNINOS: GENERAL NOTES, unlessolhemMenoted: +p �j OREGON yA* �'�•.. 1.Builder and erection contractor should be adssed of all General Nobs 1.This design Is based only upon the parameters shown and is for en hrdMdual I �/ Truss: E 4 and Warnings before constmction'commences. building component Applicability of design parameters and proper �/Jy �f ry 2.244 compression web bracing mu I be Installed contra shown+. 2.Design assumes the top and boftomration of component is the chordaresponsibility be latera buildingdesigner. atner �'- • 1 4 O 3.Additional temporal bracing to in re stability during conatrudlon 2.o.c.and at iO o.w respectively unless braced throughout their length by R R I L`" L Is the responsibility of the erector. Menai permanent bredng of continuous sheathing such as plywood aheetMng(TC)and/or drywell(BC). DATE: 8/31/2017 the overall sWciure is the respon'bitty of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ SE K3 6 2 5 2 4 7 4.No bed should be applied to any nt until after all bracing and 4.Installation of trues is the responsibility of the rem/mfr.contractor. 4•• fasteners are complete end at no should any bads greeter then 5.Design assumes Busses are to be used In a noncorrosive environment, n beds be applied to any cove nent. end are for`dry condition`of use. deal TRANS ID• LINK g 8.Design assumes full bearing atall supports shown.Shim orwedge if EXPIRES:' 12/31/2017 5.CompuTnx:hes no control over and assumes no responsibility for the necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is prodded. August 31,2017 6.This design is furnished subject to the limitations set font by 8.Mates shad be located on both faces of truss.end placed so their center TPIANTCA to BCS',copies of which will be famished upon request. (ines coincide vdth Digits Indicate el ojoint late In 9. a inches. MiTek USA,Inc./CompeTrus Software 7.8.13(10-E 18.For basic connector plate design values see ESR-131 t,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF #16BTR TRUSS SPAN 3'- 2.4" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x9 KDDF #1BTR LOAD DURATION INCREASE = 1.15 1-2=(-96) 89 4-5=1-171) 158 4-1=( -96) 71 WEBS: 2x9 KDDF STAND SPACED 24.0" O.C. 2-3=( 0) 0 1-5=(-129) 148 LOADING 5-2=(-123) 116 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. UON. REACTIONS VERT MAX DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS CTIONS REACTIONS SIZE SQ.IN. (SPECIES) +* For hanger specs. - See a TOTAL LOAD = 92.0 PSF 0'- 0.0" -14/ 125V -61/ 87H 5.50" 0.20 KDDF ( 625) pproved plans 3'- 2.9" -44/ 159V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 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 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.006" @ 1'- 6.2" Allowed = 0.176" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0.005" @ l'- 5.3" Allowed = 0.120" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS 2-10-11 0-03-12 MAX HORIZ. LL DEFL = -0.001" @ 2'- 8.9" MAX HORIZ. TL DEFL = -0.001" @ 2'- 8.9" T T 12 Design conforms to main windforce-resisting 7-00 1 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor--1.6, End vertical(s) are exposed to wind, M-1.5x3 3 Truss designed for wind loads -f in the plane of the truss only. 2 M-3x9 0 1 - 1 rnilithilhae rt I N O IrallrffilirAl 5 M-1.5x3 M-3x4 y i 3-02-07 <ti\Eo PRoFes 4O\e GINECR sio 2 c- 89200PE 1-"' JOB NAME : POLYGON 8256-A - E5 j�-- Scale: 0.5989 WARNINGS: GENERAL NOTES, unless other-Mae noted: lep �" T ru S S' E 5 1 Bulltler entl erectionatl n contractor should be Wsetl of eel General Notes 1 Thla design la basad only upon ma parametersshown and le f«an Individual "7` 0�1 N h �[/r and warnings before construction commences building component Applicability of design parameters and proper 4�^ yri v 3.2x4 compreesbn web bracing must be installed where shown+ Incorporation d component b the responsibility of me building designer. <0 }T 2 2.Design assumes the tap and bottom chords to be laterally braced at 3 Additional temporary bracing to Insure stability during construction V la the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'o.c.respectively unless braced throughout their langur by /� DATE: 8/31/2017 the overall structure Is the responsibility of the building dealer., continuous streaming such as plywood sheathing(TC)and/or tlrywell(BC). � L 3.2s Impact bridging or lateral bracing required where shown++ 1.+ SEQ.: K3 62 5 2 4 8 4.No load should be applied to any component until after all bredng and 4.Installation ofof truss Is the responsibility of Sr.reapecgve contractor. fasteners are complete and at no time should any bads greater Man 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any someone. end are for'dry condition'or use. S.CompuTrue has no control over end assumes no responsibility for the 3 nDig ass assumes WA bearing at all supporta shown.Shim or wedge It EXPIRES: /� /20 fabrication,handling,shipment and Installation d components. zry' ♦�j 8.This design i furnished subject to the limitations sal forth bys.Design assumes adequate drainageth Is truss,and 31,2017 3.Plates shell be located on both faces of truss, placed so their center TPIM'TCA in SCSI,copies of which will be furnished upon request. lines solitude with joint center lines. MTak USA,InCJCompUTrue Software 7.8.8(1 L)-E 9.Melts indicate size of plate In inches. 10.For basic connector plate design values see E5R-1311,ESR-1988(MITe9) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS II TRUSS SPAN 44'- 7.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. / TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF #1 EBTR �.. SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. SON. I LOADING Wind: 140 mph, h=16.8ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. ,i LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD= 10.0 PSF load duration factor=1.6, Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Truss designed for wind loads considered for this design. in the plane of the truss only. LL - 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall UON. RIQIIRD STORAGE DOES NOT APPLY CUE TO THE BEINIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22-03 22-04-08 T '( 14-05-04 7-11-04 7-09-12 19-05-04 T T T TIM-4x9 12 12 2 Q 7.00 7.00 �, 0 -3x6(5) M-3x6(S) 4111111111 IlIlilirni , , I I M-3x6(S) o M-3x6(5) __ea—q y 0 M-3x4 ,t.D pRQp�U y 15-01-12 b 14-02-08 l 15-03-04 O........ ' 9 sk. /Q . 49-07-08 Cr . .._.._. 89200PE0 �< JOB NAME : POLYGON 8256-A F1Scale: 0.1933 �' ri WARNINGS: GENERAL NOTES, unless otherwise noted: • OREGON L'+itr 1.Guilder and erection contractor shduld be advised of as General Notes 1.This design is based only upon the parameters shown and is for an Individual ^� Truss: Fl and Warnings before construction commences. building component Applicability is of design ply of t ere and proper L/�7V/ y 14 2,0 4 2.2x4 compression web bradng muat be Metalled where shown+. Incorporation of component is Me responsibility d the bulging deMgnor. 2.Design assumes the top and bottom chorda to be laterally braced at 3.Additional temporary bracing to Injure stability tluesa construction Y o.c and at itl ora respectively unless braced throughout their length by [�n IO- DATE: the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNlg(TC)and/or dOwall(BC). #i R DATE: 8/31/2017 Tho overall structure is the responsIbllty of the building designer. 3.2x hoped bridging or Masai bracing required where shown+w SE 4.No bad should be applied to any Component unfd after at bracing and 4.Installation of truss is the responsibility d the respective contractor. Q• K3 6 2 5 2 4 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-gorrosme environment, design loads be applied to any component. end are for'dry condition'of use. TRANS ID• LINKH.Design assume.full bearing atall supports shown.Shim orwedge C EXPIRES:' 12/3112017 s.compu7ms has no control over and assumes no responsibility far the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 3'I,20 7 e.This design is furnished subject to the limitations set forth by 8.Plates Shen be located on both faces of truss,and pieced so their center TPaWTCA M SCSI,copies of which will be famished upon request g hiesDigitcoincide with size Joint rteplatr tellilines. Inches. MITek USA,Inc.ICompsTrus Software 7.8.8(11_)-E 1o.For basic connector plate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 7.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cid=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 91&HTR 1- 2=( -369) 115 1- 9=(-158) 344 9- 2=1 0) 334 6-13=(0) 335 WEBS: 2x9 KDDF STAND SPACED 24.0" O.C. 2- 3=1 -65) 523 9-10=(-161) 341 2-10=1 -667) 435 3- 4=( -538) 959 10-11=(-396) 398 10- 3=(-1678) 764 TC LATERAL SUPPORT G= 12"OC. UON. LOADING 4- 5=1 -508) 468 11-12=(-118) 820 3-11=1 -269) 1017 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1101) 563 12-13=(-380) 1350 11- 4=1 -138) 170 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 1032.00 PSF 6- 7=(-1699) 641 13- 7=(-379) 1352 11- 5=1 -907) 543 OVERHANGS: 0.0" 12.0" TOTAL LOAD = 42.0 PSF 7- 8=( 0) 57 5-12=( -129) 552 LL = 25 PSF Ground Snow (Pg) 12- 6=1 -618) 379 BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGEBEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS 3/ACTI84I0E 0 (SPLOCATIONS) 625) 0'- 0.0" -70/ 1827V -293/ 288 8 4.00" 3..5068 RODE 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 1.7" -230/ 2187V 0/ OH 3.50" 3.50 KDDF ( 625) 44'- 7.5" -147/ 1259V 0/ OH 5.50" 2.02 KDDF ( 625) PROVIDE FULL BEARING;Jts:1,10,7I 1COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX TL DEFL = -0.016" @ 7'- 9.8" Allowed= 0.988" MAX LL DEFL = 0.062" @ 29'- 4.3" Allowed= 1.436" MAX TL DEFL = -0.097" @ 29'- 4.3" Allowed- 1.915" MAX LL DEFL = -0.002" @ 45'- 7.5" Allowed= 0.100" MAX TL DEFL = -0.003" @ 45'- 7.5" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.058" @ 3'- 6.2" Allowed= 0.565" SEASONED LUMBER IN DRY SERVICE CONDITIONS 22-03 22-04-08 fMAX HORIZ. LL DEFL = 0.021" @ 44'- 2.0" 7-11-09 7-05-11 6-09-12 6-09-12 7-05-11 8-01-01 T MAX HORIZ. TL DEFL = 0.034" @ 44'- 2.0" 12 T Design conforms to main windfnrce-resisting 7.00 HM-4x412 system and components and cladding criteria. Q 7.00 4.0" Wind: 190 mph, h=16.8ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 4 ,f./ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 1' in the plane of the truss only. M-3x6 M-3x4 01 3 5 M-5x8(5) M-5x8(5) 0.25" +e 2 0.25" At +f A .o cO 0 -. I M-3x4 11 as c 0 o 1M-195x3 10 C.25" M-3x8 0.2514 M-1135x3 M-3x4 e 1 1n'1 pp�y[-[�� M-5x6(5) M-5x6(S) o �l� U P7l Vy-�S .i y y y y ���( �G�NE�9 �jo 7-09-13 7-03-15 7-01-04 7-01-04 7-03-15 y 7-11-05 J• r>. "fi y 44-07-08 1 00 :92©OP ��''. JOB NAME : POLYGON 8256-A - F2 Scale: 0.1330 tam WARNINGS: GENERAL NOTES, unless otherwise noted: //''�� Z. Truss: F2 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the pdramete shown and is for an IndMtlual 'FL 4, ���N �(�, and Warnings before construction commences building component.Applicability or design parameters and proper 4 V 11x4 compression web bracing must be Installed where shown. Incorporation of component Is the responsibility of the bulling designer <0 14 L �� c. 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced el 2'a. and at 10'rte.respectively unless braced throughout their length by b the responsibility of the erecta.Additional permanent bracing of r DATE: 8/31/2017 the overall structure la the reaponslblety Drina bonding designer, continuous sheathing such as plywood aired ng(Te)and/a drywall(BC). $4 R t 1-\-- DATE: No load ehould be led to any4.ax Impact oftru s er thlate responsibility required whereeshown to ("i SEQ.: K 3 6 2 5 2 5 0 applied component unity after all bracing end 4.Inetellalbn of truss N the reaponsldllty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component, and are for"dry condition"of use. 5.CampuTms hes no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge H EX 12/31/2017 fabrication,handing,shipment and installation of components. ary. T.DDesigselgnn assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center August 31,2017 TRA TCA In BCSI,copies&which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrua Software 7.6.8(1 L}E 9.Digits Indicate she of plate In Inches. 19.For basic connector plate design values see ESR-1711,E511-19813(MiTek) TPacifichis desiLumgn prepared Truss-from BC computer input by Lumber LUMBER SPECIFICATIONS TRUSS SPAN 44'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -393) 194 1-12=(-137) 406 2-12=1-297) 125 16- 6=( -78) 263 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1 -667) 368 12-13=1 -13) 35 2-14=(-221) 466 18- 6=(-1991) 877 3- 4=1 -126) 126 14-15=(-322) 827 12-14=(-161) 464 6-19=1 -344) 1143 WEBS: 2x9 KDDF STAND LOADING 4- 5=1 -138) 623 15-16=1-194) 209 13-14=1 0) 15 19- 7-( -116) 142 TC LATERAL SUPPORT <= 12"OC. UON. 1 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -112) 633 17-18=1 -11) 35 14- 3=1 -23) 194 19- 8=( -900) 544 BC LATERAL SUPPORT <= 12"OC. UON. I DL ON BOTTOM CHORD = 10.0 POE 6- 7=) -480) 402 18-19=(-510) 496 3-15=(-678) 537 8-20=1 -136) 560 TOTAL LOAD= 42.0 PSF 7- 8=( -443) 438 19-20=1 -94) 700 15- 4=1 0) 320 20- 9=1 -659) 401 8- 9=1-1001) 516 20-21=1-339) 1267 4-16=(-590) 341 9-21=( 0) 350 OVERHANGS: 0.0" 12.0" LL 25 PSF Ground Snow (Pg) 9-10=1-1602) 604 21-10=(-337) 1270 5-16=( -90) 73 17-16=( -83) 1 10,12,15,18 10-11=1 0) 57 M-3x4 where shown; Jts:1,3,8, BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-18=(-572) 543 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -47/ 326V -293/ 288H 4.00" 0.52 KDDF ( 625) 15'- 1.7" -264/ 2333V 0/ OH 3.50" 3.37 KDDF 1 625) 44'- 7.5" -141/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) 'PROVIDE FULL BEARING;Jts:1,18,101 ICOND. 2: Design checked for net(-5 paf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.025" @ 2'- 3.1" Allowed = 0.741" 0-10-09 MAX TL DEFL= -0.035" @ 7'- 8.9" Allowed= 0.988" MAX LL DEFL - 0.061" @ 28'- 10.0" Allowed - 1.436" 22-03 22-04-08 T MAX TL DEFL - -0.095" @ 28'- 10.0" Allowed- 1.915" MAX LL DEFL= -0.002" @ 45'- 7.5" Allowed= 0.100" 1 OS-12 5-06-10 5-04-14 2-00 6-11-OB a 6-03-08 7-09-11 8-03-OS / MAX TL DEFL= -0.003" @ 45'- 7.5" Allowed = 0.133" f f fT ,. SEASONED LUMBER IN DRY SERVICE CONDITIONS 12I IM-4x4 12 MAX HORIE. LL DEFL= 0.032" @ 44'- 2.0" 7.00 Q 7.00 MAX HORIZ. TL DEFL = 0.051" @ 44'- 2.0" 9.0" 7 ,/' TM:::,hT;8: 7T:CiD:LTE6TITE!.7-s10,r), dforce-resisting/" cladding criteria.Wind: 2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x8 load duration factor=1.6, 6 Truss designed for wind loads M-1.5X3 s in the plane of the truss only. - M-5x6(5) " .25 0M5x8(S)25" 0 0., M-3x6 3 m A i' .. ... . 2 . o 4 „••• On..... . 111 ` ti1 .=la r 6 Nc o 1 1213 0 0 17 18 19 20 21 21 0 I l o M-5x8 M-3x8 0.25" Io 0 0 M-1.5x3 M-1.5x3 C F� M-5x6(5) a' Q PROF/:- ), M-5x8 C b b b b b b b b b b ��� NGINE& ,V., 7 1-01-015?-085-04-14 y 5-08-06 ly 10-04 7-01-04 6-07 7-07-15 8-01-09 y b \� ! 9 y2-04 10-09-12 31-05-12 1-00 V y :9200P 94-07-08 JOB NAME : POLYGON 8256-A F3 Scale: 0.1330 111.4 OREGON WARNINGS: I GENERAL NOTES, unlace otherwise noted OREGO V h- �4, 1 Builder and erection contractor eh).uto be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an IndMduel he Trus s F3 and warnings before conabuc0on wmmencas building component Applicability m design peremetere and proper G'0 "'r 14 2a bcarporadon ingcomofent.Applicability lathe f design the building a.algner. '�! h, 2.244 compresebn web bracing mu t be Installed where shown 2.Design assumes the top and bottom chards to be klerelly braced al [_ 3.Additional temporary bracing to re stability during construction 2'o.c.end et 1a o.c.respectively unless braced throughout Meir length by RR(�e h is e responsibility of the erector.Addlional permanent bracing of con8nuous sheathing such as pywood sheathing(7C)and/or drywall(BC). 1 DATE: 8/31/2017 the overall structure is the respon bitty of the bending designer. 3.2s Impact bridging or lateral bracing required where shown.+ 4.No load should be applied to any won.'until after ell bracing end 4.Installation of truss is the responsibility of the respective contractor. SEQ. : K 3 6 2 5 2 51 won.'fasteners are complete and et no Ime should any loads greeter than 5.Design assumes hisses are to be used in a non-corrosive environment, design bads be applied to any ponentend are far'dry condition'of use. TRANS ID LINK 8.Deegnas.umea Wlbearingetansupvahaahown.smmor wedge lf EXPIRES: 12131!2017 • 5.canpuiros has no control over aha mwmes no responsibility for neoessery. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. August 31,20.I 1 7 8.This design le famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM'TCA in SCSI.copies of which will be famished upon request g,linDigts s olnInddde si a with of t plate tern Bines. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -393) 194 1-12=(-137) 406 2-12=(-297) 125 16- 6=( -78) 263 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND2- 3=( -667) 368 12-13=( -13) 35 2-14=(-221) 466 18- 6=(-1991) 877 3- 4=( -126) 126 14-15=(-322) 827 12-14=(-161) 464 6-19=( -394) 1143 LOADING 4- 5=( -138) 623 15-16=(-194) 209 13-14=) 0) 15 19- 7-) -116) 142 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -112) 633 17-18=( -11) 35 14- 3=( -23) 194 19- 8=( -900) 544 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=( -480) 402 18-19=(-510) 496 3-15=(-678) 537 8-20=) -136) 560 TOTAL LOAD= 42.0 PSF 7- 8=( -493) 438 19-20=( -94) 700 15- 4=( 0) 320 20- 9=( -659) 401 OVERHANGS: 0.0" 12.0" 8- 9=(-1001) 516 20-21=(-339) 1267 4-16=(-590) 341 9-21=) 0) 350 LL = 25 PSF Ground Snow (Pg) 9-10=(-1602) 604 21-10=(-337) 1270 5-16=) -90) 73 M-3x4 where shown; Jts:1,3,8,10,12,15,18 10-11=( 0) 57 17-16=( -83) 1 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-I8=(-572) 543 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -47/ 326V -293/ 288H 4.00" 0.52 KDDF ( 625) 15'- 1.7" -264/ 2333V 0/ OH 3.50" 3.37 KDDF ) 625) 44'- 7.5" -141/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) 'PROVIDE FULL BEARING;Jts:1,18,10' !COND. 2: Design checked for net(-5 Puy) uplift at 24 "oc spacing. 0-10-04 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 MAX LL DEFL = 0.025" @ 2'- 3.1" Allowed 0.791" MAX TL DEFL- -0.035" @ 7'- 8.9" Allowed - 0.988" 22-03 22-04-08 MAX LL DEFL= 0.061" @ 28'- 10.0" Allowed = 1.436" MAX TL DEFL = -0.095" @ 28'- 10.0" Allowed = 1.915" 1-05-12 5-06-10 5-04-14 2-00 6-11-08 6-03-08 7-09-11 8-03-05 MAX LL DEFL = -0.002" @ 45'- 7.5" Allowed = 0.100" T / T T / T T T T T MAX TL DEFL - -0.003" @ 45'- 7.5" Allowed - 0.133" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 7.00 HM-4x4 Q 7.00 MAX HORIZ. LL DEFL - 0.032" @ 44'- 2.0" 4.0" MAX HORIZ. TL DEFL = 0.051" @ 44'- 2.0" 7 S( Design conforms to main windforce-resisting 1.1 system and components and cladding criteria. Wind: 140 mph, h=16.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6load duration factor=1.6, M-1.5x35 / Truss designed for wind loads in the plane of the truss only. M-5x6(S) M-5x8(5) 0.25" f 0.25" M-3x6 3 44111111 .1.6. rt7 2 ••••••••0007,4 to tit A0%, 15 r j6 `_ t. ,_, 6 44 0 1 1213 0 20 c I I , M-5x8 M-3x8 0.25" M-1.5x32r oI M-1.5x3 o M-1.5x3 M-5x8 M-5x6(5) J, y y y y y y y y y Ria PRpFF 1-yW5-0)&-085-04-14 5-08-06 1-10-04 7-01-04 6-07 7-07-15 8-01-09 1-00 � w`G�NE.€ us�22 y2-04 10-09-12 y 31-05-12 �' ``l p -dam" 44-07-08 y s2a01-E �� JOB NAME : POLYGON 8256-A - F4 Scale: 0,1330 - • � Ct WARNINGS: G.ThRAe design ab, unyup o the parameters e e OR G N �� T ru S 5: F 4 1 Sulitlx and erection conirector should be edvleetl of ell General Nolea 1.This tleslgn la based only upon me esignar shown and is for an IndMduel h and Wam raga before construction commences. building component.Applicability of design parameters and proper N 2.204 compression web bracing must be Installed where shown 4. Incorporation of component is the responsibility of the building designer. <0 A41. 1 4 2 ��4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced a1 / G+� Is the responeib0ly of the erector.Additional permanent bradrg of 2'a.c.end a110'o.c.respectively unless braced throughout their length by DATE: 8/31/2017 me overall structure Is the responsibility of the binding designee continuouspofsheathing stere:b acing re aired here s and/or drywad(ec) `L- 3.2x Impact bridging or lateral bracing required where shown++ PS t SEQ.: K3 6 2 5 2 5 2 4.No bed should be applied to any component until after ell bracing end 4.Installation of was is the respectability of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non.conoaive environment, TRANS I D: LINK design loads be applied to any component and ere for.dry condition•of use. 5.CompuTnus has no control over and assumes no responsibility for the H.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. necessary. .a 8.This design is furnished subject to me limitations set forth by T.Design assumes adequate bdoth la Imes,a. August 3 ,2 17 8.Plates shall be located on both feces at Was,and placed so melr center TPIANTCA In SCSI,copies of which will be furnished upon request. line coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.8.8(11}E B.Digits Indicate sire of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.6" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #100T11 LOAD DURATION INCREASE = 1.15 1- 2=(-631) 142 1- 8=(-102) 522 8- 2=( 0) 330 11- 6=(-114) 87 BC. 2x9 KDDF tl16BTR SPACED 24.0" O.C. 2- 3=(-103) 277 8- 9=(-104) 520 2- 9=1 -646) 237 6-12=1-303) 161 WEBS: 2x4 KDDF STAND 3- 4=(-554) 285 9-10=(-237) 206 9- 3=(-1253) 380 12- 7=(-115) 717 LOADING 4- 5=(-514) 269 10-11=( -86) 600 3-10-( -44) 644 7-13=(-914) 230 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-800) 258 11-12=(-135) 617 10- 4=( -96) 188 BC LATERAL SUPPORT <= 12"00. UON. , DL ON BOTTOM CHORD = 10.0 PSF 6- 7-(-778) 193 12-13=( -41) 56 10- 5=( -549) 243 TOTAL LOAD = 42.0 PSF 5-11=1 -1) 250 M-3x4 where shown; Jts:1,3,5-7,9,11-12 LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA .. For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -86/ 571V -268/ 327H 5.50" 0.91 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 15'- 1.7" -198/ 1769V 0/ OH 3.50" 2.56 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 0.6" -125/ 958V 0/ OH 5.50" 1.53 KDDF ( 625) 'PROVIDE FULL BEARING;Jts:1,9,131 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX TL DEFL - -0.021" @ 7'- 9.8" Allowed - 0.979" MAX LL DEFL = -0.026" @ 28'- 10.0" Allowed= 1.158" MAX TL DEFL - -0.043" @ 28'- 10.0" Allowed= 1.544" 22-03 16-09-10 MAX BC PANEL LL DEFL = 9 Allowed SEASONED LUMBER INDRY SERVICE CONDITIONS 7-11-09 7-05-11 6-09-12 6-03-08 5-01-05 5-04-13 MAX HORIZ. LL DEFL = 0.012" @ 38'- 10.9" T ,r ' j' 1' 1' ' MAX HORIZ. TL DEFL = 0.019" @ 38'- 10.9" 12 12 IIM-4x4 Q 7.00 Design conforms to main windforce-resisting 7.00 4.0" system and components and cladding criteria. 4 (' Wind: 140 mph, h=16.8ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads In the plane of the truss only. 3 M-5x8(5) 6 0.25" ISI Z + a* +e + 7 + t!1 0 1 oI I I B w 1 mm w f r ern 8 9'" 10 11 12 *-'13 1 M-1.5x3 M-3x8 M-1.5x3 o M-3x6(5) © P �r y ), i y y b b (C� e 7-09-13 7-03-15 7-01-04y 6-07 5-01-05 5-01-OS y �Co �G� 19-02-02 GINEk. -/ 19-1a-aa y 17 • y 39-00-10 �" 89200PE r JOB NAME : POLYGON 825 6-A - F5male: 0.1602 /,V WARNINGS: GENERAL NOTES, unless otherwise noted: =p OREGON s,' �. 1 Builder and erection conkedor should be advised of all General Notes 1.This design Is based only upon the parameters shown and I for an individual ' pe Truss: F5 and Warnings before construction cdnmences. building component Appllcabllity of design parameters and proper `.�i�t.� n�,\. �" 2.204 compression web bracing mu I be Installed where shown.. Incorporation of component Is the responsibility of the building designer. / L 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be la orally braced a1 /�., Is the responsibility f the erector.Additional permanent bracing f 2'continuous end et o.o.such as ply Motes.braced(TC)an/r dry all(B). 14 ti RIO-- DATE: ftYo 9° 2'o.c.and t10.o.ngsuch tiely unless braced throughout teirlenthb ti 8/31/2017 Ne overall structure is the respondbltity of the building designer. 3.20 Impact bridging or lateral bracing required where shown.. 4.No load should be eppiled'to any somponeot until after all bracing and 4.Installation of bus.Is the responsrolnty dlv of the respee contractor. SEQ.: K 3 6 2 5 2 5 3 fastener.are complete and at no 8nye should any loads greeter than 5.Design assumes Busses are to be used in a non-corrosive environment. design baa.be applied N any co(nporier�t and are for'dry full condition.'of use. TRANS I D: LINK 5.CompuTnre has no control over and assume.no responsibility forth. e.Deewyn assumes un baa ng at all support Mown.Shim or wedge if EXPIRES: 12/31/2017 necessary.fabrication,handling,shipment and installation of components. 7.Design assumes adequate dreinage is provided. Augus+q 31q t ,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both feces of truss,and placed so their center TPIwTCA In SCSI.copies of whish wilt be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrns Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(Web) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.6" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-5622) 5347 1- 8=(-4048) 4278 1- 2=(-5622) 5347 5-11=(-1619) 1812 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF #16BTR; 2-2- 3=(-4349) 4502 8- 9=(-9050) 4276 8- 2=( 0) 331 11- 6=(-2169) 2156 2x6 RODE #16BTR A 3- 9=(-2467) 2243 9-10=(-3169) 3054 9=(-1533) 1111 12- 6=( 0) 208 LOADING 4- 5�(-1945) 1724 10-11=(-5907) 6250 9- 3=(-3264) 2530 6-13=(-4225) 3627 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2277) 1871 1I-12=(-7289) 7645 3-10=(-3137) 3614 13- 7=( -404) 357 TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -747) 759 12-13=(-7290) 7644 10- 4=(-1326) 1415 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 10- 5=(-2366) 2071 "" For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg)g BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -2784/ 3114V -9763/ 97638 5.50" 4.98 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 15'- 1.7" -1767/ 3193V 0/ OH 3.50" 5.11 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 39'- 0.6" -2482/ 3086V -9763/ 97638 5.50" 4.94 KDDF ( 625) !PROVIDE FULL BEARING;Jts:1,9,131 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX TL DEFL = -0.051" @ 7'- 9.8" Allowed = 0.979" MAX LL DEFL - 0.071" @ 28'- 10.1" Allowed = 1.158" MAX TL DEFL = -0.083" @ 28'- 10.1" Allowed = 1.544" MAX TC PANEL LL DEFL= 0.055" @ 3'- 7.0" Allowed= 0.564" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.202" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.208" @ 0'- 5.5" 22-03 16-09-10 7-11-09 7-05-11 6-09-12 6-05-04 5-01-05 5-03-01 (GOND. 3: 250.00 PLF SEISMIC LOAD. T T T T T T T Design conforms to main indforce-resisting 12 12 system and components and cladding criteria. 7.00 M-4x6 '717.00 Wind: 140 mph, h=16,8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0011,14 End vertical(s) are exposed to wind, Truss designed for wind loads 3.1 in the plane of the truss only. M-5x8 M-4x6 3 5 MSHS-7x16(5) .M-5x16 0.25.,111\I: Ai �2De�� M-1.5x3 o 7M-1.5x3' 11111111111160. NM-5x12 Mroot1 - si . !a 8 1 12 � 0513 3f M-15x3 1.25" M-5 x)2 0.25 M-15x3 03 Ph FoMSHS-8x10(S) MSHS-8x10(S) 61 y y y y y y ,`CIN � st�OS '.:61 (-1'P 7-03-15 7-01-04 6-07 4-11-09 5-03-01M-7x � �y y8920�PE t • �39-00-10 JOB NAME : POLYGON 8256-A - F5DRAG Scale: 0.1500 ���+++�yyy ' " • . W 1.Builder O.ThRAeNOTEb, any upo the ae' 4/OREGON ON ��"'s. Truss: rS DRAG Bolide and erection contractor should be advised of all General Notes design Is based only upon the parameters shown and Is a an individual Gand Warnings before construction commences building component Applicability of design parameters and proper ♦Vf 2.204 compreasbn web bracing moat be installed whets shown.. Incorporation of component la the responsibility of me building designer. /E 9 y '1 4 2�` 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Yrs y�. Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and e110'o.c.respectively unless braced throughout their length by DATE: 8/31/2017 the overall structure Is the responsibility of the building designer. 3.2x Imcontip act bridging uous sheathing each as plywoodre air a where s and/or drywall(BC). �"}(�� 4.No road Xiould De applied to anyl g rig or labral bracing required where shown.. /-j F'1 l SEQ. : K3 6 2 5 2 5 4 puri component until after all bracing and 4.Installation of truss 1s the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater Man 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for dry conditionof uea. 5.ConpuTrus has no control over end assumes no responsthility for Co 8.Desitin antrum.full bearing at all suppose shown.Slim or wedge It EXPIRES: 12/31/2017 fabrication,handling,shipment and inslslaton of components. necessary.see .t 8.This design is furnished subject to Me limitations set font by T.Deter assumes adequate drainage Is truss,and August 3 1,2� 7 a.Plates shall be located on both laces of truss, placed co their center TPINVTCA In SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. MITek USA,Inc./CompuTrus Software 7.6.8(11.)-E9.Digits indicate sloe of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 2.1" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR � LOAD DURATION INCREASE = 1.15 1- 2=1 0) 57 2- 9=(-102) 522 9- 3=1 0) 334 7-13=1-303) 161 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-633) 142 9-10=1-104) 519 3-10=1 -655) 221 13- 8=(-115) 717 WEBS: 2x4 KDDF STAND 3- 4=( -99) 282 10-11=(-240) 203 10- 4=(-1258) 380 8-14=(-914) 230 LOADING 4- 5=1-552) 287 11-12=( -86) 598 4-11=1 -95) 648 TC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-512) 271 12-13=(-135) 617 11- 5=) -98) 186 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-798) 259 13-14=1 -41) 56 11- 6=) -549) 293 TOTAL LOAD= 42.0 PSF 7- 8=(-777) 194 6-12=( -1) 250 12- 7=) -119) 87 OVERHANGS: 12.0" 0.0" LL= 25 PSF Ground Snow (Pg) M-3x4 where shown; Jts:2,4,6-8,10,12-13 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 ) ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -86/ 699V -273/ 336)1 5.50" 1.12 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 3.2" -199/ 1776V 0/ OH 3.50" 2.57 KDDF ( 625) 39'- 2.1" -125/ 958V 0/ OH 5.50" 1.53 KDDF ( 625) 'PROVIDE FULL BEARING;Jts:2,10,19 I 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL DEFL = -0.022" @ 7'- 11.3" Allowed= 0.987" MAX LL DEFL = -0.026" @ 28'- 11.5" Allowed= 1.158" 22-04-08 16-09-10 MAX TL DEFL = -0.043" @ 28'- 11.5" Allowed= 1.544" 1 1' T MAX BC PANEL LL DEFL = 0.027" @ 12'- 5.5" Allowed= 0.345" 8-01-01 7-05-11 6-09-12 6-03-08 5-01-05 5-04-13 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 T 1 1 1 T T 12 12 MAXMAX HORIZ. TL DEFL= 0.019" IIM-9x4 @ 39'- 0.4" Q 7.00 7.00 4.0" Design conforms to main windforce-resisting 5 .f-n system and components and cladding criteria. 1 1 ' Wind: 140 mph, h-16.8ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor=1.6, End vertical(s) are exposed to wind, 6 Truss designed for wind loads 4 a in the plane of the truss only. M-5x8(5) 0,00•00007 0.25" 3 + +: o O I r 0 O eels III i M 9 ip 11 12 13 **14 of M-1.5x3 M-3x8 M-1.5x3 o M-3x6(5) .CC` G r© Pfl Q� y 7-11-05 y 7-03-15 7-01-0 y 6-07 y 5-01-05 y 5-01-05 \C ` GI N EE S el.y 20-00 19-02-02 <4 V ''y J, b :9200PE r° 1-00 39-02-02 / JOB NAME : POLYGON 8256-A - F6 11111". e' . Scale: 0.1539 SU= /y.� le WARNINGS. GENERAL NOTES, seises otherwise noted: +� OREGON�y,,' 4"4.. 1.Builder and erection contractor shculd be advised of all General Notes 1.This design is based only upon the parameters shown and is for an IndMdual ! yv Truss: F6 and Warnings before construction;=menses. building component Applicability of design parameters and proper 2,0A‘ 1_ 2.2c4 compression web bredng eaA be Installed where shown+. incorporation of component k the responsibility of Me building designer "O Y 14 "^ T 4 3.Additional temporary bracing to imam stability doling conatructon 2.Design assumes the lop end bottom chards to be laterally bo breoea at d1 - by is the responsibility of the vector.Additional permanent bracing of 2'continuous end at ea10'hin such a respectively wood s braced(TI)n m r dr lengm). M R R IO- DATE: �\ V continuous ahaemirp such as ptywcoE sheathing(TC)act/or drywell(BC). /'j ` 4' DATE: 8/31/2017 the overall structure is the responsibility of the building deNgner. 3.2i Impact bridging or lateral bracing required where shown++ SEQ.: K 3 6 2 5 2 5 5 4.No load should be applied to any component oral after Ili,67a0n3 and 4.Installation of truss is the responsibility A the espectNe contractor. fasteners are tannate and at no lms should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are TRANS I D' LINK design loads be applied to any component ss nd8sn^of use. mese 5.CompuTrus has no control over act assumes no responNbility for the 8.Des assumes fat bearing al all supports shown.Shim or wedge 8 EXPIRES: 12/31.12017 assumes .1 .1 This design sndMs,ed shipment to installation of components. 7.Plainscaed onneoth face Is loss, August 3 1,2017 6.This design is famished subject toms limitations set forth by O.Plates shall be located bot faces of buss,and placed co their center TPINffCA In SCSI.copies of which will be furnished upon request. Nnes D.Digits indicate dde it,Joint i plate In Indes.. MiTek USA,Inc.ICompsTrus Software 7.8.8(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 2.1" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2- 9=(-4017) 4248 2- 3=(-5652) 5377 12- 7=(-2173) 2159 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-5652) 5377 9-10=(-4019) 4246 9- 3=( 0) 335 13- 7=( 0) 208 WEBS: 2x4 KDDF pl&BTR; 3- 4=(-4345) 4506 10-11=(-3164) 3051 3-10=(-1502) 1074 7-14=(-4234) 3637 2x6 KDDF 51&BTR A LOADING 4- 5=1-2467) 2244 11-12=(-5931) 6273 10- 4=(-3284) 2548 14- 8=( -404) 357 LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6=(-1955) 1735 12-13=(-7315) 7670 4-11=(-3152) 3632 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7-(-2286) 1880 13-14=(-7316) 7669 11- 5=(-1328) 1415 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD - 42.0 PSF 7- 8=( -747) 759 11- 6=(-2369) 2074 6-12=(-1622) 1815 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -2764/ 3098V -9794/ 9794H 5.50" 4.96 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 3.2" -1783/ 3214V 0/ OH 3.50" 5.14 KDDF ( 625) 39'- 2.1" -2490/ 3093V -9794/ 9794H 5.50" 4.95 KDDF ( 625) (PROVIDE FULL BEARING:its:2,10,141 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.045" @ 8'- 0.2" Allowed = 0.741" • MAX TL DEFL = -0.051" @ 7'- 11.3" Allowed = 0.987" MAX LL DEFL = 0.071" @ 28'- 11.6" Allowed = 1.158" MAX TL DEFL = -0.083" @ 28'- 11.6" Allowed = 1.544" SEASONED LUMBER IN DRY SERVICE CONDITIONS 22-04-08 16-09-10 T . f MAX HORIZ. LL DEFL = 0.203" @ 0'- 5.5" 8-01-01 7-05-11 6-09-12 6-05-04 A 5-01-05 5-03-01 MAX HORIZ. TL DEFL = -0.209" @ 0'- 5.5" f '( 1' f 1/ 12 12 'COND. 3: 250.00 PLF SEISMIC LOAD. 7.00 M-4x6 Q 7.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 5 ,f,( }\ Wind: 140 mph, h=16.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-9x6 Truss designed for wind loads M-5X84 ,`6 in the plane of the truss only. 9 MSHS-7x16(5) M-5x16 0.25" �� a 3� 11.. M-1.5x3 8 M-1,5x3 0 in M-5x12 o 0 1 sal ee so4 n1 0 9 0 11 to M-1.5x3 11.25" M-5x12 0.25 M-11 5x3 `�' *3a M-7x6 �� D PROFt. y y yMSHS-8x10(S) J' MSHS-8y 10(S) I y \Co° N�'IN F9 4p,�}� 7-11-05 7-03-15 7-01-04 6-07 4-11-09 5-03-01 (� Y�- i o0 39-02-02 ,l,' „E"..! 'r 89200PE 9'�- JOB NAME : POLYGON 8256-A - F6DRAG _a /-009.. Scale: 0.1384 �� ry.. WARNINGS: GENERAL NOTES, unless atherMae noted: OREGON A' �`: Truss: F 6 DRAG 1.Builder and eredlon contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual G ("� 1.7 ,Y [.(f and Warnings before construction commences building component.Applicability of design parameters and pro 2.204 compression web bracing must be InetaNed where shown.. incorporation of component Is the responsibility of the building designer. //y -(/)" 2.° � �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q 4 { is the responsibility of the erector.Additional permanent bracing of 2'o.c.end a110'o.c respectively unions braced throughout their length by J /1' R �� DATE: 8/31/2017 the overall structure is the responsibility of the building designer. 3continuous sheathing such as plywood eheathing(TC)and/or drywall(BC).. Impact bridging or lateral bracing required where shown.. SEQ.: K3 6 2 5 2 5 6 4.No load should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design bade be appllaa to any component. and are for"dry condition'or use. 5.Com Trus has no control over and assumes no res 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 W responsibility the fabrication,handling,shipment and Installation of components. necessary. T.Design assumes adequate donbodrainage isprovided. August 31,2017 0.This design is furnished subject to the limitations set font by 8.Plates shell be located on both faces of truss,end placed so their center TPIANTCA In BM,copies of which will be mmlahed upon request. linea codndde with joint center linea. MiTek USA,Inc./Com uTrus Software 7.6.8 7 L E 9.Digits Indicate adze of plate In Inches. p ( 10.For basic connector plate design values see ESR-1371,ESR-1885(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 8.6" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-326) 141 5-6=(-559) 618 5-1=(-405) 217 7-3=(-223) 197 BC: 2x4 RODE #16BTR SPACED 24.0" O.C. 2-3=(-226) 258 6-7=(-304) 445 1-6=(-202) 304 WEBS: 2x4 RODE STAND; 3-4=( -12) 5 6-2=( -96) 188 2x4 KDDF #1&BTR A LOADING 2-7=(-464) 311 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -52/ 447V -217/ 322H 5.50'• 0.71 RODE ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 10'- 8.6" -153/ 502V 0/ OH 5.50" 0.80 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 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.009" @ 2'- 5.1" Allowed= 0.369" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL - 0.012" @ 2'- 5.1" Allowed= 0.553" SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-06-01 4-10-13 0-03-12 MAX HORIZ. LL DEFL - 0.007" @ 10'- 3.1" 1' '1''1' MAX HORIZ. TL DEFL = 0.007" @ 10'- 3.1" 12 M-1.5x3 4 Design conforms to main windforce-resisting 7.00 3 ' system and components and cladding criteria. I Wind: 140 mph, h-15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 11 M-3x4 z 11111 N O A o .1 I M-3x9°` 1 0 I t` 0 I rn 1 5 4 4 6 M-1.5x3 M-3x4 M-3x4 y ), i' �:9°2 PPOFfis 5-02-09 5-06-01 y y 14 CoG 1 N'Ek- 6/Oy- 10-08-10 ,T "6�,�,OOPE r" JOB NAME : POLYGON 8256-A F7 , .....0e--0": Scale: 0.2932 p�.•' in WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON ��� 1.Builder end erection contractor ehojld be advised of all General Notes I.This design is based only upon the parameters shown and is for an hMNidust Truss: F7 and Warnings before consirudbn s. building component.Applicability or design parameters and proper / 4ir 2.2*4 compression web bradng must installed where shown*. incorporation of component is the responsibility of lits building designer. A 2.0� ��" 3.Additional temporary bracing to n stability during construction 2.Design assumes the top and bosom chords to be laterally braced et Y( Is the responsibility of the erector. Nona!permanent bracing of c'niso.and at se hin,such respectively woods bracedthroughouta out,dryeir length by MSR R 1- DATE: 8/31/2017 rile overall structure is the respond n ma building continuous sheathing l corn as plywood fired hors ore,,.drywati(Bc). Sty ofn9 designer. 3.3s Impact bridging Of lateral bracing rewired where shown* SEQ.: K3 6 2 5 2 5 7 4.No Had should be applied to any neat until alter all bracing and 4.Installation of buss A the responsibility of the reseeding contractor. fasteners are complete and at no 8 should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design lads be applied to any eomponent a.Designare lir en loon of use. TRANS supports shown.Shim or pea n 5.ConpuTrus has no control over and assumes no responsibility for the e°°°m°° g° pp g° EXPIRES: 12/3.1/2017 ...m. rebncation,handling,shipment end r atellengn of components. 7.Design assumes adequate drainage is provided. August 3 I 1,2017 8.TNs design is furnished subled to the Rmilatinns set fold by 8.Plates shall be located on both races of buss,and placed so Meir center TPIIWTCA in SCSI,copies of which wit be furnished upon request, lines colndde with Joint center lines. 9.Digits indicate size of plate in lnche5. MITek USA,Ino./ConlpuTrus Software 7.8.8)1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) _.J This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-326) 168 1- 9=(-206) 316 2- 9=( -270) 204 12- 7=(-344) 170 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-140) 170 9-10=(-192) 168 9- 3=(-1148) 278 7-13=1 -14) 164 WEBS: 2x4 KDDF STAND 3- 4=(-738) 176 10-11=1 -76) 578 3-10=1 -66) 584 13- 8=( -42) 270 LOADING 4- 5=(-510) 244 11-12=(-174) 204 10- 4=( -264) 162 8-14=(-442) 124 TC LATERAL SUPPORT G= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-468) 228 12-13=( -46) 252 4-11=1 -348) 190 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-144) 88 13-14=1 -40) 50 11- 5=1 -78) 170 TOTAL LOAD = 42.0 PSF 7- 8=(-370) 84 11- 6=( -16) 472 ( 2 ) complete trusses required. 6-12=) -910) 234 Attach 2 ply with 3"0.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, LL = 25 PSF Ground Snow (Pg) ADDL: TC UNIF LL+DL= 33.0 PLF 9'- 4.5" TO 16'- 9.6" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9" oc in 2 row(s) throughout 2x6 bottom chords, ADDL: BC CONC LL+DL= 2195.0 LBS @ 28'- 5.5" 0'- 0.0" -63/2/ 1969V 362V -291/ 34911 5.50" 0.58 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 webs. 9'- 0.0" -26 0/ OH 5.50" 2.20 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 28'- 7.3" -791/ 3493V 0/ OH 5.50" 5.59 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 39'- 9.5" -74/ 497V 0/ OH 5.50" 0.80 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'PROVIDE FULL BEARING;Jts:1,9,12,14 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX BC PANEL LL DEFL = -0.014" @ 4'- 4.7" Allowed= 0.398" MAX BC PANEL TL DEFL = -0.027" @ 4'- 4.7" Allowed = 0.531" MAX TC PANEL LL DEFL = -0.026" @ 19'- 3.6" Allowed = 0.488" MAX TC PANEL TL DEFL = 0.019" @ 25'- 1.8" Allowed = 0.656" 22-04-08 17-05 MAX TC PANEL LL DEFL = 0.025" @ 36'- 9.8" Allowed- 0.427" MAX TC PANEL TL DEFL = 0.044" @ 37'- 0.6" Allowed- 0.641" f T '( SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-10-08 4-05 6-05-13 6-07-03 5-11-04 5-02-07 6-03-05 .1' 1 f T T '' T 1' MAX HORIZ. LL DEFL - 0.003" @ 39'- 7.7" 12 12 MAX HORIZ. TL DEFL = 0.004" @ 39'- 7.7" 7.00 ' . IM-4x4 Q 7.00 4.0" Design conforms to main windforce-resisting 5 ,i',( system and components and cladding criteria. Wind: 140 mph, h-25.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, M-5x6(5) (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), load duration factor=1.6, End vertical are exposed to wind, 0.25" M-3x6 Truss designed for wind loads 46 in the plane of the truss only. -46(5)APII 141111) x3I13X4 2 --; .41111116L. 81 o 1 p ' 9 1 11 12 13 *"14 to M-3x4 M-3x4 M 7 8.25" M-3x8 6(S) M-7x6(S) M-3x9 M-1.5x3 ���, ,D PRQFFS. J, y J. . k2195# y y CJ �NG,INE�c"R /� 9-00 6-05-13 6-10-11 6-02-12 5-02-07 5-11-13 �$ •,9 y 39 09 08 y 89200PE t'^ JOB NAME : POLYGON 8256-A - G1 Scale: 0.1560 °,�-�-'.. WARNINGS, GENERAL NOTES, unless other wise noted OREGON..10. )u/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an hdMdual `' ., Truss: G1 and Warnings before construction commences building component Applicability of design parameters and proper �✓. a'e s 2.204 compression web bracing must be installed where shown-. Incorporation of component Is the responsibility of the building designer. /Y 14 1J . 3.Additional temporary bracing to Insure stability during construction 2.Design andat1assumes the top and bottom chortle to be laterally braced el [•/ /a la the responsibility of the erector.Additional permanent bradng of 2'o.e. et 10'oc.respectively unless braced throughout their length by AAP' 14 �� v�J DATE: 8/31/2017 ins overall structure Is the responsibility r the building designer. 2 continuous sheathing such as ptywood sheathing(TC)and/or drywall(BC). ( •hJ,H pone ty o g gner. 3.ix Impact bddging or lateral bracing required where shown*+ SEQ.: K3 6 2 5 2 5 8 4.No Had should be applied to any component until after ell bracing and 4.Installation of hiss is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes hisses are to be used in a noncorrosive environment, TRANS I D• LINK deal.wads be applied to any component and are for•dry condition.of use. 5.CompuTrus has no conVol over and assumes no responsibility for the S Design assumes NII beefing at as supports shown.Shim or wedge If EXPIRES:' 12/31/2017 fabrication,handling, a p shipment installation of components.by 7.Designlateshot assumes adequate drainage ton is press,and August USt 3 ,20 7 B.This design is furnished subject to the limitations set forth by g.Plates shell be located on both faces of buss,entl placed so their center TPIONTCA in SCSI,copies of which will be furnished upon request, lines coincide with joint canter lines. es. MITek USA,Inc./Com UTrus Software 7.6.8 1L E I Fbts Isis coneinto opplatee iIgn values P ( 1 B. For beak cafe size plate in Inc values see ESR-1371,ESR-1 gSB(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 2.1" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-328) 168 1- 9=(-210) 316 2- 9=( -268) 204 12- 7=(-300) 158 BC: 2x6 KDDF #1&BTR ', SPACED 24.0" O.C. 2- 3=(-144) 170 9-10=(-194) 168 9- 3=1-1150) 280 7-13=( -42) 138 WEBS: 2x4 KDDF STAND '.. 3- 4=(-742) 178 10-11=( -78) 578 3-10=( -66) 586 13- 8=( -42) 262 LOADING 4- 5=(-514) 244 11-12=(-166) 200 10- 4=( -266) 162 8-14=(-430) 116 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-474) 230 12-13=( -42) 230 4-11=( -346) 190 BC LATERAL SUPPORT <= 12"OC. UON. I DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-150) 88 13-14=( -46) 56 11- 5=1 -78) 172 I TOTAL LOAD = 42.0 PSF 7- 8=(-336) 76 11- 6=( -16) 466 ( 2 ) complete trusses required. 6-12=( -910) 242 Attach 2 ply with 3"x.131 DIA GUN LL = 25 PSF Ground Snow (Pg) nails staggered: ASDL: TC UNIF LL+DL= 33.0 PLF 9'- 4.5" TO 16'- 9.6" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA \A 9" oc in 1 row(s) throughout 2x4 top chords, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) /,AVX\ 9" oc in 2 row(s) throughout 2x6 bottom chords, ADUL: BC CONC LL+DL= 2195.0 LBS @ 28'- 5.5" 0'- 0.0" -63/ 363V -289/ 355H 5.50" 0.58 KDDF ( 625) 9" oc in 1 row(s) throughout 204 webs. 9'- 0.0" -263/ 1471V 0/ OH 5.50" 2.20 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 28'- 7.3" -787/ 3456V 0/ OH 5.50" 5.53 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 39'- 2.1" -73/ 479V 0/ OH 5.50" 0.77 KDDF ( 625) I THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. PROVIDE FULL BEARING;Jts:1,9,12,14I ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, IL-L/180 MAX BC PANEL LL DEFL = -0.014" @ 4'- 4.7" Allowed= 0.398" MAX BC PANEL TL DEFL = -0.027" @ 4'- 4.7" Allowed - 0.531" MAX TC PANEL LL DEFL = -0.026" @ 19'- 3.6" Allowed= 0.488" MAX TC PANEL TL DEFL = 0.018" @ 25'- 1.8" Allowed= 0.656" 22-04-08 16-09-10 MAX TC PANEL LL DEFL = 0.015" @ 36'- 5.8" Allowed = 0.381" T '1' MAX TC PANEL TL DEFL = 0.029" @ 36'- 8.2" Allowed= 0.571" 4-10-08 4-05 6-05-13 I 6-07-03 5-11-04 5-02-07 5-07-15 SEASONED LUMBER IN DRY SERVICE CONDITIONS T T f f T f T 1' 12 12 MAX HORIZ. LL DEFL= 0.003" @ 39'- 0.4" IIM-4x4MAX HORIZ. TL DEFL = 0.004" @ 39'- 0.4" 7.00 17. Q 7.00 4.0" Design conforms to main windfocce-resisting 5 ,(--A' system and components and cladding criteria. Wind: 140 mph, h=25.7ft, TCD1=4.2,BCDL=6.0, ASCE 7-10, M-5X6(5) 1, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 0.25" M-3x6 End vertical(s) are exposed to wind, Truss designed for wind loads ; in the plane of the truss only. M-4x6(5) 1.50" M-3x4 +( v� 3 N .-E +' toM-3x4 M-1.5x3 +,. • N O 1 r- N o O Cf e. Ma w a M 0 1 9 11;�. 11 1 12 13 k1.4 ii M-3x4 IM-3x4 0.25" M-3x8 0.25' M-3x4 M-1.5x3 -!_�' 0 PR Fes,� M-7x6(5) M-7x61S) 2195# y y 1- y � " CVV i' > �5 04GINEFR i 9-00 6-05-13 6-10-11 6-02-12 5-02-07 5-04-07 44C..„.. ''9 y I'I 39-02-02 y CC' :9200PE �r" JOB NAME : POLYGON 8256-A - I G2 Scale: 0.1595 tfAP 0, WARNINGS: GENERAL NOTES, unless othe,sdse noted. OREGON �(,/ 1.Builder and erection contractor should beadvised of all General Notes 1.The design Is based only upon the parameters shown and le for an individual �. Truss: G 2 and Warnings before construction do ences building component.Applicability of design parameters and proper 2 2x4 compression web bracing must 0,5100ed wham shown, incorporation of component Is the responsibility of the bulking designer. ��/'\ "7 A ZQ� �4� 3.Additional temporary bracing to Insu MOON during canalructlon 2.Design assumes the lop and bottom chordstit to be laterally braced al V /.. 't Is the responalblNly of gra erector. dmonal permanent bracing of T ntin and M 10'sheathing such a vply wood s braced throughout trait length all(B). ' �R I L� continuous ddgIngior s ter as plywoodsheathing(TC)required wes ooc,andfor erywell(BC). DATE: 8/31/2017 ihs overall studies Is the rosponpb My of the bulking tlealgnar. 3.2x Impact badging or lateral bracing required whero shown o* SEQ.: K 3 62 5 2 5 9 4.No load should be applied is any co panerd until after all bracing and 4.Installation of buss Is the responsibility of the respective eantraclor. fasteners are complete and at no t should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any wm nent. and are for"dry condition•of use. TRANS I D: LINK 8.Design aeaum ea full bearing at a0 supports shown.shim or wedge If 5.CsmpuTms has no control over and`ssumas no responsibility for the EXPIRES: 12/31/2017 saery fabrication,handling,shipment and installation of components. 7.Design assumes adequate drelnage Is provided. August 31,2017 8.This design Is furnished subject to the limitations set forth by S.plates shall be located on both feces of truss,and placed so their center 9 TPIMTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center enee. 9.Digits Indicate size of plele in inches. MiTek USA,IncdCompuTfus Software 7.8.8(1L)-E 1e.For basic connector plate design values see ESR-1371,ESR-f988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 5-11-00 GIRDER SUPPORTING 11-04-08 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR 5-11-00 GIRDER SUPPORTING 19-03-08 ON TC 1-2=(-106) 154 4-5=(-178) 412 1-4=( -576) 146 2-6=(-1050) 338 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=(-106) 154 5-6=(-178) 412 4-2=(-1050) 338 6-3=1 -576) 146 WEBS: 2x4 RODE STAND; 5-2=( -80) 548 2x6 KDDF #2 A LOADING LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 5'- 11.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT 1= 12"OC. UON. BC UNIF LI( 117.2)+DL( 99.7)= 216.9 PLF 0'- 0.0" TO 5'- 11.0" V 0'- 0,0" -505/ 1905V -190/ 190H 5.50" 3.05 KDDF ( 625) TC UNIF LL( 216.1)+DL( 147.0)= 363.1 PLF 0'- 0.0" TO 5'- 11.0" V 5'- 11.0" -505/ 1905V 0/ OH 5.50" 3.05 KDDF ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. nails staggered: REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL-L/240, 11,-1/1809" oc in 2.row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.005" @ 2'- 11.5" Allowed- 0.250" 9" oc in 2 row(s) throughout 2x6 webs, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL - -0.008" @ 2'- 11.5" Allowed= 0.333" 9" oc in 1 row(s) throughout 204 webs. SEASONED LUMBER IN DRY SERVICE CONDITIONS 2-11-08 2-11-08 ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL = -0.001" @ 5'- 5.5" T f I MAX HORIZ. TL DEFL = 0.001" @ 5'- 5.5" M-1.5x3 M-3x8 M-1.5x3 Design conforms to main windforce-resisting 1 2 3 system and components and cladding criteria. Wind: 140 mph, h-22ft, TCDL=4.2,BCDI-6.0, ASCE 7-10, X GI X (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor-1.6, e End vertical(s) a exposed to wind, Truss designed for wind loads in the plane of the truss only. A N N mom o moo lkh\M'NillIllIllMllIllIllMblil -I 4 * 5 M-3x6 M-1.5x3 M-3x6 b b b 2-11-08 2-11-08 y y .‘,S\ GI Ek• Wo. 5-11 6. �" 89200PE f"" JOB NAME : POLYGON 8256-A - G3 Scale: 0.4171 i� WARNINGS: GENERAL NOTES, unless seerwiee soled �� OREGON A. IP -. i Builder and erection contractor should be advised of an General Notes 1.Thle design is based only upon the parameters shown and is for an indMduel A_ fl 11��4✓'V �'L,( Truss: G3 and Warnings before construction commences bulging component.Applicability of design parameters and proper �� 2�°'r. 2.204 compresann web bredng must be 05151154 where shown+. Incorporation d component Is the reapomslblAty of the building designer. <0 1 A 3.Additional temporary bracing to insure stability during construction Z Design assumes the top and bottom chords b be laterally braced at S./ 1'i „S Is the reeponNbgtp of the erector.Additional permanent bracing o! 2'o c.and e110'o c.respectively unless bated throughout their langur by l r I R 1��'V� DATE: 8/31/2017 Bo overall atrudure Is the responsibility!the buildingdesigner. 20 impact sheathing such ore acing re aired here sown+drywan(Bc) ���-I!!!(� aprons tyo 4.in Impadbatongorlateralbredrpregdredwhereshown++ SEQ. : K 3 6 2 5 2 6 0 4.No load should be spelled to any component until after al bracing and 4.Installation o!buss is the areponabtilty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes Wssee are to be used in a ran-corrosive environment, TRANS ID• LINK design nada be applied to any component and are for dycondition.ofuse. 5.Compares has no coned over and assumes no responsibility for the IDesign assumes full bearing al all shown.Shim or wedge it EXPIRES: 12/3112017 fabrication,handling, necessary. �j.I shipment Is installation d components. nis. 7.Design assumes adequate drainage is prodded. August 3 1,2017 I This design N furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center TPIIWTCA In SCSI,copies of which will be belched upon request. tines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.8.8tL E 10.Digbss dconte einedpaleInign values P ( ,For basic connector pleat design values sae ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-10-07 GIRDER SUPPORTING 9-11-00 ON TC FROM 3-02-08 TO 15-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k163TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-116) 352 5-6=(-170) 158 5-1=( -68) 120 7-3=( -40) 174 2x6 KDDF R163TR T2 2-3=1 -60) 220 6-7=(-652) 1870 1-6=( -266) 122 3-8=(-2224) 772 BC: 2x8 KDDF 416BTR LOADING 3-4=( -62) 160 7-8=(-652) 1870 6-2=( -834) 318 8-4=(-2836) 778 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 6-3=(-2276) 792 TC UN'F LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 2.5" V TC LATERAL SUPPORT <- 12"OC. UON. TC UNF LL( 149.0)+DL( 81.3)- 230.2 PLF 3'- 2.5" TO 15'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UN,F LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 15'- 0.4" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL. TC UNIF LL+DL= 30.0 PLF 3'- 2.5" TO 15'- 0.0" V 0'- 0.0" -203/ 112V -63/ 950 5.50" 0.18 KDDF ( 625) ( 2 ) complete trusses required.il Attach 2 ply with 3"x.131 DIA GUN 3'- 0.7'• -681/ 2124V 0/ OH 5.50" 3.18 KDDF ( 625) ADM, TC CONC LL+OL= 2195.0 LBS @ 15'- 0.0. 15'- 0.4" -10 B1/ 3849V 0/ OH 5.50" 6.16 KDDF ( 625) nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:5,6,8I 9" oc in 2 row(s) throughout 2x6 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9" oc in 2 row(s) throughout 2x8 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 204 webs. 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 - 0.022" @ 8'- 11,7" Allowed= 0.547" MAX TL DEFL = -0.037" @ B'- 11.7" Allowed= 0.729" ** For hanger specs. - See approved plans MAX TC PANEL LL DEFL = 0.009" @ 1'- 7.2" Allowed = 0.187" MAX TC PANEL TL DEFL = 0.008" @ 1'- 7.2" Allowed = 0.281" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.004" @ 14'- 8.9" MAX HORIZ. TL DEFL = 0.007" @ 14'- 8.9" 3-02-07 11-10 T .( T Design conforms to main windforce-resisting 3-02-07 5-09-04 6-00-12 system and components and cladding criteria. '' T 2ltg1@i: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 L/ load duration factor=l,6, End vertical(s) are exposed to wind, Truss designed for wind loads M-5x6 M-3x8 M-4x6 in the plane of the truss only. 2 3 4 -/ i T2 I I rawmc M-3x4 0 1 1 ,-i 0 1 M M 0 1 1 Mil O 7 g. 5 * 6 M-1.5x3 M-3x8 M-1.5x3 M-3x6 y y 3-00-11 5-11 6-00-12 y 15-00-07 y �C NG N r- Sf, 89200PE <" JOB NAME : POLYGON 8256-A - G4 __ 46 . Scale: 0.4072 i� WARNINOS: GENERAL NOTES, unless otherwise noted OREGON Jz� 1.Builder and erection contractor ehsdid be advised of all General Notes 1.This design is based only upon the parameters shown and is for an hMMdual f ffll CC 1L7741.//�I VV `s(✓ Truss: G4 and Warnings before construction commences. building component Applicability of design parameters and proper A. t]`�, 2•°'‘400,:k" �� � 2.204 compression web bradng must pe Installed where shown+. Inuryoretwn of component k the realxmstbllily d the bulwlrg dsagner. /1 7 7 14 3.Additional temporary bradng to Ina stability during construction 2.Design assumes Me lop and bosom made to be laterally braced at V �P is the responsibility of the erecta. dillonal permanent bracing of 2'continuous end at eaID hino.csuch as ply unless braced throughout heir length by L'•w�R`_\ cantspent edging sr such as plywood required ethlnp(TC) v drywell(BC). [� DATE: 8/31/2017 the overall structure Is the respunal Sly of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ SE K 3 6 2 5 2 61 4.No bed should be applied b any est until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. 4' fasteners are complete and at no ti should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design weds be applied to any corn nab. 8.Deelgn for nes tafy l Ibeadrg et ail supports sheen.shim or wedge If ^ 5.CampuTnn has no control Over a a responsibility for the EXPIRES: 12/3112017 necessary. fabrication,handling,shipment end Installation on components. T.Design shallassumes adequateonboth fege is August 31,2017 8.This design is furnished suited to Ole Imitations sal forth by B.Plates shell be located on both feces d truss,and placed so molt unlet 9 TPVWTCA In BC51,copies of whbh AI be furnished upon request Ines cdndde wlm Joint center Ines. 9.Digits Indicate size of plate In Inches. MTek USA,Ino.IColnpuTrue Software 7.8.8(10-E 11.For basic connector plate design values see ESR-1311,ESO-1988(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 11.6" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ' TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-32) 13 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 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" -73/ 305V 0/ 31H 5.50" 0.49 KDDF ( 625) 2'- 8.8" 0/ 32V 0/ OH 5.50" 0.05 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 2'- 11.6" -30/ 72V 0/ OH 1.50" 0.12 KDDF ( 625) 12 3.00 pLZMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2,4,3I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL = 0.004" @ 1'- 9.4" Allowed = 0.120" MAX TC PANEL TL DEFL = -0.005" @ 1'- 9.4" Allowed = 0.181" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 2'- 10.8" MAX HORIZ. TL DEFL = -0.000" @ 2'- 10.8" Design conforms to main windforce-resisting system and components and cladding criteria. 3 , Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N 1 2 O r I M 1 O .71 I - - f o ->-<.. sx 4 M-3x4 / b y ��t� PR 1-00 2-11-09 '�4 GROF G 619 <4 2" `C' 89200PE fir r- JOB NAME : POLYGON 8256-A - H1 y,, �e":.- Scale: 0.9919 wow. ��. ' WARNINGS: GENERAL NOTES, unless otherwise noted: 0 OREGON N '`i Truss: H Z 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual '7�.," N* 44/and Wemings before construction commences. building component.Applicability of design parameters and proper 2 204 compreeslon web bracing must be Installed where shown.. Incorporation of component k the responsibility of the Wilding designer. //y q 1' 14 s�C 4 3.Additional temporary bracing b Insure stability during cansW scion 2.Design assumes the lop and vsly un chorda to be laterally braced al SJ A [} l+ Is the responsibility permanent bracing of 2 o a and x110'o c respectively unless braced throughout their length by �t f ,R �� ponslblll of the erector.Additional continuous sheathing such as plywood eheathlng(TC)and/or drywall(BC). 'tel! DATE: 8/31/2017 tin overall structure b the responsibility of Me building designer. 3.2x Impact bridging or lateral bracing required where shown/.. SEQ.: 1<3 6 2 5 2 6 2 4.No had should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design bads be applied to any componerd and are for"dry condition'of use. 5.CompuTrus has no control over end assumes no responsibility for the 5.Design assumes full bearing at all supporta Mown.shim or wedge If fabrication,handl' necessary. EXPIRES:' 12131/207 handling,shipment.o Installation o set tot ante. 9.Design assumes adequate drainage Is provided. August 31,2017 8.This design is furnished subject to Me limitation set forth by B.Plates shell be located on both faces of truss,and placed so ihdr center TPIANTCA In BCS(,copies of which colli be furnished upon request. lines coincide with Joint center tinea. m uTrus Software 7.6.8 7 L E 8.Digits Indicate size of plate In Inches. MiTek USA,Inc./Co P ( 6 10.For basic connector plate design values see ESR.1311,658-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 4.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 ROOF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 29 2-6=(-275) 563 3-6=(-609) 264 BC: 2x9 ROOF Al&BTR SPACED 29.0" O.C. 2-3=(-622) 266 6-4=(-132) 82 WEBS: 204 KDDF STAND 3-4=( -64) 59 LOADING 4-5=( -5) 2 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" 'i LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -71/ 556V -29/ 84H 5.50" 0.89 KDDF ( 625) ** For hanger specs. - See approved plans Ali 9'- 4.5" -47/ 421V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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 DEFL - -0.003" @ -1'- 0.0" Allowed- 0.133" MAX BC PANEL LL DEFL - -0.191" @ 9'- 8.3" Allowed- 0.365" MAX BC PANEL TL DEFL - -0.115" 9 4'- 8.3" Allowed= 0.986" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.004" @ 8'- 11.0" 5-02-12 3-10 0-03-12 MAX HORIZ. TL DEFL - 0.006" @ 8'- 11.0" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 3.00, - Wind: 190 mph, h-15ft, TCDL-6.0,BCDL-6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I M-1.5X3 load duration factor-1.6, 4 5 -i End vertical(s) are exposed to wind, Truss designed for wind loads X in the plane of the truss only. R M-1.5x3 3 os 1 00 . 1ilillj -.4 N M11111111111 I 2 1 III E o /-- 6 1 0 M-3x4 M-3x4 y ). b 8-11 0-05-08 �'T/� y 1-00 y 9-04-08 y `It2�,� PROfiess cy`4''.,. IV F,S, /per ' 89200PE < JOB NAME : POLYGON 8256-A - K1 �='- . •. Scale: 0.5294 ;� �� • WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON P4, v 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individualdual Truss: K 1 and Warnings before construdmn gommances. building component.Applicability of design parameters and proper /0 _/L! �0�� � I.2x4 compression web bracing mus + 14 t be installed where shown . Incorporation of component is the responsibility of me building designer. 7 7 3.Additional temporary bracing to(near°stability during construction z.Design assumes the top and bottom chords to be laterally braced at la Bre responsibility of the erector.Additional t bracing of 2'o.c.and et 10 o.c.respectively unless braced throughout Meir length by ML"• �` permanent conWuous streaming audit as plywood aheathlng(TC)and/or drywall(BC). [� l+ DATE: 8/31/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown o+ S EQ^: K3 6 2 5 2 6 3 4.No mad should be applied No any component until after all bracing and 4.Installation of truss Is the respanaldlity of the raapectNe contracto7 fasteners are complete end at no We should any loads greater than 5.Design assumes trusses are to be used in a nonconoaiva environment. TRANS I D• LINK design loads be applied to any component. end are for dry nondumn^o use. mpuinrs has no control over and assumes no responsibility far the 8.Design assumes�"beating"°"'uppade shown.Shim or wedge If 5.CoEXPIRES:- 12/31/2017 sary,um fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. August 31,2017 6.This design is furnished subject to Be limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/TCA in SCSI.copies of which ell be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,InciColnpoTrus Software 7.6.8(1L}E 10.For basic connector plate design values see ESR-1311.656-1988(MOCk) i This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1)1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 27 8- 9=(-487) 1176 2- 8=1 -227) 138 12-13=1-142) 445 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -24) 71 9-12=1-412) 1264 8- 3=1-1360) 362 12- 6=1-386) 980 WEBS: 2x4 KDDF STAND 3- 4=(-1346) 325 10-11=1 0) 0 3- 9=1 0) 212 13- 6=)-278) 179 LOADING 4- 5=1-1157) 348 11-13=( -9) 23 9- 4=) 0) 187 13- 7=1-117) 518 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1218) 461 13-14=1 -57) 76 4-12=) -519) 91 7-14=(-744) 263 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -616) 221 5-12=) -242) 202 TOTAL LOAD= 42.0 PSF 11-12=) 0) 44 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -136/ 926V -129/ 210H 5.50" 1.48 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 19'- 1.0" -100/ 795V 0/ OH 5.50" 1.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 7-05-02 5-06-14 6-01 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" f T >( f MAX TL DEFL - -0.002" @ -1'- 0.0" Allowed- 0.133" MAX LL DEFL = -0.046" @ 8'- 11.9" Allowed 0.908" 3-08-09 3-08-09 1-07-10 3-09-08 6-02-12 MAX TL DEFL = -0.076'• @ 8'- 11.9•' Allowed= 1.211" f f f f f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 12 3.00 0 7.00 M-7x6 Q 7.00 MAX HORIZ. LL DEFL = -0.016" @ 18'- 11.2" 67/0" MAX HORIZ. TL DEFL = 0.026" @ 18'- 11.2" '.....m..-. Design conforms to main windforce-resisting 1111441044 system and components and cladding criteria. Wind: 140 mph, h-22.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 4.0� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 0(11load duration factor=1.6, 5 End vertical(s) are exposed to wind, Truss designed for wind loads • M-5x6 1 M-3x4 in the plane of the truss only. 9 7 =M-9x9 ll a� 3 a M-1.5x3 e o 2 ,-• o s I ,1 8�_ M � 12 AAA M-4x9 M-3x4-1 .1 e� 10 11 13 ''14 ' M-1.5x3 M-3x8 M-1.5x3 M-5x8 1 1 y y 1 1 7-01-10 0-09-13601-12 3-11-09 6-01 y ), b b 1-00 7-11 11-02 l b l ), ��<Iv PR Qp ss 8-11 1-00 10-02 i, i' �5 �NGINE.e. /0 19-01 ,,- ,_`4../ - 89200PE ��' JOB NAME : POLYGON 8256-A - M1 1,=4411,011e11109. • /P • Scale: 0.2746 WARNINGS: GENERAL NOTES, unless otherwisenoled. © �,/'OREGON 44/ 1 Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and Is for an individual % • y,,, Truss: M1 and Wamings before construction commences. building componen Applicability of designparameters and V 2 204 compression web bracing B proper ` Inco tion of component N Me responsibility of the building dodos �O 9 y ,a 4 2.° _•{.� g must be instdiea where shown+ 'pore ty r 4+ 11 3.Additional temporary bracing to Insure stability during construction �.Design assumes Me top and bottom clxxde to be laterally braced et la the responsibility of the erector.Additional permanent bredng o! 2'a.c.end at 10'o.c.respectively unless braced throughout Meir length by �4 R R 10- continuous sheathing such as plywood sheathing(TC)and/or drywaREIC). DATE: 8/31/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• SEQ.: K3 6 2 5 2 6 4 4.No bad should be applied to any component until after all bredng end 4.Installation of hose Is the responsibility of the respective contractor. fasteners are complete end at no give should any loads greater then 5.Design assumes busses are to be used in a non-corrosive environment. TRANS I D• LINK design loads be applied to any component: end are for rely condition.of use. 5.Campania has no control over and assumes no responsibility for the I Dea lin assumes NII bearing el all supports shown.Shim or wedge H EXPIRES: 12/31/2017 fabrication,handling.shipment and installation of components. 7.Design esumes adequate drreinage is provided. August 3 ,2017 8.The design b furnished subject to the limitations set fort by 8.Plates shell be located on both faces of truss,and placed so their center TPIIWTCA in BCSt,copies of which will be furnished upon request. lines colndde with Joint canter lines. MiTek USA,Inc./Com uTfus Software 1 L 7.6.8 0.Digits Indicate size of plate In Inches. F ( )'E 10.For beet connector plate design values see ESR-1311,ESR-1088(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 18'- 10.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 27 8 9=(-490) 1157 2- 8=( -227) 138 12-13=(-144) 425 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=( -24) 71 9-12=(-411) 1237 8- 3=(-1338) 354 12- 6=(-384) 970 WEBS: 2x4 RODE STAND I 3- 4=(-1318) 319 10-11=( 0) 0 3- 9=( 0) 206 13- 6=(-287) 183 LOADING 4- 5=(-1128) 342 11-13=4 -9) 23 9- 4=( 0) 190 13- 7=(-120) 509 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1189) 455 13-14=( -60) 79 4-12=( -514) 89 7-14=(-736) 262 BC LATERAL SUPPORT <= 12"OC. UON. 'i DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -590) 220 5-12=( -242) 202 TOTAL LOAD= 42.0 PSF 11-12=( 0) 46 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -135/ 916V -128/ 212H 5.50" 1.47 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 18'- 10.0"- -98/ 785V 0/ OH 5.50" 1.26 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" 7-05-02 5-06-14 5-10 MAX TL DEFL - -0.002" @ -1'- 0.0" Allowed- 0.133" T ,1 f ,1' MAX LL DEFL - -0.045" @ 8'- 11.9" Allowed- 0.896" 3-08-09 3-08-09 1-07-10 3-09-08 5-11-12 MAX TL DEFL - -0.074" @ 8'- 11.9" Allowed= 1.194" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 12 MAX HORIZ. LL DEFL - -0.016" @ 18'- 8.2" 3.00 "' 7.00 P' M-7x6 Q 7.00 MAX HORIZ. TL DEFL = 0.026" @ 18'- 8.2" 6 7.0' Design conforms to main windforce-resisting ice( system and components and cladding criteria. Mil\ Wind: 140 mph, h-22.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0' load duration factor-1.6, M-1.5x3 End vertical(s) are exposed to wind, 5 Truss designed for wind loads in the plane of the truss only. M-Sac M-3x4 4 7 M-4x4 '! ri -/ 3 M-1.5x3 �� 2 oo 1444444444414411:o N SiG� a OI I '"I 8�" 9 12 I_ M-4x4 M-3x4 0, -+ `A. ISI 10 11 13+ *14 M-1.5x3 M-3x8 M-1.5x3 M-5x8 3' i b h 1 ), 7-01-10 0-094(3431-12 3-11-04 5-10 b .1 b k 1-00 7-11 • • 10-i1 r y8-11 y1-0018-10 9-11 y ,`Cp� t�NG E�C',�y6sf0..1, ,, 18-10 � V 'T "6'�a 89200PE r JOB NAME : POLYGON 8256-A - M2 ''''j Scale: 0.2672 Al"' WARNINGS: GENERAL NOTES, unless otherwise noted: + OREGON )a 1.Bidder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an IndMduS y� `s(✓ Truss: M2 and Warnings before construction convneroea building component.Applicability of design parameters and proper �/ %.d ^ VI � 2.204 compression web braGng mastiba Metalled where shown s. incorporation of component Is the responsibility of me building designer. -7 i" A V 3.Additional temporary bracing to ins stability during construction 2.Design assumes the lop and bottom chords b be laterally braced at �A 'Y aP la the responsibility of the erector. Atonal permanent bradng of T o.c.and et 10'o.c.respectively unless braced Mreughaul mein length by '_/ a, � V IO- DATE: 8/31/2017 fhe overall ebuoturo is IM nor NI f the building deal continuous sheathing such as plywood sheathing(TC)rC)and/or dryxag(BC). H pons ty a 9 gner. 3.20 Impact bridging orlateral bracing required where shown*• S E K3 6 2 5 2 6 5 4.No load should be applied to any mpenant until after at bracing and 4.Inetallaeon of truss is the responsibility of Me respective contractor. 4'' fasteners are complete end at no ti should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, design beds be applied to any component. and are for'dry condition'of use. TRANS I D: LINK s.comparrus has no control over and assumes no responsibility for the 8.Deagn assumes mil bearing et all suppo a shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. gory. 7.Ptates hall ea adequate drainage e la truss, August 31,2017 8.This design is furnished subject to the limitations set forth by 3.Plates shell be located on both faces of truss,and placed so their center g TPIAwICA in BC31.copies of which will be furnished upon request. Ines coincide SIM Mint center lines. 9.Digits indicate dee of plate in Indies. MiTek USA,Inc./CompuTrus Software 7.6.8(1L(-E 10.For bask connector plate design values roe ESR-1311,138-1998(Mitek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 196 6-7=(-196) 202 6-2=(-558) 213 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. WEBS, 2x9 KDDF STAND 2-3=(-361) 128 7-8=( -19) 26 2-7=( -36) 194 3-4=(-361) 128 7-3=( 0) 200 LOADING 4-5=( -6) 146 7-4=( -36) 194 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 9-8=(-558) 213 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 PIF Ground Snow (Pg) 0'- 0.0" -78/ 598V -207/ 207H 5.50" 0.96 KDDF ( 625) M-1.5x9 or equal at non-structural 9'- 11.0" -78/ 598V 0/ OH 5.50" 0.96 KDDF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND INC 2015 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 = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL - -0.001" @ -1'- 0.0" Allowed= 0.133" 9-11-08 MAX LL DEFL = -0.001" @ 10'- 11.0" Allowed = 0.100" 4-11-08 MAX TL DEFL - -0.001" @ 10'- 11.0" Allowed = 0.133" T f f MAX TC PANEL LL DEFL = 0.099" @ 2'- 6.8" Allowed = 0.951" 12 12 MAX TC PANEL TL DEFL - 0.258" @ 2'- 8.9" Allowed= 0.677" M-4x6 SEASONED LUMBER IN DRY SERVICE CONDITIONS 14.00 F N14.00 3 4•0rr MAX HORIZ. LL DEFL = -0.001" @ 9'- 9.2" AI MAX HORIZ. TL DEFL = 0.001" @ 9'- 9.2" M-3x6 �� M-3x6 '�' lilt Design conforms to main windforce-resisting ,� system and components and cladding criteria. I,,' Mmdl 140 mph, h=19.4ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x4 IIIIIIiM-1.5x4 in the plane of the truss only. 4h Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top chord. Insure tight fit at each end of let-in. outlookers must be cut with care and are permissible at inlet board areas only. M-3x6 M-3x6 M-3x4 M-3x4 2 AA 0 o Ao 1 6�� M-1.5x3 M-3x8 M-1.5x3 b y y 4-09-12 5-01-04 G) PR VFis b b 1-00 9-11 y 1-00 y �..�. GINEF W :9200PE 9r„ JOB NAME : POLYGON 8256-A - Ni Scale: 0.3643 1 I 1. WARNINGS: GENERAL NOTES, unless otherwise noted: 72- OREGON ��. Truss: N 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 h and Warnings before construction commences balding component Applicability of design parameters and proper I.Vf Z 2x4 compression web bredng must be InelCited where Shawn.. incorporation of component Is the responsibility of the building designer. /O Y 7 4 A O\ 4 3.Additional temporary bracing to Insure Nabary during construction 2.Design assumes the top and bosom chorda to be laterally braced et / •�., �(ry Is the responslbAly of the erector.Additional permanent bredng of 2'do end at 10'c.c.respectively unless braced throughout their longer by `- DATE: 8/31/2017 iha owed slmdure b the responsibility of the buedng designer. continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). 'R R I L' 4.No load should be applied to any3.in tmptG bridging nic or lateral bracing ty of the where shown++ \\\i'1 fl v SEQ.: K 3 62 5 2 6 6PP component until after all bredng end a.installation of truss is the responsibility M the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes vases are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition'of use. 5.Compurrus has no control over and assumes no responsibility forme 6.ase n ore,mss 6,l booing al al supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. nary.u 6.This design is furnished subject to the limitations set forth by e.Plates shalt be located 7.Design assumes uen bate oth drainage placed so their center August 31,2017 TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center linea. MTek USA,Inc./CompuTrus Software 7.6.8(1 L}E g.Digits Indicate elze of plata In inches. 10.For basic connector plate design values see E5R-1311,ESR-1988(MITek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF kibBTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 146 6-7=(-196) 202 6-2=(-558) 213 BC: 2x4 KDDF Y1&BTR SPACED 24.0" O.C. 2-3=(-361) 128 7-8-( -19) 26 7_3=( -36) 200 6) 199 WEBS: 2x9 KDDF STAND LOADING 4-5=) -6) 146 7-4=( -36) 194 TC LATERAL SUPPORT <= 12"OC. UON. III LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-8=(-558) 213 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 9'- 0.0" -78/ 598V -207/ 20 OH 5.50" 0.96 KDDF ( 625) 9'- 11.0" -78/ 598V 0/ OH 5.50" 0.96 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0.001" @ -1'- 0.0" Allowed- 0.100" MAX TL DEFL - -0.001" @ -1'- 0.0" Allowed- 0.133" MAX LL DEFL = -0.001" @ 10'- 11.0" Allowed - 0.100" 4-11-08 4-11-08 MAX TL DEFL = -0.001" @ 10'- 11.0" Allowed - 0.133" MAX TC PANEL LL DEFL - 0.099" @ 2'- 6.8" Allowed= 0.451" fMAX TC PANEL TL DEFL - 0.258" @ 2'- 8.9" Allowed., 0.677" 12 12 M-4x6 SEASONED LUMBER IN DRY SERVICE CONDITIONS 14.00 7 N14.00 _ .001 _ 3 4.0" MAX HORIZ. TL DEFL = 0.001" @ 9'- 9.2" AK Design conforms to main windforce-resisting } system and components and cladding criteria. 3 Wind: 190 mph, h=19.4ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, his (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Drr), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 2 f 4* -/ P 0 oo 0 p -6E2- Ill 1 1 6 g 7 g8 M-1.5x3 M-3x8 M-1.5x3 y > y �_co PRQFF 4-09-12 5-01-04 s y 1-00 b 9-11 y 1-00 y rI.,,. N F9 /o� ,.....89200PE r JOB NAME : POLYGON 8256-A - N2 /�'� . •.'' Scale: 0.3643 �� • 71 WARNINGS: GENERAL NOTES, unless otherwise noted. • - OREGON *_'� L47 I Builder and erection contractshould be advised of at General Notes 1.This design is based only upon the parameters shown and le for an Individual l`VAs Truss: N2 and Warnings before construction me^nes building component.Applicability of design parameters and proper y 2.2x4 compression web bracing mut be Installed where shown 4. I^corporation of component Is the responsibility of the building tlssigner. / _ 1 4 2.0 2.Design assumes me top antl bottom chords to be Werally braced el 3.Additional temporary bracing to Won,stability during construction 2'o.c.end N 10'o.c.respectively unless braced throughout ihelr length by is the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)andfor drywell(BC). ER R I i_\- DATE: 8/31/2017 the overall structure is the respon Witty of the building designer. 3.20 Impact bridging or lateral bredng required where shown a e S E 4.No load should be applied to any mponent until after all brad^g and 4.Installation of truss is the responsibility of the respective contractor.Q•• K 3 6 2 5 2 6 7 fasteners are complete and at no should any loads greater then 5.Design assumes busses are to be used in a non.orroelve enaronment, design wase be applied to any w ponhent. and are for"dry condition"of use. TRANS ID: LINK 5.co Trvs has no control over ofd eesumes no responsibility for the e.Desitin assumes hill bearing al all supports shown.Shim or wedge H EXPIRES: 12/31/7017 rope panty ty ne...asae I fabrication,handling,ed shipment and 05 bnetan of components. 7.Design umes adequate drainage is provided. AuC August 31,20 1 7 8.This design is furnished subject to the limitations set IoM by 8.Plates shall be located on both faces of toss,and placed so they canter TPI/WICA M SCSI,copies of which will be furnished upon request. t.Ilnes coincide slSr sit plateeter lines. inches.of MiTek USA,Ino./CompuTrus Software 7.8.8(1 L)-E 10.For basic connector plate design values see E5R-1311.ESR-15138(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-11-00 GIRDER SUPPORTING 19-01-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/C4=1.00 TC: 2x4 KDDF k1SBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 -104) 74 1- 6=(-236) 928 1- 2=(-1792) 338 4- 8=1 -158) 824 BC: 2x0 KDDF d1SBTR 2- 3=(-1194) 338 6- 7=(-236) 920 6- 2=( -158) 824 4- 5=(-1792) 338 WEBS: 2x9 KDDF STAND; LOADING 3- 4=(-1194) 338 7- 8=(-172) 920 2- 7=1 -316) 158 2x6 KDDF #2 A LL - 25 PSF Ground Snow (Pg) 4- 5=1 -104) 74 8- 5=(-174) 928 7- 3=1 -458) 1570 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 11.0" V 7- 4=( -316) 158 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 213.5)+DL( 165.2)- 378.8 PLF 0'- 0.0" TO 9'- 11.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -468/ 2195V -155/ 155H 5.50" 3.51 KDDF ( 625) 9'- 11.0" -468/ 2195V 0/ OH 5.50" 3.51 RODE ( 625) nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 2 row(s) throughout 2x6 webs, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = -0.008" @ 4'- 11.5" Allowed e 0.450" MAX TL DEFL - -0.014" @ 4'- 11.5" Allowed - 0.600" 4-11-08 4-11-08 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' T 1' MAX HORiz. LL DEFL .. 0.002" @ 9'- s.s^ 2-05-12 2-05-12 2-04 2-07-08 f f f fMAX HORIZ. TL DEFL = 0.003" @ 9'- 5.5" 12 M-9X6 12 Design conforms to main windforce-resisting 14.00 system and components and cladding criteria. 14.00 3 4.0, Wind: 140 mph, h=22.4ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, Pl (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �`�1II load duration factor=1,6, "�' Truss designed for wind loads in the plane of the truss only. 9. M-3x12 M-3x12 2 o o .-1 _,, �� N cep ■ o ,_, 6 7 g ..5 M-3x12 M-1.5x3 M-3x8 M-1.5x3 M-3x12 b y y ) 2-05-12 2-05-12 2-05-12 2-OS-12 `to PR pp .`` b y 9-11 6.5 ,NGNN ',� /0. '� 89200PE 11,,,,,.. JOB NAME : POLYGON 8256-A - N3 _Mialilit‘ A► Scale: 0.3468 '� (y. ' WARNINGS: OENERILL NOTES, unless o tIre ae noted. ^a.,E "L Truss: N 3 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an IndiAdual17/.... (.J P"( and Warnings beton construction commences building component Applicability of design parameters and proper A ` 2.254 compression web bracing must be installed where shown Incorporation of component is the responsibility of Me bulging designer. //t ,A1}- y 1 4 A4 V� 3.Additional temporary bracing to insure stability during construction P Design assumes the top and bottom es braced o be laterally braced ee V )) + 4 Is 0.e responsibility of the erecta.Additional permanent bracing of Z'o.c.and at 10'o.c.respectively unless Mesad ihreughout their larplh byR R10- 0-DATDATE: E: 8/31/2017 the overall structure Is the responsibility continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). pan ty of the building designer. 3.ls Impact bridging or lateral bracing required where shown•s SEQ.: K3 6 2 5 2 6 8 4.No load should be applied to any component until after all bracing and 4.Installation of toss is the responsibility of Me respective contt ractor. fasteners are complete and at no time should any loads greater than 5.Design assumes tosses are to be used in a non-corrosive enurenment, TRANS I D: LINK design toads be applied to any component. and are for'dry condition.of use. 5.ConpuTrus has no control over end assumes no responsibility forme 8.Design assumes NII bearing at ell supports shown.Shim or wedge if EXPIRES• 12/31/2017 fabrication,handling,shipment and Installation of components. necoeeary. L/�r C 7.Design assumes adequate drainage Isprodded. August 3 ,20 7 e.This design is furnished subject to the limitations set forth by A Plates shall be located on both feces of Was,and placed sotheir center TPITWTCA in SCSI,copies of which will be furnished upon request lines coindde with joint canter lines. D.Digits indicate size of plate In inches. MiTek USA,Inc./CempuTnos Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1998(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+D ( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h-23.6ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, L DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 95.0 PSF load duration factor-1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-06 7-06 T 'f 1' 12 JIM-4x4 12 14.00 P7 3 14.00 1,111 N ;�a1�IIIIIIIII 1��1 ' N 0 1 M-7x6 M-7x6 o II °O PROF y Co'' c�GINEE" `i/ � 0 1-00 15-00 R 29 89200PE r JOB NAME : POLYGON 8256—A — LGE -+fi . Scale: 0.2977 O ' Cr WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON L(/ 1.Builder and erection nontradar should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an indMdual /,, it, Truss: LGE and warnings before construction commences building component Applicability of design parameters and proper / %.[I (��� �� 2.Zea compression web bracing must be Installed where shown Incorporation of component Is the responsibility al me building tlealgner. /l 7 y 14 r�V 3.Additional temporary bracing W insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced at R'� b the responsibility of the erector.Additional permanent bracing of 2'continuous end at hes o.c.such a plyoodunless braced(TC)and/or melt length by !'j R 10- DATE: 8/31/2017 the Doren structure Is the reI oi6 of building designer. 25I impact sheaming each as SI 9,E sheathing(TC)ariNar drywell(BC). spells N ng gner. 3.2e Impact bridging or lateral bracing required where shown+• 4.No bad should be applied b any proponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K3 6 2 5 2 6 9 fasteners are complete and at no time shook/any loads greater than 5.Design assumes Biases are to be ased in a non-corrosive environment, ndition.of USIA. TRANS I D: LINK design loads be applied to any conlpmlenl. 8.Design assumes full bearing at a6 supports shown.Shim or wedge If 5.CampuTms hes no conal over and assumes no responsibility for the necessary. EXPIRES:' 12/31/2017 fabrication.handling,shipment and.installation of components. 7.Design assumes adequate drainage is provided. August 31,2017 8.This design is furnished subject to the kmitations set forth by 8.Plates shall be located on both faces of Truss,and placed so their center TPIN,TCA M SCSI.copies of which will be furnished upon request lines coincide with joint center tines. 9.Digits Indicate dee of plate in inches. MiTek USA,Inn./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 31Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property IEE4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. 11.4„. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0'1/16 r 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 0 may require bracing,or alternative Tor I AMM _ Obracing should be considered. S1�� (� 3. Never exceedthe degldig hwn nd eve01123-33-1.1iiildiArti U p stack materials on inadequatelysinbracedsotrusses.an4. Provide copies of this trussnoa design to the building r For 4 x 2 orientation,locate C7-8 C6 7 cep E designer,erection supervisor,property owner and plates 0- 'hrf from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that //� Indicated by shown and/or SYP represents values as published specified. by text in the symbolbracinsection aond/or by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. II Indicates location where bearings (supports)occur. Icons vary but © 16.Do not cut or alter truss member or plate without prior 2012 MiTek®All Rights Reserved approval of an engineer. ■EM■ reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. an MI `� 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal WI 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. snot sufficient. miTeke BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013