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Plans (76) ULL111111111 INN 1 LaLA t, C ,V. P Novmit 1 9 2018 MiTek8IIGARD ')1V1 sjoN MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3-A DL ASE 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: K5583503 thru K5583554 My license renewal date for the state of Oregon is December 31,2019. PR Opt. o1NEe a 2 414 89200PE ,,OREGONi', '© 4k 14 20. + MFRRO-� ' . ... moi.• �. _LL._ ..._ �. . January 9,2019 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. .01,T MiTek8 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3-A DL ASE 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: K5583503 thru K5583554 My license renewal date for the state of Washington is May 16,2019. RRILL ofw 0 er � 513 -tOsG � -� . • January 9,2019 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. 1r I I 1 This design prepared from computer input by ;I JP • 11 LUMBER SPECIFICATIONS TRUSS SPAN 14'- 2.0" 'GOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. J TC: 2x4 KDDF 81&BTR ') LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR I SPACED 24.0" 0.C. Design conforms to main windforce-resisting system and components and cladding criteria. - TC LATERAL SUPPORT <= 12"OC. UON. it LOADING BC LATERAL SUPPORT 0= 12"OC. UON. ' - LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i�, 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. fi. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. ii M-1x2 or equal typical at stud verticals. t. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for �'� AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 7-01 l' 7-01I, If T '1 12il 11M-4x4 12 19.00 T \14.00 II, // \ . \ 9,EPROF I � dGEF„/per' \ �� Qs41 89200PE r9 rl • • OREGON t. .0 L��'gY14 2�� P M-6x6 —M-6x6 EXPIRES: 12-31-2019 il 1-00il 14-02 PDLL` I J0 s+WASSit, , e 1 S er '�' JOB NAME : POLYGON 3- DL ASE - Al Scale: 0.3089• i4fi, i �0 Ai WARNI GENERAL NOTES, unless otherwise noted: ; I.Builder •erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual Truss: Al and I gs before construction commences. building component.Applicabiltty of design parameters and proper -147 �/ 2.2.4 co eaten web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. /� 2.Design assumes the top and bottom chords to be laterally braced at 3.Adak, temporary bracing to insure stabllay during construction T o.c.and at 7 a o.c.respectively I braces throw haul Meir length 1, I Pod s g rre b. L 4),51398 ,•',V is the r- •risibility of the erector.Additional permanent bracing of continuous sheathing such plywood s braced throughout and/or air len th b Q +ll x,155• DATE: 1/9/2019 the owe I stricture is the responsibility of the building designer. 3.20 Impact badging or lateral bracing required where shown++ I 4 No load I •Id be applied to any component until after all bracing and 4 Installation of truss Is the responsibility of the respective contractor. SEQ.: K55835035.Da assumes trusses are s$ teaten. era complete and at a time should any bads greeter then �gn IONAL TRANS I D: LINK design I•-be applied to any component and are for"dry condition"or use. 1 8.Design assumes full bearing at as supports shown.shim or wedge tt 5.Compu s has no control over and assumes no responsibility for the necessary fabrics,l handling,shipment and Installation or components. 7.Design assumes adequate drainage is provided. January 9,2019 B.This de I le furnished subject to the limftstions set forth by 8.Plates shall be boated on both faces of truss,and placed so their center a•) TPI/W1 I in BCSI,espies of which will be rumished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek ' Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector Mate design values see ESR-1311,ESR-1888(MiTek) IL This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq-1.00 TC: 2x9 KDDF el(BTR LOAD DURATION INCREASE = 1.15 1-2=( -26) 80 1-7=(-100) 365 1-2=(-634) 160 BC: 2x4 KDDF p1513TR SPACED 24.0" O.C. 2-3=(-521) 200 7-6=( -60) 308 3-7=(-193) 231 WEBS: 2x4 KDDF STAND; 3-4=(-433) 255 7-4=(-255) 413 2x6 KDDF 92 A LOADING 4-5=(-448) 261 7-5=(-228) 246 LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-580) 193 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 2-00-00 0-00-00 LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -75/ 585V -216/ 217H 5.50" 0.94 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 11.0" -84/ 584V 0/ OH 5.50" 0.93 KDDF ( 625) ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net)-5 psf u.lift at 24 "oc s•acin•. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.014" @ 3'- 2.7" Allowed = 0.650" MAX TL DEFL = -0.023" @ 3'- 2.7" Allowed = 0.867" 6-10 7-01 SEASONED LUMBER IN DRY SERVICE CONDITIONS T f f MAX HORIZ. LL DEFL = 0.004" @ 13'- 5.5" 1-05-09 1-10-07 3-06 3-06 3-07 MAX HORIZ. TL DEFL = 0.005" @ 13'- 5.5" T 1 - 1 T --- T T 12 12 Design conforms to mai wi ndforce-resisting M-4x6 19.00 I7 \\ 19.00 system and components and cladding criteria. 4.0" 4 „/„/ j Wind: 140 mph, h=22-Bft, TCOL=4.2,BCDL=6.0, ASCE 7-10, II (All Heights), Enclosed, Cat.2, Exp-B, MWFRS(Dir), load duration factor=l-6, LIIIIH Truss designed for wind loads in the plane of the truss only. k' ED PROF M-1.5x3 M-1.5x3 L��NGINFc��'/�2 3,% v �' cr 89200PE �r M-3x9 er yL ,�OREGON t, �� o 'o M y 14 2°N Q-}- A A �� I L ER I RRiL of 1** * 7 ._ �6 0 * M-3x8 M-3x8 M-3x4 EXPIRES: 12-31-2019 ), ,1 ), 6-10 7-01 13-11 $RRILZ & JOB NAME : POLYGON 3-A DL AS - A2 Scale: 0-2723 „`'•�-� ', Q$ WARNINGS: III I w GENERAL NOTES, unless otherwise noted. • �,/��•• 1.Builder and erection contractor shoukeba advised of al General Notes 1.This designisbased only upon the parameters shown and is for an individual r Truss: A2 and Warnings before construction oordmences. building component.Applicabilky of design parameters and proper 2.2a4 compression web bracing must W Installed where shown+. incorporation of component k the responsibility of the building designer. r 2.Design assumes the top and bottom chords to be laterally braced at w0 3.Additional temporaB bracing to insioNstablidy during construction 9 Is the responsibility of the erector.Additional permanera bracing of 7 o.c.and a1 oe h,n respedivety unless braced throughout their length M .,� 51398 ley continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 1/9/2019 the overall structure is the responsibility of the budding designer. 3.Zr(Impact bridging or lateral bracing required where shown++ °�‘.70 �CISTEg SEQ.: K 5 5 8 3 5 0 4 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. y fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, VS,. �v design bads be applied to any component. and are for"dry condition'of use. TRANS I D: LINK 6.Design assumes full bearing at al supporta shown.Shim or wedge d 5.CompuTrus has no control over and assumes no responsibility for the nece y. fabrication,handling,shipment and installation of components. 7. sna assumes Plat sn shall adedaon drainageisprttusis,an January 9,2019 6.This design is furnished subject to the limitations sat forth by 8.Plates shah be bested on both faces of truss,and placed so their center TPUWICA in BCSI,copies of which w111 be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Int./CompuTrus Software 7.6.8(1LK 10.For basic connector plate design values sea ESR-1311,ESR-1908(MITek) 11 This design prepared from computer input by ii PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-11-00 GIRDER SUPPORTING 39-09-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=(-5618) 1256 1- 6=(-748) 3158 1- 2=(-5618) 1256 4- 8=( -606) 2842 BC: 2x6 KDDF #1&BTR II 2- 3=(-3656) 934 6- 7=(-742) 3136 6- 2=( -580) 2708 4- 5=(-5648) 1264 WEBS: 2x4 KDDF STAND; ji. LOADING 3- 4=(-3658) 934 7- 8=(-696) 3320 2- 7=(-1350) 432 2x9 KDDF STUD A (ii LL = 25 PSF Ground Snow (Pg) 4- 5=(-5648) 1264 8- 5=(-700) 3342 7- 3=(-1346) 5224 11 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 13'- 11.0" V 7- 4=(-1656) 500 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 471.9)+DL( 340.9)- 812.8 PLF 0'- 0.0" TO 13'- 11.0" V BC LATERAL SUPPORT <= 12"OC. UON. i 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) ** For hanger specs. - See approved plans {I� REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -1382/ 6101V -217/ 218H 5.50" 9.76 KDDF ( 625) ( 13'- 11.0" -1377/ 6101V 0/ OH 5.50" 9.76 KDDF ( 625) ( 2 ) complete trusses required. I, BOTTOM CHORD CHECKED FOR 102SF LIVE LOAD. TOP Attach 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. _ ,- „ nails staggered: 1/r 9" oc in 1 row(s) throughout 2x4 top chor4i, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6" oc in 2 row(s) throughout 2x6 bottom c rds, MAX LL DEFL - -0.039" @ 6'- 10.0" Allowed = 0.650" 9" oc in 1 row(s) throughout 204 webs. ) NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. MAX TL DEFL - -0.065" @ 6'- 10.0" Allowed = 0.867" PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR SEASONED LUMBER IN DRY SERVICE CONDITIONS '. TO FABRICATION OF TRUSS. • MAX HORIZ. LL DEFL - 0.010" @ 13'- 5.5" MAX HORIZ. TL DEFL - 0.017" @ 13'- 5.5" 6-10 7-01 T 7' 7' Design conforms to main windforce-resisting 3-07-08 3-02-00 3-02-08 3-10-08 system and components and cladding criteria. T 1 t T T T 12 -, 12 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • M-4X6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.00 P7 .14.00 load duration factor-1.6, 4.0" Truss designed for wind loads 3 A\ in the plane of the truss only. L',. v o ��EO PROFESS ��5 �GNGINEF9 /0 2 M-4x12 M-4x12 9 89200PE r A :AL • IIIg■w® iI_[1\ ] o EXPIRES: 12-31-2019 0 1 +* 6 ;k1' 7 8 5 I M-3x10 M-3x8 M-7x8 M-3x8 IIM-6x6 0 > b b - J' y 3-05-12 3-04-00 3-04-04 3-08-12 y apir. s t WAS 8 13-11 >, JOB NAME : POLYGON 3-'. DL ASE - A3 Seale: 0.2848 �r ° WARNIN GENERAL NOTES, unless otherwise noted: I r./ ; 1.Builder erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Truss: A3 and Wa l before construction commences. building component.Applicability of design parameters and proper - r 2.2r4 co action web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. !�'r 1 2.Design assumes the lop and bottom chords to be lateralN braced at 51398 k� 3.AddXb temporary bracing to Insure stability during construction T o.c.and at to 0.0.respectively unless braced throughout their length by is the n •risibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaN(BC). C)4,��G '� DA'Z'E: 1/9/2 019 the ova sbucture is the responsibility of Me building designer. 3.2x Impact bridging or Meral bracing required where shown+* ID 1>•+s- 4.No lead •old be applied to any component until after al bracing and 4.Installation of truss is the responsibglly of the respective contractor. '['S'cn `� SEQ.: K 5 5 8 3 5 0 5 fasten -complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, S'0N A L''1 TRANS ID• LINK 1 and are for"drycentlaion"of use. A design 1•n be applied to any component. 8.Des' hit bearing t al supports shown.Shim or wedge it E Campo has n control over and assumes no responsibility for the necegn assumes g eg fabrca,I handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. January 9,2019 6.This• Sfurnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so theircenter TPIMVI. in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. I 9.Digits indicate size of plate In inches. MiTek Ino./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) 11 iI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RODE #16BTR LOAD DURATION INCREASE = 1.15 1-2=) -6) 146 5-6=(-615) 671 5-2=(-463) 410 BC: 2x4 KDDF #1&BTR • SPACED 24.0" O.C. 2-3=(-489) 516 2-6=(-519) 523 WEBS: 2x4 KDDF STAND; • 3-4=( -20) 9 6-3=(-523) 482 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 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" -68/ 455V -256/ 370H 5.50" 0.73 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 6'- 4.7" -292/ 414V 0/ OH 5.50" 0.66 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24_c spacing. 1 vertical members (uon). BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-1/290, 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 TC PANEL LL DEFL = 0.519" @ 3'- 0.5" Allowed = 0.568" 6-01 0-03-12 MAX TC PANEL TL DEFL = 0.485" @ 3'- 0.5" Allowed = 0.852" r SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.005" @ 5'- 11.2" M-1.5x3 -/ MAX HORIZ. TL DEFL = 0.005" @ 5'- 11.2" 14.00 / • A Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ��NG0 PROFFss ��c� � INpF'4 /O 0 Q� 89200PE 9r M-3x4 /illtrj 12. 4."OREGON o, <0 i /0 '9y1412o� 0 N MFR R ILA-0P J_ 6 6 EXPIRES: 12i1-2019 M-1.5x3 M-3x4 1-00 6-04-12 91,V'RRILl,8 • JOB NAME : POLYGON 3-A DL ASE - B1 0 �'' Scale: 0.3119 �� 1r- . WARNINGS: GENERAL NOTES, unless otherwise noted: r-...-/ , 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual I` Truss: Bi and Warnings before construction cormmences. budding component.Applicability of design parameters and proper - r 2.2e4 compression web bracing must be installed where Mown v. incorporation of component Is the responsibility of the building designer. „e 3.Additional tem bracingto insure stabil dun 2.Design assumes the top and house chords to be laterally braced at Av'�1 51398 �.y temporary stability dining construction 2 0.0.and at 10.o.c.respectively unless braced throughout their length by ~ is the responsibility of the erector.Addlionel permanent bracing or continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). O DATE: 1/9/2019 the Qwest structure is the responsibility of the building designer. 3.Dr Impact bridging or lateral bracing required where shown v+ .-6,(3, ��ISTEg� . ' SEQ.: K 5 5 8 3 5 0 6 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. s, -043 fasteners are complete and at no Iime should any bads greater than 5.Design assumes trusses are b be used m a non-corrosive environment. ZONAL TRANS I D• LINK design bads be applied to any component. and are for ary condition"or ase. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes ml bearing at all supports shown.Shim or wedge it necessary. • fabrication,handling,shipment and Ircallation of components. T.Designhallelcedboneothifacedo trsised. January 9,2019 6.This design K furnished subject to the limitations set bit by e.Plates snap be located on both noes of truss,and placed so their center - TPWWCA in SCSI,copies of which WM be mrmahed upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) i' k. I. • This design prepared from computer input by i; PACIFIC LUMBER-BC - i LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF 91&HTR • LOAD DURATION INCREASE = 1.15 1-2=(-449) 490 4-5-(-584) 647 4-1=(-407) 395 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=( 0) 0 1-5=(-493) 490 WEBS: 2x9 KDDF STAND; 'III5-2=(-503) 451 2x4 KDDF 41&BTR A �I� LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TC LATERAL SUPPORT <- 12"OC. UON. lis DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. • TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 387V -233/ 334H 5.50" 0.62 KDDF ( 625) 6'- 4.7" -269/ 404V 0/ OH 5.50" 0.65 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) ., LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I' REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEIN6 MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.526" @ 3'- 0.5" Allowed = 0.568" bAND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.986" @ 3'- 0.5" Allowed = 0.852" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.005" @ 5'- 11.2" 6-01 1� 0-03-12 MAX HORIZ. TL DEFL - 0.005" @ 5'- 11.2" 12 7 M-1.5x3 3 Design conforms to main windforce-resisting 14.00 j system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ji (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads • in the plane of the truss only. �EOPROFF �5�� NGINEF SsiO 9 +d . c, 2 • 9_„...,r M-3x4 Cr yir '1OREGON�Ix pi o /O '9Y 14 2: P+ MI SFR R I O- y 4 M-1.5x3 • .1 M-3x9 EXPIRES: 12-31-2019 • )' r y 6-04-12 t. DUTr • • J� o WASt-i `y4, to JOB NAME •: POLYGON 3-A DL ASE - B2 Scale: 0.3119 /' �I�� _' ,'Y°�o it • WARNINGS:- GENERAL NOTES, unless otherwise noted: f� ' 1.Builder a erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual • Truss: B2 end We ps before construction commences. building component.Applicab4ty of design parameters and proper ::-:'`14.r 2.2s4 oomlMassiun web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. • 3.Additions Memporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 51398 'v4 is there rroibitlty of the erector.Additional permanent bracing of T o.c.and et 10'ox.respectively unless braced throughout their length by 440 DATE: 1/9/2019 the ova pure is the res b f the building desi continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Q 16 �.rr' ,..-�Q'�j • ponsi iMy o g gner. 3.Zr Impact bridging or lateral bracing required where shown++ C[g 11'is- 4.No load Id be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. S SEQ.: xs 5 8 3 5 0 7 fastens complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �SS40NAL�'l TRANS ID LINK design be applied toenyamponsun and are o dry cend8an' saes 8.Design assumes fullbearinggat al supports shown.Shim or wedge if 5.CompuT has no control over and assumes no responsibility for the fabnca' handling,shipment and installation of components. awry. 7.Pe�gnaaslbelcateduonaothifaceia trus,provided. January 9,2019 6.This de b famished subject to the limitations cat forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIIWT F SCSI,copies of MOW will be furnished upon request. lines coincide with joint center Ines. JjI9.Digits indicate she of plate in inches. MiTek UtpA lnc./CompuTrus Software 7.6.8(1L)-E In.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) • • I• This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 43-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-( 0) 114 2-14=(-1458) 5393 14- 3=) 0) 608 2x6 KDDF #169TR T2, T3 2- 3-(-6996) 1876 14-15=(-1460) 5383 3-15=1 -432) 220 BC: 2x6 KDDF SS LOADING 3- 4-(-5899) 1971 15-16=(-1997) 6116 15- 4=( -477) 1877 WEBS: 2x4 KDDF STAND ' ' LL = 25 PIE Ground Snow (Pg) 4- 5-( 0) 0 16-17=(-2106) 6403 15- 6=(-1748) 842 TC UNIF LI(1 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 4- 6-(-5032) 1746 17-18=(-1997) 6116 6-16=( -54) 607 TC LATERAL SUPPORT 4- 12"0C. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 12'- 0.0" TO 31'- 0.0" V 6- 7-(-6256) 2258 18-19=(-1460) 5383 16- 7=( -321) 249 BC LATERAL SUPPORT 4= 12"0C. UON. TC UNIF Lo) 50.0)+DL( 14.0)- 64.0 PLF 31'- 0.0" TO 43'- 0.0" V 7- 8=(-6256) 2258 19-12=(-1458) 5393 7-17=) -321) 249 BC UNIF LL( 0.0)+DL( 40.0)- 40.0 PLF 0'- 0.0" TO 43'- 0.0" V 8-10=(-5032) 1746 17- 8=( -54) 607 9-10-) 0) 0 8-18=(-1748) 842 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 500.0)+DL( 140.0)- 640.0 LBS @ 12'- 0.0" 10-11=(-5899) 1971 10-18=( -477) 1877 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 31'- 0.0" 11-12-(-6496) 1876 18-11=( -432) 220 ADDL: BC CONC LL+DL= 306.0 LBS @ 6'- 0.0" 12-13-) 0) 114 11-19=( 0) 608 ADDL: BC CONC LL+DL= 306.0 LBS @ 37'- 0.0" OVERHANGS: 24.0" 24.0" 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" -1119/ 4018V -171/ 171H 5.50" 6.43 KDDF ( 625) 43'- 0.0" -1119/ 4018V 0/ OH 5.50" 6.43 KDDF ( 625) NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. OND. 2: Desi•n checked for net -5 •sf u•lift at 24 "oc scacin.. PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR TO FABRICATION OF TRUSS. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.032" @ -2'- 0.0" Allowed - 0.200" MAX TL DEFL - -0.037" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.303" @ 21'- 6.0" Allowed - 2.104" MAX TL DEFL - -0.531" @ 21'- 6.0" Allowed = 2.806" MAX LL DEFL = -0.032" @ 45'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.037" @ 45'- 0.0" Allowed = 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.106" @ 42'- 6.5" MAX HORIZ. TL DEFL - 0.186" @ PP4222R''-��//��//6.5" Design conforms to larce=P�S �'i 11-11-11 19-00-10 11-11-11 system and compos: r^S��.r--aF*gr41/ "f I T I Wind: 140 mph, h=22. `� ``,02t,I,BCDL=Y6.0, E 5-05-02 4-05-13 5-00-08 0-06-11 5-11-14 (All Heights), . ed, Cat.2, Exp.B, MWFR "r '1f l' T f • '' T load duration • =1.6, 5-11-14 0-06-11 5-00-08 4-05-13 5-05-028900P c." , Truss design=• fo wind 1 2 E T '' 464l# ' '' T +(640# T in the plane - - truss only. 12 12 M-7x6(5) 7.00 M-5 12 -M-4 4 0.25" -M-4x4 9 M-5x12 a 7.00 �� L T3 e OREGON it/ M 3x9 \ 1M-3x9 !O 4� 14 2O�A s'% w+ r i" MFI3RIL1- M-5x12 \ M-5x12 0 EXPIRES; 12-31-2019 2 14 15 16 17 18 19 12 o M-1.5x3 M-4x8 0.25" 0.25" M-4x6 M-1.5x3 , 1 y *306# TM-8x8(S) EM-8x8(S) 306# .1 k- 5-10-02 5-05-02 6-10-07' _6-08-11 6-10-07 5-05-02 5-10-02 y OLL 8 2-00 43-00 2-00 44) `. WAS It>, JOB NAME : POLYGON 3-A DL ASE - Cl ,1st nock Scale: 0.1395 � '.11.4i:410 WARNINGS: GENERAL NOTES, unless otherwise noted: ' _ 1.Builder and erection connector should be advised of Y General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: Cl and Wamings before construction commences. building component.Applicability of design parameters and proper ^�/ 2.2a4 compression web bredng must be Indalletl contra shown+. incorporation of component is the responsibility of the building designer. /v', 3.Additional temporary bracing to insure etebiNy tludrg Wnelrudion T.Design assumes the top end bottom chords to be laterally braced at 4;•• is the responsibility of the erector.Additional ypermanent bracing of T noand at t0'no.respectively unless braced throughout their length by 51398 w continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). 0 DATE: 1/9/2019 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown 0 0 t;'^ �G'IS1". - S E K 5 5 8 3 5 0 8 4.No load should be applied to eny component until atter al bribing end 4.Installation of truss is the responsibility of the respective contractor. t'W 4 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used m a noo-corrosive environment, S TONAL E design beds be applied to any component. and are for"dry condition"al use. TRANS I D: LINK 5.CompuTrua has no control over and assumes o responsibility for he R Design assumes MI bearing al al supports shown.Shim or wedge If tbrkation,handling,shipment and inataltebon of components. nary. 7.Design sn ha l b assumes adequate drainagetfis trussed. January 9,2019 6.This design Is furnished subject to the imitations wt bib by 8.Plates shat be located on both(aces of truss,and placed so their center - TPIWTIA in SCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Ina./CompuTrus Software 7.6.8(1L)-E tO.For basic connector plate design values see ESR-1311,ESR-1988(MITA) I i. This design prepared from computer input by JP - LUMBER SPECIFICATIONS TRUSS SPAN 43'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR i LOAD DURATION INCREASE - 1.15 1- 2=( 0) 114 2-14=(-817) 2484 3-14=(-140) 185 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2898) 1108 14-15=(-682) 2325 14- 4=1 -38) 317 WEBS: 2x4 KDDF STAND 9 3- 4=(-2722) 1103 15-16=(-525) 2177 4-15=(-467) 356 LOADING 4- 5=(-2274) 1037 16-17-(-525) 2177 15- 5=(-298) 814 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-( 0) 0 17-18-(-725) 2189 15- 7-(-457) 189 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1920) 988 18-12=(-859) 2344 16- 7-( O) 298 TOTAL LOAD = 42.0 PSF 7- 9=(-1920) 988 7-17-(-457) 189 8- 9=( 0) 0 9-17-(-298) 814 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2274) 1037 17-10-(-467) 356 ALL FLAT TOP CHORD AREAS NOT SHEATHED I', 10-11=(-2722) 1103 10-18=( -38) 317 I', BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=1-2898) 1108 18-11=(-140) 185 I LIVE LOAD AT LOCATION(S) SPECIFIED BY INC 2015. 12-13=( O) 114 OVERHANGS: 24.0" 24.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. I. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 2, 12: Heel to plate corner = 2.25" I'.. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) t 0'- 0.0" -329/ 2034V -229/ 229H 5.50" 3.25 KDDF ( 625) 43'- 0.0" -329/ 2034V 0/ OH 5.50" 3.25 KDDF ( 625) 6,OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. III VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL = -0.152" @ 21'- 6.0" Allowed - 2.104" MAX TL DEFL = -0.253" @ 21'- 6.0" Allowed = 2.806" MAX LL DEFL - -0.036" @ 45'- 0.0" Allowed = 0.200" ' MAX TL DEFL - -0.041" @ 45'- 0.0" Allowed = 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS • MAX HORIZ. LL DEFL - 0.074" @ 42'- 6.5" li MAX HORIZ. TL DEFL - 0.121" @ 42'- 6.5" 15-11-11 .I. 11-00-10 15-11-11 n P Q� � II Design conforms to r �g,r4 s 5-00 i�'.. 0-04-15 5-06-05 5-03-08 5-03-04 system and compon- - jCIN AS/ 5-03-04 $gg-03-08 ' 5-06-05 0-09-15 1 5-00 =`1 f 1' 11_ TT_ T '� T T Wind: 140 mph, hts , B2, Ex 0, E -9+,�/y% Ir (All Heights), =1d, Cat.2, Exp.O, MWFR (q�p) 12 fj 12 load duration • in.6,Q(7200PE 777` M-4x6 M-4x6 Truss design=• for wind 1 7.00 • M-3x8 8 -'��7.00 • 7Ilk:, in the plane - - truss only. M-5x6(5) M-5x6(S) 0.25" �� /, 0.25./ ;1 Cr 4. '�OREGON�ix Flo +, <0 -9 y 14 2� '4 M-1.5x3 *M-1.5x3 • • MFRRIL\ • -6P EXPIRES: 12-31-2019 0 2 19 ` 15 16 17 18 12 . ' of M-3x8 M-3x4 � 0.25" M-1.5x3 0.25" M-3x4 M-3x8 0 • • M-5x8(S) M-5x8(S) • L y 7-11 7-00-15 6-01 6-01 7-05-15 7-11 8 2-00 43-00 2-00 4° o Wgs 4�.f� JOB NAME : POLYGON 3-4 DL ASE - C2 Scale_ 0.1395 • "�F, •-•.c'o�� WARNING GENERAL NOTES, unlessotherwise noted: ./ 1.Builder ' erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual t Truss: C2 end Wa WARNING' before construction commences. building component.Applicability of design parameters and proper .�r 2.254 co scion web bracing must be installed where shown i. incorporation of component is the responsibility of the building designer. /4"' 3.Atlditio bmporory bracing to incus slabiliry during construction 2.Design assumes the top end bottom chorda to be laterally braced at 51398 is the nsiporabiftty of the erector.Additional permanent bracing of T o.c.and at 10 ox.respectively unless braced throughout their length by �s '�) DATE: 1/9/2019 the ova mucture is the responsibility of the buildingde continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ()At., 'rob ponsi ty signer. 3.25 Impact bridging or lateral bracing required where shown.+ I•?1>✓' 4.No toad Id be applied to any cofnponenl until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. (y(1 j SEQ.: K 5 5 8 3 5 0 9 fasten. complete and at no time should any loads greater then 5.Desgn assumes trusses are to be used in a noncorrosive environment, Vy'IONALVI. design eba applied to any component. and are for"dry condition"of use. TRANS ID: LINK B.Design assumes uM bearing at all supports shown.Shim or wedged 5.compo has no control over and assumes no responsibility for the necefabrice ,handling,shipment and Installation of components. ssary. 7.Designshal eled on both is provided. and Janus 9,2019 6.This de b rnmianed subject b me limitations set form by H.Plates shall be located an both facsa of truss,.nd placed so their Deme/ January TPIMR In BCSI,copies of which will be furnished upon request. lines coincide with join)center lines. 9.Digits indicate size of plate in inches. MiTek 111A,Inc./CompuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) III Ili �I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR • LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-14=(-1080) 2498 3-14=(-124) 180 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2898) 1468 14-15=( -986) 2339 14- 4-) -33) 317 WEBS: 2x4 KDDF STAND • 3- 4=(-2736) 1464 15-16=( -994) 2181 4-15=(-467) 277 • LOADING 4- 5=(-2288) 1414 16-17=( -994) 2181 15- 5-(-404) 830 TC LATERAL SUPPORT <= 12"OC. DON. • LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=( 0) 0 17-18=(-1031) 2189 15- 7=(-477) 335 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD - 10.0 PSF 5- 7=(-1933) 1284 18-12=(-1160) 2344 16- 7=( 0) 298 TOTAL LOAD - 42.0 PSF 7- 9-(-1933) 1284 7-17=(-477) 335 8- 9=( 0) 0 9-17-(-404) 830 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2288) 1414 17-10=(-468) 277 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2736) 1464 10-18-) -32) 317 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2898) 1468 18-11-(-124) 180 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=( 0) 114 OVERHANGS: 24.0" 24.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -483/ 2034V -232/ 232H 5.50" 3.25 KDDF ( 625) 43'- 0.0" -483/ 2034V 0/ OH 5.50" 3.25 KDDF ( 625) JT 2, 12: Heel to plate corner - 2.25" GOND. 2: Design checked for net(-5 usf]_uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL - -0.041" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.203" @ 27'- 2.3" Allowed - 2.104" MAX TL DEFL - -0.254" @ 21'- 6.0" Allowed = 2.806" MAX LL DEFL - -0.036" @ 45'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ 45'- 0.0" Allowed = 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.084" @ 42'- 6.5" MAX HORIZ. TL DEFL = 0.121" @ 42'- 6.5" 19-11-11 3-00-10 19-11-11 1^' �/�) Design conforms to Sir-�(7 ]-r9Sl,yVn 5-03-04 5-00 5-03-08 4-00-08 1-10-121-10-124-00-08 5-03-08 5-00 5-03-09 T 1' system and compon: �S��.r- -"T T T - T IN / 12 • 8 12 Wind: 140 mph, h=24. BCDL=6.0, E 7.00 / 1 7.00 (All Heights), c ..ed, Cat.2, Exp.B, MWFR ( ) load duration -1.6, M-4x6 M-9x6 �200PE r M-3x8 Truss design,- fir wind I �/ in the plane - - truss only. M-5x6(5) M-Sx6(S) 0.25" �� 0.25" 74. ,�OREGON��, NVQ 1- 2 �P M-1.5x3 M-1.5x3 /O 4/OREGON 4. O iliRRIL\- EXPIRES; 12-31-2019 2 14 15 1. 16 f 17 18 12 0 to M-3x8 M-3x4 0.25" M-1.5x3 0.25" M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) y b 7-11 7-05-15 6-01__ 6-01 7-05-15 7-11 ,, ILL B 2-00 43-00 2-00 4'9 O1 WASSIn``l), JOB NAME : POLYGON 3-A DL ASE - C3 op , c�a = Scale: 0.1395 /� WARNINGS: GENERAL NOTES, unless otherwise noted: , 1.Builder and erection contractor shoub'be advised of U General Notes 1.This design is based only upon the parameters shown and Is for an individual ` Truss: C3 end Warnings before contraction commences. building component Apphkabhlity of design parameters and proper e/I 2.204 compression web bracing must be Installed where shown•. incorporation of component is the responsibility of the building designer. />�v 3.Additional temporary bracing to insure stability during construction2.Design assumes the top and bottom ler to be laterally braced al �n 51398 , Is the responsibility of the erector.Additional permanent bracing of 2'ox.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). Q DATE: 1/9/2019 theoverall structure is the respmeibilly of the Waling designer. 3.20 Impact bridging or lateral bracing required where shovel•• AN �CISIV-v- .4 S E K5 5 8 3 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibilhhy of the respective contractor. 4 • 510 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, SSIOIVAL �G design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 6.comparma has no control over and assumes o responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Design ha ll b assumes adequate drainage a io provided. January 9,201 9 6.This tlesi9n is furnished subject to the limitations eel lent by 8.Plates elan be located on both faces of truss,and placed so their center TP WI'lCA in BCSI,copies of which ail be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-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 43'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12806) 2742 1-10=(-2186) 10580 10- 2=(-1340) 5912 14- 7=(-436) 282 BC: 2x9 KDDF #1&BTR; SPACED 24.0" O.C. 2- 3=( -6774) 1372 10-11-(-2082) 10118 2-11=(-4860) 1190 7-15=( 0) 302 2x8 KDDF #1b8TR 81 3- 4=( -4012) 818 11-12-(-1004) 5698 11- 3=( -522) 2698 WEBS: 2x4 KDDF STAND; LOADING 4- 5=( -2656) 814 12-13=) -426) 3336 3-12=(-2796) 688 2x6 RODE #2 AII LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -2658) 788 13-14=( -424) 2662 12- 4=( -286) 1690 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -3204) 870 14-15-) -664) 3028 4-13=(-1854) 498 TC LATERAL SUPPORT <= 12"OC. UON. i TOTAL LOAD = 42.0 PSF 7- 8=( -3704) 910 15- 8-( -662) 3030 13- 5=( -480) 2182 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( 0) 114 13- 6-( -836) 520 LL = 25 PSF Ground Snow (Pg) 6-14-) -72) 462 OVERHANGS: 0.0" 24.0" ADDL: BC CONC LL+DL= 585.0 LBS @ 2'- 0.0" ADDL: BC CONC LL+DL= 6101.0 LBS @ 3'- 3.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 1: Heel to plate corner - 2.50" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -1731/ 8066V -308/ 299H 5.50" 12.90 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 93'- 0.0" -461/ 2468V 0/ OH 5.50" 3.95 KDDF ( 625) ( 2 ) complete trusses required. E, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Attach 2 ply with 3"x.131 DIA GUN j''. nails staggered: i 9" oc in 1 row(s) throughout 204 top chor�f, COND. 2: Desivn checked for nett-5 psf) uplift at 29 "oc spacing. 9" oc in 2 row(s) throughout 2x8 bottom c rds, NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. 9" oc in 1 row(s) throughout 2x9 bottom clbrds, PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 webs, TO FABRICATION OF TRUSS. MAX LL DEFL = 0.108" @ 14'- 4.2" Allowed = 2.104" MAX TL DEFL = -0.245" @ 14'- 4.2" Allowed - 2.806" 9" oc in 1 row(s) throughout 2x9 webs. :i MAX LL DEFL = -0.009" @ 45'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.010" @ 45'- 0.0" Allowed = 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.039" @ 42'- 6.5" MAX HORIZ. TL DEFL = 0.100" @ 42'- 6.5" 217-C- 50 21-06 T 1 - - - f Design conforms to main windforce-resisting 3-05-12 4-01-15 6-10-04 7-00-05 7-00-05 7-05-06 system and components and cladding criteria. Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1212 (All Heights), Enclosed, Cat. B, MWFRS(Dir), 7.00 1-7' M-9x6 7.00 load duration factor=l.• 4 Truss designed for w' • , PROFFS 5 0, in the plane of th• 5 GINE �/ N F • O c� 9 .114-5x6(S) .,. t�" "!� ( ) 3.1- M 5x6(S) �/ 0.25„ 89200PE 9r 0.25" OREGON �� M-3x6 • M-3x4 7G �� I` -9YO O 14, 2 Q`{' M-3x10 / • t„ * 4-1FRRIO- o M-4x12 *pgllkhhhhs.' • % EXPIRES: 12-31-2019 I 1 10 11 12 13 19 15 8 0 M-4x12 0.25" 0.25" M-3x8 0.25" M-1.5x3 M-3x5 0 • i58 # -M-10x10(S) M-5x6(S) M-5x6(5) 6101# , 3-03 4-01-03 7-410 7-01-12 7-03-13 6-10-09 7-03-10 y y .ALL . . 43-00 2-00 J� 04 WAS tf>, JOB NAME : POLYGON 3-A DL ASE - C4GIRD �'• f 'C' IA IA Scale: 0.1421 dadWARNING i GENERALNGTES, unlessoMeNMwnded. ... 1.Buildererection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is bran Individual Truss: C4GIRD and before construction commences. bullding component.Applicability of design parameters and proper �I 2.244 co ssion web bracing must be installed where shov r•. incorporation of component is the responsibility of the building designer. /d', 3.Additio temporary bracing to insure stability during conNmdion 2.Design assumes the top and bottom char isto be Iaterelly braced at t 44' is the nsibility of the erector.Additional permanent bracing of 7 o.c.end at 10 o.c.respectively unless braced throughout their length by '?� 51398 -w continuous sheathing such as plywood sheathing(TC)and/or dryvrel(BC). Q� �'CI,..,� s DATE: 1/9/2019 the owe structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• .� J.1 F a- 4.No load Id be applied to any component until alter all brain()and 4.Installation of truss is the responsibility of the respective contractor. "s �v SEQ.: KS 5 8 3 511 fastens complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-conostve environment, 'SINAL E design s be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.compo has no control over and assumes no responsibility for the 6.Design assumes N bearing at al supports shown.Shim or wedge if fabrica' handling,shipment and Installation ofcomponents. necessary. MDates hallbassume.aaedaoneothifaeio trusis, January 9,2019 6.Thla k furnished subject to the limitations set forth by 8.Pletea shell be located on both faces of truss,and placed m their center TPIWT N SCSI,copies of which will be furnished upon request. lines coincide with Joint canter lines. 9.Diggs indicate sac of plate to levees. MiTek ISA,Ino./CompuTrus Software 7.6.8)1L)-E 10.For basic connector plate design values see ESR-1311,ENR-7988(MiTek) ft tl ik This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -63) 95 9-10=(-181) 1566 1- 9=( -96) 75 5-13-1-129) 609 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1827) 468 10-11=(-203) 1783 9- 2=(-2070) 419 13- 6-(-303) 236 WEBS: 2x4 KDDF STAND 3- 4=1-1877) 567 11-12=1-153) 1420 2-10=( 0) 482 LOADING 4- 5=(-2008) 577 12-13=1-226) 1846 10- 3-( -296) 107 TC LATERAL SUPPORT <= 12"OC. UON. I LL( 25.0)001( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2593) 594 13- 7=(-363) 2195 3-11=( -383) 293 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7-1-2722) 510 11- 4=( -182) 753 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 114 4-12-) -244) 1086 OVERHANGS: 0.0" 24.0" 12- 5=) -724) 347 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 7: Heel to plate corner = 2.50" 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" -254/ 1699V -346/ 291H 5.50" 2.72 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -355/ 1913V 0/ OH 5.50" 3.06 KDDF ( 625) K:OND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.120" @ 25'- 4.8" Allowed = 1.942" MAX TL DEFL = -0.194" @ 25'- 4.8" Allowed = 2.589" MAX LL DEFT = -0.036" @ 41'- 9.0" Allowed - 0.200" MAX TL DEFL - -0.041" @ 41'- 9.0" Allowed = 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.056" @ 39'- 3.5" MAX HORIZ. TL DEFL - 0.087" @ 39'- 3.5" 18-03 21-06 4-01-03 7-00-14 7-00-19 7-00-14 7-00-14 7-04-03 Design conforms to main windforce-resisting system and components and cladding criteria. 1 1 T f 1 1 1 12 12 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 M-4x6 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-l.6, 9 End vertical(s) are cope • o 4 FJ jy Truss designed for w 3 111, �➢ OFFS I/„ in the plane of th= /- Ifillii M-5x8 cs> M-5x8(s) �g NGINFF9 s/°2 0.25 / 0,25" �/ 89200PE 9r . . M-3x6 . , . M-1.5x3 OREGON�� lti� M-1.5x3 ,Q �r 1j Z� A , , . •., , ,, . . . \ .. MFRRIL‘- . . , � :_ - ., _ . . EXPIRES: 12-31-2019 9** 10 11 12 13 7 0 M-3x6 M-3x9 0.251' 0.25"' M-3x6 1 • M-5x6()• M-5x6)S) y J' y H y 1, J' 5-06-03 8-05-14 1i 8-05-14 8-05-14 8-09-03 y J- OR-RILL 8.q� 39-09 2-00 4419 ,.WAS t), JOB NAME : POLYGON 3-A DL ASE - C5 0, .0.--0,Y.01, .o�-P Scale: 0.1430 _� /„ i WARNINGS: GENERAL NOTES, unless otherwise noted: / _ 1.Builder and erection contractor shoald be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C5 and Warnings before construction commence. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mustbe installed wtwre Mown*. incorporation of component is the responsibilW or the building designer. /4"'` 3.Additional temporary bracing tolnsarestabil' during2.Design assumes the lop and bottom chords to belateralybraced at A/5,,,t, 5139$ ,cry gMraconstruction 2 o.c.and a110'o.c.rsuch a vey unless braced throughout(heir length by is the responsibility awe erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). .a.� S`.y, DATE: 1/9/2019 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown Sc O�jv �CI,S'd i:� .[� - 4.No bad should be applied to any component until aRer al bracing and 4.Installation of truss is the responsibility of the res ctive contractor. 4 dys�T 111--- 5 E Q.: KS 5 8 3 512 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, sSIQNALS� TRANS I D: LINK design loads be applied b any component. and are fordry ondlion of use. 5.CompuTms has no control over and assumes no responsibility for themice B.Design assumes full beefing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. ss aly. 7.forthimesadequatedrainaeisprovided. January 9,2019 O.This design N furnished subject to the limitations set by 8.Platessslralshat be located on both facesatm.ts•and placed so their center TPIIWICA in BCSI,copies of which wNl be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae or plate in inches. . MiTek USA,Int./CompuTrus Software 7.6.8(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Ir This design prepared from computer input by ii PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE= 1.15 1- 2=(-1841) 617 12-13=(-181) 257 12- 1=(-1606) 573 17- 9=(-133) 133 BC: 2x4 KDDF #1&BTRSPACED 24.0" O.C. 2- 3=(-1865) 771 13-14=(-424) 1646 1-13=7 -490) 1574 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 14-15=(-538) 1868 13- 2=( -423) 254 !1 LOADING 3- 5=(-1520) 706 15-16=(-538) 1868 2-14=( -99) 107 TC LATERAL SUPPORT 0= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 POE 5- 7=(-1721) 758 16-17=(-560) 1993 14- 3=( -170) 612 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PIE 6- 7=( 0) 0 17-10=(-645) 2163 14- 5-( -647) 258 71 TOTAL LOAD = 42.0 PSF 7- 8=(-2044) 830 15- 5=( 0) 316 8- 9=(-2505) 833 5-16=) -318) 177 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2678) 830 7-16-) -189) 706 ALL FLAT TOP CHORD AREAS NOT SHEATHED )' 10-11=) O) 114 16- 8-( -483) 170 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8-17-) 0) 325 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OVERHANGS: 0.0" 24.0" t 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" -392/ 1656V -264/ 208H 5.50" 2.65 KDDF ( 625) M-1.5x9 or equal at non-structural • 39'- 9.0" -474/ 1919V 0/ OH 5.50" 3.07 KDDF ( 625) vertical members (uon). JT 10: Heel to plate corner = 2.50" GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 00 For hanger specs. - See approved plans • VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.116" @ 23'- 11.3" Allowed = 1.942" 71 MAX TL DEFL = -0.181" @ 23'- 11.3" Allowed = 2.589" 1'i MAX LL DEFL = -0.036" @ 41'- 9.0" Allowed - 0.200" MAX TL DEFL = -0.041" @ 41'- 9.0" Allowed = 0.267" flSEASONED LUMBER IN DRY SERVICE CONDITIONS 11 it MAX HORIZ. LL DEFL = 0.049" @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.081" @ 39'- 3.5" 16-08-11.! 3-00-05 20-00 k' [ T -1 Design conforms to marn windforce-resisting 6-03-10 6-00-02 4-00-08 1-10-12 1-06 4-05-04 5-03-08 5-00 5-03-04 system and components cladding criteria. T T T T T T f T T 12 HM-4x4+ 12 Wind: 140 mph, h=25.1ft, TCD-.. KDatjO1,• - 7-10, 7.00L---7Z , .. • ' M-3x8 '717.00 (All Heights), Enclo- e,• u,rE -(Dir), load duration fact" ` p • End vertical(s) :. •-s'toGa � G7/O M-4x6 �-,�� M-4x6 Truss designed - rn the plane o - uss only. 71 a M .- M-5x6(s) ct- 89200PE % M-3x4+ -,`, 0.25"I M-3x9 • Q Cr I �OREGON � G/Q 4Y 14 2°' -\"' \+M-3x511-‘, ‘e, �FRRp O o N/- L II v N EXPIRES: 12-31-2019 12** 13 14 T 15 'r 16 17 10\ M-1.5x3 M-3x8 0.25" M-1.5x3 0.25" M-3x4 M-3x6 o 1 M-5x8(S) M-5x8(S) b J, J, 1, 1' I. 6-00-02 6-01-]J 6-01 6-01 7-05-15 7-11 y ORRILL 39-09 2-00 J� 8-Q� , 0 O ffH�„II`rssWWN JOB NAME : POLYGON 3-A' DL ASE - C6 Scale: 0.1587 � � ��° � WARNINGS GENERAL NOTES, unless otherwise noted / 1.Builder erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4\ Truss: C6 and Wa •-before conamdion commences. building component.Applipbiley of design parameters and proper -... r. 2.2s4 co ion web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. / 1. I as2.Design assumes the lop and bottom chords to be laterally braced at 3.Add temporary bracing to Insole stability during construction 2'o.c.and el 10 ow res dive unless braced throughout their Nn 8t 51398 4/ I N ( I). .� "�' Is the re •nsib1Ny of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). OA -^Ir.i SI 11 ' DATE: 1/9/2019 theme I structure is me responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown•+ Y+7� V a 1 I'•s- •Cr 4.No bad .old be applied to any component until after al bream and 4.Installation of truss lathe responsibility of the respective paof . 9.70T G SEQ.: K 5 5 8 3 513 fastens I •complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �i ONAL6 TRANS ID• LINK design• •--beappliedtoanycomponent. and are for bhofaae. I 6.Design assumes loMlI bearing al al supports shown.shim or wedge If 5.Compo has no control over and assumes no responsibility for the nece fabrka,I handling,shipment and nstallation of components. 7.Design assumes adequate drainage is provided. 8.This del A furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center January 9,2019 TPIIWT'I In BCSI,copies of which all be furnished upon request. lines coincide with joint center lines. I 9.Digits indicate site of plate in inches. MiTek Inc./CompuTrus Software 7.6.8(1L)-E to.For basic connector plate design values see ESR-7311,ESR-1988(MITek) ( II, This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1,03TR LOAD DURATION INCREASE = 1.15 1- 2=(-1841) 511 12-13=1-180) 256 12- 1=1-1606) 985 17- 9=1-139) 139 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1865) 636 13-19=1-330) 1622 1-13-1 -399) 1574 WEBS: 2x9 KDDF STAND 3- 9=( 0) 0 19-15=1-409) 1835 13- 2-) -923) 220 LOADING 3- 5=1-1519) 597 15-16=1-409) 1835 2-14=1 -131) 115 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=1-1741) 671 16-17=1-477) 1993 14- 3=( -176) 610 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 0) 0 17-10-1-568) 2163 14- 5=1 -651) 239 TOTAL LOAD - 42.0 PSF 7- 8-1-2068) 730 15- 5=1 0) 316 8- 9=(-2528) 738 5-16-) -298) 104 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL - 25 PSF Ground Snow (Pg) 9-10=(-2681) 737 7-16=1 -130) 691 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11-1 0) 114 16- 8=( -481) 176 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8-17=( -1) 325 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OVERHANGS: 0.0" 29.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -309/ 1656V -264/ 208H 5.50" 2.65 KDDF 1 625) JT 10: Heel to plate corner = 2.50" 39'- 9.0" -924/ 1919V 0/ OH 5.50" 3.07 KDDF 1 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 29 "or spacing. iII VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 MAX LL DEFL - 0.111" @ 23'- 11.3" Allowed = 1.942" • MAX TL DEFL = -0.181" @ 23'- 11.3" Allowed = 2.589" MAX LL DEFL = -0.036" @ 41'- 9.0" Allowed = 0.200" MAX TL DEFL = -0.091" @ 41'- 9.0" Allowed = 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.098" @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.080" @ 39'- 3.5" 12-08-11 7-00-05 20-00 T I T I Design conforms to main windforce-resisting 6-03-10 6-00-02 0-04-15 5-06-05 1-06 4-05-04 5-03-08 5-00 5-03-09system and components and cladding criteria. T 1' TT T ') 1' T T T 12 ! M-9x9+ 12 Wind: 190 mph, h=25.lft, TCD y`C'5ag}�{a0 7-10, 7.00 M-3x8 PN Q 7 00 (All Heights), Enclo- •,, V, EAP® �t -(Dir), load duration fact- aaa�� ` p End vertical(s) :. .-r. 1 oU'I �� V�O M-4x6 N� 3x9+ M-4x6 Truss designed - .'- r- in the plane o - ass only. '(/ M-5x6(S) 89200PE 9r 0.25" M-3x4 / #. + OREGON lV� M-1.5x3 �Gi�'9Y 14 2P'‘ M-3x5 i P ,0 - ilifFRR IL�- � - = w 6 �coo v EXPIRES: 12-31-2019 12** 13 14 15 16 17 10 M-1.5x3 M-3x8 0.25" M-1.5x3 0.25" M-3x4 M-3x6 V of M-5x8(S) M-5x8(S) J' b b y )- )- b b 6-00-02 6-01-14 • 6-01 6-01 7-05-15 7-11 L • 39-09 2-00 , 1 O 1 >, JOB NAME : POLYGON 3-A DL ASE - C7 Scale: 0.1587 • Vf' if � ' c`. A --- WARNINGS: GENERAL NOTES, unless otherwise noted: ► Ni) 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C7 and Warnings before construction commences building component.Applicability of design parameters and proper %q 2.204 compression web bracing must be installed where Mown*. incorporation of component is the responsibility of the building designer. I *',, 3.Additional lam bracing to insure stabil during traction 2.Design assumes the top and bottom chords to be laterally braced at Twp 51398 k, temporary g NY rre cone 5 k the responsibility of the erector.Ptldpionel permanent bracing of Y o.c.and at 10.o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywaN(BC). DATE: 1/9/2019 the overall structure is the responsibiNy of the building designer. 3.2e Impact bridging lateral bracing d where shown•* '4` CI TOL pe ging or g requite TOL SEQ.: K5583514 a.faoeneshould belapplied toany component until ae aNeaterthand 5.DoelgInstallation uftruss isthe reaob yoftheonaonosicoenviron fasteners are complete and at no time should any loads greaser men 5.Design assumes trusses are to be used Inc non-corrosive environment, SStONAL $ TRANS I D• LINK design loads be applied to any component and are ms dry condhfon'g use. 5.CompuTrus has no control over and assumes no reaponsibilty for the 6.Design assumes N4 bearing at al supports shown.Shim or wedge if fabrication,handling,shipment and IrMallation of components. 7. =as Designsheu besadedoaneoth fab is provided. January 9,2019 fi.This design is furnished subject to the Negations set fold by 8.Plates shah be boated on both faces of Truss,and placed so their center • TPVW1CA in SCSI,copies of which will be fumbled upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Int./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) jj 1 This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS (i TRUSS SPAN 39'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 6 LOAD DURATION INCREASE = 1.15 1- 2-(-2583) 554 1- 9=(-380) 2240 2- 9=(-221) 217 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2340) 553 9-10=(-229) 1927 9- 3=( -37) 492 WEBS: 2x4 KDDF STAND iii- 3- 4=(-1694) 505 10-11=(-241) 1804 3-10=(-724) 284 LOADING 4- 5=(-1694) 491 11- 7=(-387) 2133 10- 4-(-312) 1292 TC LATERAL SUPPORT <- 12"OC. UON. `I ( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2380) 532 10- 5=(-748) 289 BC LATERAL SUPPORT <= 12"0C. UON. SI LL( 25.0)+DL DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2635) 534 5-11-) -29) 528 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 114 11- 6=(-257) 210 OVERHANGS: 0.0" 24.0" • LL = 25 PSF Ground Snow (Pg) I. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 0. For hanger specs. - See approved plans I 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" -257/ 1669V -287/ 274H 5.50" 2.67 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIE. 39'- 9.0" -346/ 1906V 0/ OH 5.50" 3.05 KDDF ( 625) Ii OND. 2: Desi.n checked for net -5 •sf u.lift at 24 "00 s•acin•. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 • MAX LL DEFL = -0.124" @ 19'- 9.0" Allowed = 1.942" 1 MAX TL DEFL = -0.208" @ 19'- 9.0" Allowed = 2.589" MAX LL DEFL - -0.036" @ 41'- 9.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ 41'- 9.0" Allowed = 0.267" • 11' SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.061" @ 39'- 3.5" MAX HORIZ. TL DEFL - 0.098" @ 39'- 3.5" 19-E09 20-00 T T T Design conforms to main windforce-resisting 6-06-10 6-06}05 6-08-01 6-08-01 6-06-05 6-09-10 system and components and cladding criteria. f---- T 't T T T T T 12 e 12 Wind: 140 mph, h=25.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 ii Q7.00 load duration factor=l.6, 4.0" Truss designed for wind • I 4 /(-1' in the plane of the i}.PRO, �u\ < G �' 0NINE 04-5x6(S) n M-5x6(S) II � /q2 Q�/ 9 '• 0.25" 0.25" 89200P % e M-1.5x3 / 1 -1.5x3 ,,OREGON�t Jo ,+ 'Y • /O qy to 2°�PJL` • - MRRIL�- M-5x6 i o �I _ EXPIRES: 12-31-2019 1- 10 !! 3X6T7 0025reM- o M-5x8(S) y 9-10-10 + 9-10-06 9-10-06 10-01-10 b ), 1p RTr>• • µ 39-09 2-00 44.: � C14 w `�fl • JOB NAME : POLYGON 3-4 DL ASE - C8 aidi Scale: 0.1585 �• --';---:-.2.,a '`' -° 0 WARNINGS GENERAL NOTES, unless otherwise noted: , I.Builder erection contractor should be advised of all General Notes 1.The design is based only upon the parameters shown and is Br an Indcodual Truss: C8 and Wa before construction commences. budding component.Applicability of design parameters and proper I 2.Deo co on web bracing mud be Installed where snow)v. incorporation of component is the responsibility of the building designer. IV', 3.Addition mporary bracing to Inure stability during construction 2.Dedgn assumes the top and bottom chordate be laterally braced at 51398 4w is Cher iblli of Me erector.Additional permanent bracing of 2'o.c and at i0 u.o.respectively unless braced throughout their length by '� la N per g C continuous sheathing such as plywood required in ere sand/or tlryvral(aC). O DATE: 1/9/2019 the owe structure is the responsibility of the bulking designer. 3.2a Impact bntlging or lateral bracing requiretl where shown v w ✓� CIS 1 Lv 4.No load be applied to any component until alter all bracing and 4.Installation of truss Is the respundbilty of the respective contractor. 5 rT ' 1, SEQ.: KS 5 8 3 515 fastens complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �VU`ONAL 1 G TRANS ID: LINK dentin be applied to any component anaaeror^tlrywwition°orsae. 5.Compu nos co control over and assumes no responsibility for the 6.Design assumes full bearing d all supports shown.Shim or wedge if fabrice' handling,shipment and installation of components. ssary. 7.Design adequate drainageprodded. assumes located g is"° January 9 2019 S.This k furnished subject to the limitations set beth by 8.Plates shall be IocaMd on both laces elms,and placed so their tamer •' 9, 2019 In BCS!,copies or which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate stre or plate in inches. MiTek U ,Inc./CompuTrus Software 7.6.8)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mack) Il 1l E II L This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0•' IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2583) 559 1- 9=(-380) 2240 2- 9=(-221) 217 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2340) 553 9-10=(-229) 1927 9- 3=( -37) 492 WEBS: 204 KDDF STAND 3- 4=(-1694) 505 10-11=(-291) 1809 3-10=(-729) 289 I LOADING 4- 5=(-1694) 491 11- 7=(-387) 2133 10- 4=(-312) 1292 TC LATERAL SUPPORT <= 12"OC. UON. ( 1 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2380) 532 10- 5=(-748) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2635) 534 5-11=( -29) 528 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 114 11- 6=(-257) 210 OVERHANGS: 0.0" 24.0" • 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" -257/ 1669V -287/ 274H 5.50" 2.67 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -346/ 1906V 0/ OH 5.50" 3.05 KDDF ( 625) LOND. 2: Design checked for net(-5sp fl uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.124" @ 19'- 9.0" Allowed = 1.942" MAX TL DEFL = -0.208" @ 19'- 9.0" Allowed = 2.589" MAX LL DEFL = -0.036" @ 41'- 9.0" Allowed = 0.200" • MAX TL DEFL = -0.041" @ 41'- 9.0" Allowed = 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS • MAX HORIZ. LL DEFL = 0.061" @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.098" @ 39'- 3.5" • 19-09 20-00 1 T Design conforms to main windforce-resisting 6-06-10 6-06-05 6-08-01 6-08-01 6-06-05 6-09-10 system and components and cladding criteria. T T T T 1 T 1' 12 12 Wind: 140 mph, h=25.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-46 (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), 7.00 xa 7.00 load duration factor=l.6, 4.0" Truss designed for wind 9 f-n in the plane of the .sya' .PRO . rG /' M-5x6(S) ll\" M-5x6(S) �j�NGINE9 �O,L 0.25" 0.25" ?� 89200PE 9r g M-1.5x3 ! t M-1.5x3 L ,t,OREGON b 4(/� + IO 4)" 14 2°) '�� MFR R 11..\-�P w M-5x6 o �l - --- _Ahhhj, EXPIRES: 12-31-2019 1** 9 10 11 r7 0 I M-3x4 0.25" M-3x4 M-3x6 o M-5x8(S) )' J' y b y 9-10-10 9-1i0-06 _ 9-10-06 10-01-10 )' )' LL !, 39-09 2-00 4,{1 O WAS1, JOB NAME : POLYGON 3-A DL ASE - C9 1 / �' �; Scale: 0.1585 ,� /� �''' �� WARNINGS: GENERAL NOTES, unless otheiwlx noted: I.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and is for an Individual la Truss: C9 and Warnings before construction cbnunences. building component.Applicability of design parameters and proper �/ 2.2s4 compression web bracing mustbe'i installed where shown v. incorporation of component is the responsibility of the bulking designer. iT{v` 3.Additional temporary bracing to Inslle btabillly during construction 2.Design assumes the top and bottom chords to be laterally braced et p is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by '� A� 13 0 �{7 continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). O �f DATE: 1/9/2019 the overall structure b Me reaponslbllty of the building designer. 3.2a Impact bridging or lateral bracing required where shown v+ +4' GIST'S • S E K5 5 8 3 516 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. (y(y 4 fasteners are complete and at no time should any loads greater then 6.Design assumes trusses are to be used in a non-conasive environment, v,cAONAL'u TRANS I D• LINK design loads be applied m any component. area are for dry condition"of use. S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes WI bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and Installation of components. 7.Plates shall b el adequate one tcdrainage to truss,d. an d January 9,2019 6.This design is famished subject to the limitations eel forth by 8.Plates shell be located on both laces of truss,and aced so their center " TPIAN1CA in SCSI,copies of which WO be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Int./CompuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-7311,ESR-1988(MITek) 1 11 il Ii This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2585) 552 1-10=(-378) 2170 2-10=(-225) 219 6-15=1 0) 373 BC: 2x4 KDDF #1&BTR ell SPACED 24.0" O.C. 2- 3=(-2344) 556 10-11=(-230) 1834 10- 3=( -41) 520 15- 7=(-696) 249 WEBS: 2x4 KDDF STAND; ,i 3- 4=(-1699) 509 11-12-) -8) 61 3-11=(-730) 284 7-16=(-134) 956 2x4 DF STAND ALOADING 4- 5=(-2266) 692 12-14=( 0) 0 11- 4-(-121) 681 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2256) 533 13-15=(-361) 2364 11-13=(-142) 1315 TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2830) 555 15-16=(-603) 3056 4-13=(-372) 1131 1 BC LATERAL SUPPORT <= 12"OC. UON. �, TOTAL LOAD - 42.0 PSF 7- 8-(-4065) 797 16- 8=(-652) 3342 12-13=( 0) 75 EE 8- 9-( 0) 114 13- 5-(-400) 273 OVERHANGS: 0.0" 24.0" ►', LL - 25 PSF Ground Snow (Pg) 13- 6=(-624) 170 E11 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) j THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -246/ 1669V -285/ 272H 5.50" 2.67 KDDF ( 625) 39'- 9.0" -334/ 1906V 0/ OH 5.50" 3.05 KDDF ( 625) tl '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 - -0.164" @ 25'- 6.1" Allowed = 1.942" MAX TL DEFL = -0.272" @ 25'- 6.1" Allowed - 2.589" MAX LL DEFL - -0.036" @ 41'- 9.0" Allowed - 0.200" jl, MAX TL DEFL = -0.041" @ 41'- 9.0" Allowed = 0.267" 19-09 SEASONED LUMBER IN DRY SERVICE CONDITIONS 20-00 _ T T f MAX HORIZ. LL DEFL - 0.092" @ 39'- 3.5" 6-07-03 6-06-14 6-08-10 5-06-08 5-08-08 5-06-12 3-00-08 MAX HORIZ. TL DEFL - 0.153" @ 39'- 3.5" T T --- I T T - T T T T 12 12 M-6x8Design conforms to main windforce-resisting 7.00 Q 7.00 system and components and cladding criteria. 6.0" 4 ,(,' Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat. B, MWFRS(Dir), M-5x6(0) load duration factor=l.. 0 7.. Truss designed for w' ROI PR FF • 0.'�5'r M-1.5x3 in the plane of the - 3j�d( CS • i0Y M-5x6(S) ��`� �NGINE�c9 s/O29 ,+ 0.25" 2 89200PE r M-1.5x3 4 + +1 M-3x5 ,o M-5x6 / \ =�� _ = M-5x6 0 9 4 OREGON R �lv� 1 2i -\-_1 1 Cil 0Eli _._ 15 16 ''\m !O �� 14, 2O� A� , 1** 10 11 12 14 M-3x4 (1`_ o M-3x4 0.25" M-1.5x3 to M-5x6 o MfRR10, 9/ M-5x8 M-3x4+ 1 M-6x10(S) M-3x4+ 3.27 EXPIRES: 12-31-2019 L b ` b 12- y y 9-09-12 9-11-04 5-08-04 1-01-124-10-04 5-06-12 y2-09 y y -07 11-05 2-09 �2-00 y },26-07 1-00 13-02 y I _( 1tRIL , .6, 39-09 2-00 y 1`�a-V.V]�+p._ `ti>s JOB NAME : POLYGON 3-A DL ASE - C10 -;,.,,,:t.';---,. - opo�� I. Scale: 0.1335 + .� WARNING GENERAL NOTES, unless otherwise noted: �� /iii"" , 1.Builder erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �a v Truss: Cl0 and s before construction commences. building component.Applicability of design parameters and proper ✓1I 2.284 co ion web bracing must be installed where shown+. Incorporation of component is the responsibdlty of the building designer. / ';I 3.HddB temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at vQ is the nsiP0 of the erector.Additional permanent bracing of 2'o.c.and at 1 P o.c.respectively unless braced throughout their length by .�1T 51398 w DATE: 1/9/2019 the owe structure is the responsibility of permanent deli continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). O� `' 0131-6"P'. 011si'1 ' ponsi ityo g designer. 3.28 Impact bridging or lateral bracing required where shown++ li1�`_ SE K 5 5 8 3 5 17 4.No ba Id be applied to any component until after all bracing and 4.Installation of Ins Is the responsibility of the respective contractor. 'Cr,*(e T 4• fastene complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, SIONAL design retie applied to any component and are for"dry condition.'of use. TRANS I D: LINK s.compo has no control over and assumes no responsibility for 6.Design assumes NII bearing at all supports shown.Shim or wedge B fabrics ,handling,shipment and Installation of components. necessary. 7.Pates sirsumesaded on drainage lo truss,en January 9,2019 6.This da Is famished subject to the limitations»I forth by S.Plates shop be lolled on both hoes of ins,and placed s their center TP F BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digin indicate size of plate in inches. MiTek Inc/CompuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) i This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=(-32) 42 6-5=( -4) 16 BC: 2x4 KDDF #1&BTR . SPACED 24.0" O.C. 2-3=(-99) 0 6-7=( 0) 0 5-3=( 0) 53 WEBS: 2x9 KDDF STAND 3-4=(-34) 39 5-6=(-45) 57 3-8=1-59) 46 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" _ 0'- 0.0" -33/ 284V -44/ 117H 5.50" 0.46 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.2" -141/ 98V 0/ OH 1.50" 0.16 K111.0.......( 625) 6'- 0.0" 0/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP GOND. 2: De ; h k d f etl-5 p )ut lift t 24 ' `Ps9� AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-15 MAX LL DEFL = 0.001" @ 1'- 3.7" Allowed = 0.071" 1 1' MAX LL DEFL = 0.000" @ 5'- 3.5" Allowed = 0.177" MAX TC PANEL TL DEFL = 0.004" @ 0'- 10.4" Allowed = 0.140" 12 MAX BC PANEL TL DEFL = -0.008" @ 3'- 3.6" Allowed = 0.208" SEASONED LUMBER IN DRY SERVICE CONDITIONS 14.00 MAX HORIZ. LL DEFL = -0.003" @ 5'- 3.5" MAX HORIZ. TL DEFL = 0.003" @ 5'- 3.5" M-4x6 11 Design conforms to main windforce-resisting system and components and cladding criteria. #44 ti Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 441 N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, N Truss designed for wind 1.... in the plane of the . s 1:4n RR OF� ``.� �GG-.GINE .�Vt `P/O 8 I �� `� 2 �� m M-1.5x3 1,--441'S 89200PE 9r o ► 6 7 M x9 M-3x4 i M-3x5 94/OREGON AlV� /O 4y 14 Z0� Q'{' • MFR R to, EXPIRES: 127;1-2019 1-03-12 3-11-12 0-08-08 y y )' ), 1-00 1-05-08 4-06-08 2-09 1.03-08 3-03 • y ORRX.L 8• q� 6-00 419 oo WAST .`i1, JOB NAME : POLYGON 3-A DL ASE - CJ2 �' Q.,>, '70 Scale: 0.6238 r ��v's< 0, • • WARNINGS: GENERAL NOTES, unless otherwise noted: ..•�''/ 1.Builder and erection contractor shoptllbe advised of al General Notes 1.This design is based only upon the parameters shown and is for an Individual /I Truss: CJ2 and Warnings before cerstrudion races. building component.Applicabllny of design parameters and proper .fir 2.2n4 compression web brewing mustb installed Ware shown+. incorporation of component iSee responsibility of the building designer. /�'r 3.Additional temporary bracing to insrjre�slability doing construction 2.Design assumes the top and bottom chards to be laterally braced et 'A (k. W Me responsibility of the erector.Addtbnel permanent bracing of Y o.c.and at 10'o.c.respectively unless braced throughout their length by 'P 4, 51398 w DATE: 1/9/2019 the overall structure is the r s*Eaof the building continuous sheathing later i b plywood meed where sand/or tlrywag(BC). F s'r c. .vi espon Ib Wasp designer. 3.Zr Impact bridging or lateral bracing required where shown++ O�, "C.tU y y� . .-vi - 4.No load should be applied to any component urea seer al bracing and 4.Installation of truss is the responsibility f Me respective contractor. e� T 1, SEQ.: KS 5 S 3 51 8 fasteners are complete and at no Ma should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, V`�f ONALE� TRANS I D• LINK design loads be applied to any component. and are or"dry condition'of use. S.CompuTms has no control over and assumes no responsibility for the e.Design assumes full bearing at an supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Design hassumes adequate bathfaceiapresised. January 9,2019 6.This design b furnished subject to Me limitations set bras by 8.Plates shah be located on both faces of truss,and placed so their center - TP WJICA In 8151,copes of which nil be furnished upon request. lines coincide with joint center lines. 9.Digds indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8)1L)-Z no.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 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR; 3'I LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 7=(-162) 219 3- 6=( -89) 172 2x6 KDDF #15BTR T2ISPACED 24.0" 0.C. 2- 3=)-370) 47 7- 8-( 0) 0 7- 6=( -14) 46 BC: 2x4 KDDF #15BTR 3- 4=)-273) 139 6- 9=( -49) 70 6- 4=(-197) 54 - WEBS: 2x9 KDDF STAND ' LOADING 4- 5=)-229) 90 6- 5=(-199) 267 (! LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 9=(-267) 155 TC LATERAL SUPPORT <= 12"OC. UON. ( DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -103/ 493V -78/ 1260 5.50" 0.79 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 4' ADM,: TC CONC LL+DL= 160.0 LBS @ 3'- 0.0" 6'- 0.0" -57/ 305V 0/ OH 5.50" 0.49 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED k LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 0.0" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.008" @ 2'- 2.4" Allowed = 0.254" • MAX TL DEFL = -0.008" @ 3'- 1.2" Allowed = 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS 11 MAX HORIZ. LL DEFL = -0.012" @ 5'- 10.3" 2-11-15 3-00-01 MAX HORIZ. TL DEFL = 0.013" @ 5'- 10.3" I ! I I 2-03-12 SIO-08-03 3-00-01 Design conforms to main wrndforce-resisting T i1 ' - ( system and components and cladding criteria. v160# i-4x6 Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=l.6, 12 5 End vertical (s)/_,� are exposed to wind, 14.00 M-3X .'- truss designed for wind loads T2 n the plane of the truss only. illoll • ,<(y,E) PROFFs M �1Irr AMI 89200PE r o ** 9 Lo o M-1.5x3 6 0iy4 �OREGONN t, 4 r M-3x9 '' IIM-8x6 M3x4 <0�Y 14 2°0# FRRO- 1 y I 2-03-12 3-08-04 EXPIRES: 12-31-2019 1-00 2-05-08 d 3-06-08 2-09 1-03-08 3-03 ! 1. /01011-4.6. id 6-00 J4) OV WA 1i>' • G JOB NAME : POLYGON 3-AIl DL ASE - CJ3 :. T • Scale: 0.4097 �I/ jr ` WARNINGS: GENERAL NOTES, unless otherwise noted: .- / • 1.Builder -erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an individual Truss: CJ3 and We I before construe on commenoes. building component Applicability of design parameters and proper %e/' 2.204 corn -, n web bracing must be installed where shovm*. incorporation of component is the responsibilityolthe building designer. /4",• v 3.Addition I mporery bracing to insure 51 biliry during construction2.Design assumes the top end bottom chords to be laterally braced at n< 'Q- z 0.end at 10.ox.respectively unless braced throughout their length by 0 .4e 51398 <y is the- •ruibiliy of the erector.Additional permanent bracing of continuous sig s plywoodsheathing(TC)an rywall(BC) Q DATE: 1/9/2019 IM ova- structure is the resporaibiiry or the building designer. 3.2s Impact bodging or lateral bracing required where shown*+ �j� C.tU j�e� SEQ.: K55 8 3 519 4.No wad 1• •be applied to any component until after all bracing and 4.Installation of truss Is the responsibility or the respective contractor. CS �Cj fastens-I complete and at no time should any wads greater than 5.Design assumes busses are to be used in a noncorrosive environment. S40NAL- tlesign be so Sen to any component. and are ler^dry condition"of use. TRANS I D: LINK 8.Design assumes he bearing at all supports shown.Shim or wedge if 5.Compo has no control over and assumes no responsibility ler the snary. fabrlcat. handling,shipment and installation of components. 7.Design adequatedrainageprovided. 6.This de-, b furnished subject to the limitations set forth by 8.Platesshal bassumes located on both faces of�usi,end placed so their center January 9,2019 TPIIWTa In BCSI,copies of which Mil be furnished upon request. lines coincide with pint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Int./CompuTrus Software 7.6.8(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ' This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF 1)1&13TR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 86 2- 7=(-63) 92 7- 6-) 0) 30 BC: 2x9 KDDF #1&BTR : SPACED 24.0" O.C. 2- 3=(-163) 0 7- (3-) 0) 0 6- 3=( 0) 63 WEBS: 2x9 KDDF STAND 3- 4=( -16) 43 6- 9=(-74) 104 3- 9=(-125) 88 • LOADING 4- 5=( 0) 0 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -31/ 319V -63/ 154H 5.50" 0.51 KDDF ( 625) 2'- 11.2" -101/ 125V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 0/ 88V 0/ OH 5.50" 0.14 RIDE ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I _ IP ROVTDE FUJI, RFARTNG:JtS-2.4.9 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I"'OND D h k d r ti-5 p f)11p1'ft t 29 patina. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-15 MAX TL DEFL - -0.004" @ 2'- 3.8" Allowed = 0.161" ,( -- - I MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.127" 5 -/ MAX TC PANEL LL DEFL = 0.006" @ 1'- 2.4" Allowed = 0.196" MAX BC PANEL TL DEFL = -0.005" @ 3'- 9.3" Allowed = 0.199" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.005" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.6" 14.00 M-9x6 Design conforms to main n windforce-resisting 4 system and componentsand cladding criteria. N , o Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6 a, Truss designed for w' d',pp in the plane of t.(tOlinrmo%A6 er; 44, ct 89200P c' 13M11111 . ,ti f ill9 , m M-1,5x3 o ole 7 8 ei M-3x4 M-3x'. 72. OREGON, 2.°N � �` Ix t/4 , // M-3x5 1 , <O 4)- 14 `�° SFRRIO, 2-03-12 ' 3-08-04 EXPIRES: 12-31-2019 J, ), y I 1-00 2-05-08 3-06-08 )' )' )' - J' 2-09 0-03-08 3-03 J, )' 6-00 • 4\9 otov 't' , T JOB NAME : POLYGON 3-A DL ASE - CJ4 Scale: 0.4228 000 • `" cam, �� WARNINGS: GENERAL NOTES, unless otherwise noted: `4"' 1.Builder and erection contractor should be advised of el General Notes 1.This design is based only upon the parameters shown and is for an individual 1 Truss: CJ4 and Warnings before construction commences. building component Applicability of design parameters and proper 0/ z.204 compression web bracing must be installed where mown+. incorporation of component is the responsibility of the building designer. I�" 3.Atltlhbnal tem brecin to insure stabil tori auction 2.Design assumes Me top and bottom chords to be laterally braced at ,J� [[.�.� temporary g til ng cons 2'o.c.and at 10'o.c.respectively unless braced throughout their length by •(' 51398 'y is the responsibility of Me erector.Additional permanent booing of continuous sheathing such as pywood sheathing(TC)and/or drywall(BC). Q �y C DATE: 1/9/2019 the overall structure is the response:Ay of the building designer. 3.2,Impact bridging or lateral bracing required where shorn+• '4,, ISTEg 4.No load should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. (',s�` l4C5 SEQ.: K5583520 fasteners are complete and at no time should any lows greater than 5.Design assumes trusses are to be used in anencorrosiveenvironment, CONALE design bads be applietl to erry component. and are for"dry condition'of use. TRANS ID: LINK N.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at ag supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. awry. 7.Pesissassumes adequate othifcei oftnras,an Janus 9,2019 ded. 8.This design is lumlahed subject to the limitations set forth by B.Plates shall be located on both feces of teres,and placed so their center •J TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide wrM joint center lines. 9.Digits indicate We of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-Z 10.For basic connector plate design values see E5R-1311,ESR-1986(MITek) 1' I. This design prepared from computer input by !I Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-159) 0 1-6-) -95) 96 6-5=( -5) 31 BC: 2x4 KDDF #105TR SPACED 24.0" O.C. 2-3-) -14) 16 6-7=( 0) 0 5-2=( 0) 65 WEBS: 2x9 KDDF STAND 3-4-) 0) 0 5-B=(-109) 108 2-8=(-130) 130 LOADING TC LATERAL SUPPORT <= 12.0C. ION. LL 25.0 +DL 7.0 ON - ( ) ( ) TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. i DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) t 0'- 0.0" -10/ 196V -51/ 98H 5.50" 0.31 KDDF ( 625) 1', LL = 25 PSF Ground Snow (Pg) 2'- 9.7" -72/ 160V 0/ OH 1.50" 0.20 KDDF ( 625) 5'- 10.5" -16/ 97V 0/ OH 5.50" 0.16 KDDF ( 625) !i LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I� t 'PROVIDE FULL BFARING;Jts:1.3.8 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP K:OND. 2: Design checked for net(-5 psf) uplift at 24 " spacing. 9-10-07 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. o c P f- _- T VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.004" @ 2'- 2.2" Allowed = 0.114" MAX TL DEFL = -0.004" @ 2'- 2.2" Allowed = 0.152" MAX LL DEFL = 0.000" @ 0'- -1.5" Allowed = 0.127" J il MAX BC PANEL TL DEFL = -0.006" @ 3'- 7.8" Allowed - 0.199" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.007" @ 5'- 7.1" MAX HORIZ. TL DEFL = -0.006" @ 5'- 7.1" Design conforms to main windforce-resisting system and components and cladding criteria. 0Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), B - 89200PEx3 0e 6 7 p M-3x9 M-3x4 ' �M-3xC.) � 6 • , OREGONlV �x & �aM1. 14Zo - . RRL `..?;Q 2-02-04 3408-09 l' I ai I 2-04 4-06-08 EXPIRES: 12-31-2019 2-07-08 0-03-08 3-03 1it y 5-10-08 1 BRILL, • ' � °l(/w�`a�'s�i � JOB NAME : POLYGON 3-pi DL ASE - CJ5X Scale: 0.3819 )40;4: Cf, �c�°x�i WARNINGS41 GENERAL NOTES, unless otherwise noted: 'Ado �,`�% � t„p 1.Builder erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CJ5X and We before construction commences. budding compoc m Applicability r design parameters and proper 2.2s4 con =ion web bracing must be installed where shown+. incorporation or component is the responsibility a the ally bra ed at r. 3.Addition porery bracing to insure stability tluring construction 2.Design assumes the top and bodom chortle to be laterally braced et r5:1 51398 w� re Me ibilry of the erector.Additional permanent bracing of Z o.c.and at 10'we.respectively unless braced throughput their length by continuous sheathing such as plywoatl sheathing(TC)and/or tl eE. DATE: 1/9/2019 the owe structure la the responsibility of the building designer. rywal( ) rrs 3 ' 9 gner. 3.2a Impact bridging or lateral bracing required where shown++ O�j� �CIS'y yi SEQ.: K5 5 8 3 5 21 4.No load be applied to any component until after all bracing and 4.Inatallabon of buss is the responsibility of the respective contractor. *5.74, S ( fastens complete and at no time should any bads greater than 5.Design assumes busses are to be used in a nonconosNe environment, uf ONAL � design be applied to an and are for"dry condition"9 use. TRANS I D: LINK 5.cam T has no over and�aN mea no re 6.Design assumes hl bearing at all supports shown.Shim or wedge g pu responsibility for the necessary. fabrics handling,shipment and installation of components. ,.Peaeseswmeladequate bothfageio trusis,en January 9,2019 6.This de la furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIWT In BCSI,copies of which will be furnished upon request. lines coincide with joint center linea. 9.Digits indicate she of plate in inches. MiTek U$A lnc./CompuTrus Software 7.6.8(1L)-Z to.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 5'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE - 1.15 1-2-1-258) 53 1-5=(-204) 212 5-4-( -25) 48 BC: 2x4 KDDF 81&HTR SPACED 24.0" O.C. 2-3-1-140) 103 5-6-( 0) 0 4-2=( -5) 81 WEBS: 2x4 KDDF STAND 4-7-1-233) 241 2-7=(-288) 279 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -32/ 258V -107/ 207H 5.50" 0.41 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 7.1" -76/ 166V 0/ OH 5.50" 0.27 KDDF ( 625) 5'- 10.4" -97/ 124V 0/ OH 1.50" 0.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. PROVIS LL s ARI), ;Jts:1,7,3 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 5-10-07 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. T '1 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 1 MAX LL DEFL - 0.008" @ 2'- 2.2" Allowed = 0.248" l,Ty(II MAX TL DEFL - -0.007" @ 2'- 2.2" Allowed = 0.331" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.015" @ 5'- 7.1" 12 MAX HORIZ. TL DEFL = 0.014" @ 5'- 7.1" 14.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, 01 Truss designed for wind loads in the plane of the truss only. M-4x6 I ��53 P OFFS �<0- oGINE�c� ` c, , • /� Q� 89200PE �r • lD / 4 NI o ..-=......a 1 ro m or-- M-1.5x3 1 '' 5 6 0 o M-3x9 M-3x4 OREGON Z. M-3x6 I `'0 A/Y 14 12.° ;41- y k SFR R IL\- 2-02-04 3-08-04 y 2-04 y 3-06-08 y EXPIRES: 12-31-2019 ), yy )' 2-07-080-03-08 3-03 • 5-10-08 OR-RILL & �� 0/WAS14 ?'l, JOB NAME : POLYGON 3-A DL ASE - CJ6X 4�ti. ' j,(�r�+ ew. '�o�/A Scale: 0.3465 !( ` l' WARNINGS: ' ' GENERAL NOTES, unless olherwix noted: �� 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual \r Truss: CJ6X and Warnings before construction commences. building component.Applicability of design parameters and proper z.204 compression web bracing must he installed where mown+. incorporation of component is the responsibility of the budding designer. A 1�i:' 3.Additional temporary bracing to insure stability dying construction 2.Design assumes the top and bottom chords to be laterally braced at ` }(lp `'� is the responsibility of erecter.Additional nt bract ! T o.c.and at 10'o.c.respectively unless braced throughout weir length by JJa.7�0p 'y pond Wyo permsne bracing continuous sheathing such as plywood sheathing(TC)aMlor Myw/all(BC). �i�j,��CIS 11+l� DATE: 1/9/2019 the overal structure Is the responsiblily of the foul ikm designer. 3.2u Impact bridging or lateral bracing required where shown++ 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. S G SEQ.: K 5 5 8 3 5 2 2 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, Ur ONAL design load:be applied to any component. and are for"dry conahion"of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the N.Design assumes NI bearing at a suppo s shown.Shim or wedge if sear. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. January 9,2019 6.This design Is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center • TPVVVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Ina./CompUTtuN Software 7.6.8(1L)-Z to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) a. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS LOAD DURATION INCREASE: 1.15 TRUSSES SPACED AT 24"oc CHORDS: d _ TOP CHORD LL = 25psf 2X4 KDDF N1&BTR I, TOP CHORD DL = 7psf TOTAL LOAD = 32psf 11 fl il 12 t 6.26 F M-3x6(s) ��R,Ep PROFFS GINE 6' �c?�5 0N F9 p2 M-5x8 1g PROVIDE SUPPORT @ 48" O.C. AND AT END cc 89200P 9r M-3x6 ----- 17-03-15 I M-3x6 M-3x6 ti Cr,�,OREGON�� M-3xs �' _,', O Y 14 2 P+ MFRRit\- EXPIRES: 12-31-2019 2-06-09 6-07LL • , ,44 �F WAS j. JOB NAME : POLYGON 3– DL ASE – CR rjr ; l':."' - :I Scale: 0.3517 WARNING GENERAL NOTES, unless otherwise noted: / -: 1.Builder erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CR and We gs before construction commences. building component.Applicability of design parameters and proper T r 2.2x4 co pion web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. I��, 3.Atltlftb temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at rt '� is the nsiof the erector.ure stability permanent bracing of a o.c.and at 10 ox.respectively unless braced throughout their length by '� ,� 51398 ,c{, continuous sheathing such as plywood sheathing(TC)and/or drywaf(BC). 24N 4.G/STEW _. DATE: 1/9/2019 the ova structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0 0 r.cls, SE K 5 5 8 3 5 2 3 4.No toe uld be applied is any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. cS V 4 fastens are complete and at no time should any loads greater man 5.Design assumes busses are to be used Ina non-corrosive environment, SIGNAL Vu design be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.Compu has no control over and asumec no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrics handling,shipment and installation ofcomponents. ssary. 7.DeagnasumesadedenborainageIsprovided. January 9,2019 6.This de furnished subject to the limitations set Ndh by 8.Plates shall be located on both faces of truss,and placed so ihelr center r TPIIWTT In ECM,copies of which will be furnished upon request. lines coincide with Joint center tines. �,ii,, 9.Digits indicate sae of plate in inches, MiTek LIA,Inc./CompuTrus Software 6.2.3(1L)-Z 10.For basic connector plate design values see ESR-1317,ESR-1908(MiTek) 1. AL This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 1.0" FOND. 2: D h k d f et( p ) lift at 29 p ci TC: 2x9 KDDF Hl&HTR 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 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD - 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD - 92.0 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 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. NOTE: DESIGN ASSUMES SHEATHING TO ONE FACEI. 12 7.00 �`��' ,1) PROF 5 NG'INEF,9 /O 2 89200PE 9r it 9/ ,��OREGON t., �lV� O )' 14i 2� Q'}- '7/ RR ILS- EXPIRES: 12-31-2019 iii ////////// / //// 3 4 t b b y' ' LL, 2-00 4-01 4P of WASE `T>u JOB NAME : POLYGON 3—A DL ASS — El dr ?>. �� `�'Scale: 0.7799 / WARNINGS: GENERAL NOTES, unless otherwise noted: ' `,f.••• 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shovel and is for an individual , Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper ,, 2.era compressionweb bracing st be Installed wino shown r, incorporation of component is the responsibilty of the building designer. g mu 2.Dee the to d bottom chords to be lateral braced al A , 3.Additional temporary bracing to insure stability during construction Design assumes pan y ,Q is the responsibility o!the erecter.Additional permanent bracing of T o.c.end at 10'a.c.respectively unless braced throughout their length by 51398 k1 DATE: 1/9/2019 the overal structure Is the responsibility of me building designer. continuous sheathing such as plywood aired in ere s ownand/r-drywal(BC). p Ig ere 3.2x Impact bodging or lateral bracing required where shown«i O�� CISj'�y� � - S E Q.: K5 5 8 3 5 2 4 4.No load should be applied to any component until after es bracing and a.Installation of bass is me responsibility of me respective contractor. s Cy fastener:are complete and at no time should any keds greater than 5.Design assumes susses are to be used in a non-corrosive environment, Sj�NALE� TRANS I D'• LINK design loads be applied to any component. and are for'Pry condition'.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NI bearing at all supports shown.She or wedge if fabrication,handling,shipment and Installation of components. 7.necessary. Design ha ll b assumes adequate o orainag s is provided. January 9,2019 6.This design is famished subject to the limitations set bin by S.plates shay be located on both faces of truss,and placed so their center ^ TPIA'01'CA in BCSI,copes of which Mil be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate in Intoes. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) jr 1'' P. This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS III. TRUSS SPAN 4'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-( -3) 141 5-6=(-261) 253 5-2=(-473) 238 BC: 2x4 KDDF #1&BTR it SPACED 24.0" O.C. 2-3=(-140) 126 2-6-(-220) 238 WEBS: 2x4 KDDF STANDII 3-4=( 0) 0 6-3-(-148) 158 - LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD- 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" #�� 0'- 0.0" -70/ 511V -111/ 159H 5.50" 0.82 KDDF ( 625) {., LL - 25 PSF Ground Snow (Pg) 4'- 1.0" -89/ 203V 0/ OH 5.50" 0.32 KDDF ( 625) 1}' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET- ICOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacin . t BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.029" @ -2'- 0.0" Allowed - 0.200" MAX TL DEFL - -0.034" @ -2'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.025" @ 2'- 1.0" Allowed - 0.246" 3-09-04 0-03-12 MAX TC PANEL TL DEFL = 0.025" @ 2'- 1.0" Allowed = 0.369" ,f t, 0 -� SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL - -0.001" @ 3'- 7.5" 7.00 [7' MAX HORIZ. TL DEFL - -0.001" @ 3'- 7.5" • €1 M-1.5x3 , �• , 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), III • load duration factor-1.6, End vertical(s) are exposed to wind, {'I Truss designed for wind loads in the plane of the truss only, M-3x4 .] �(<5° PR Open �� NG�NEF9 /p2 89200PE -9r. , j • O N • EMS C.) 4, NI* lV� 5I�w InyG g N A M-1.5x3 M-3x4 V 9y 14 2C) Q. �FRRIL43 �- EXPIRES: 12-31-2019 2-00 .,• 4-01 LL• , 1.,,;„.'p 0'WASE 4>, JOB NAME : POLYGON 3-•' DL ASE - E2 . , Scale: 0.4981 ,moi , WARNINGS: GENERAL NOTES, unless otherwise noted: 4I' •e"// 1.Builder-- erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: E2 andWa 1•-beforeconstructioncommences. building component.Applicability of design parameters and proper ' r 2.2s4 con' -.-••n web breang must be installed whore shove*. incorporation of component is the responsibility of the building designer. Ter wormy g stability g construction 2.Design assumes the top end bottom chords to be laterally braced at oe �y, 3.Addition I• bracing to insure stabil dude "1 I T o.c.and et 10'ox.respeaNely unless braced throughout their length by 51398 w is me- . -bSly of the erector.Additional permanent bracing of continuous sheathing has d sheathing(TC)C and/or tl 1 rg suc bracing g(T)a rywell(BC). •p DATE: 1/9/2019 the owe structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shove+« '4_,t, �GISTg 4.No bed •be applied to any component until after al bracing and 4.Installation of truss Is the responsibility f the respective contractor. SEQ.: K5583525 fastens I -completeandalnolimeshouldanybadsgreatertan 5.Design assumes trusses are to beueamanon-cdrrosiveenvironment, s,ctk iL��G TRANS I D• LINK design• be applied b am component. and are for"thy condition"of use. 5.CompuT has no control over and assumes no responsibility for the 6.Design assumes MI beading at all supports shown.Shim or wedge if fabrics L•1 handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This de ie furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center January 9,2019 TPIANT it BCSI,copies o/which mit be furnished upon request. lines coincide with Joint center lines. 9.Diggs indicate size of plate in inches. MiTek U Ino./CompuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see E5R-1311,ESR-1988(MiTek) ri 1 II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE - 1.15 1-2=( -3) 141 5-6=)-261) 253 5-2=(-473) 238 • BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-140) 126 2-6=(-220) 238 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 6-3=1-148) 158 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD- 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -70/ 511V -111/ 1590 5.50" 0.82 KDDF ( 625) LL - 25 PIF Ground Snow (Pg) 4'- 1.0" -89/ 203V 0/ OH 5.50" 0.32 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/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.029" @ -2'- 0.0" Allowed - 0.200" MAX TL DEFL = -0.034" @ -2'- 0.0" Allowed - 0.267" MAX TC PANEL LL DEFL - 0.025" @ 2'- 1.0" Allowed = 0.246" MAX TC PANEL TL DEFL - 0.025" @ 2'- 1.0" Allowed = 0.369" 3-09-04 0-03-12 0 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL - -0.001" @ 3'- 7.5" 7.00 MAX HORIZ. TL DEFL = -0.001" @ 3'- 7.5" M-1.5x3 3 y Design conforms to main indforce-resisting g system and componentsand cladding criteria. • • Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 40- C''`0 PR()Fe 1 ,� �� 89200PE 1.7.. N M G 'li OREGON�� lti� 5 g�6 /O MF 143 P�# M-1.5x3 M-3x4 RR1L EXPIRES: 12-31-2019 y ). J, 2-00 4-01 .BRILL, 40 04 WAS ,` 11, JOB NAME : POLYGON 3-A DL ASE - E3 w/%icei'-'7-- cook __ _.____ Scale: 0.4981 e[� ;; WARNINGS: GENERAL NOTES, unless otherwise noted: NOw / 1.Builder and erection contractor shoui;be advised Drag General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: E3 and Wemings before construction commences. building component.Applicability of design parameters and proper >'7, 2.204 compression web bracing must be installed Alen,shown+. incorporation of component is the responsibility of the building designer. 1.�a 3.Additional temporary bracing to insure stability during censtmction 2.Design assumes the top and bottom chords to be laterally braced at e' S 1398. is the responsibility temporary yf Me erector.Add trona)y dcei permanent bracing of P o.c.end et 1 g'o.c.respectively unless braced throughout their length by "00,4,z, ^ 70 continuous sheathing such as plywood sheathing(TC)and/or drywall(SC), �.�'/-i .r.�p _ 1 DATE: 1/9/2019 the overall siruGure Is the responsibility of the building designer. 3.its Impact bridging or lateral bracing required where shown++ VIS j Ll •CTr - 4.No load should be applied to any component until alter all bracing and 4.Installation of truss ie the responsibility of the respective contractor. SEQ.: K 5 5 8 3 5 2 6 festeners are complete and at no time should any leads greater than 5.Design assumes basses are to be used in a non.corroete environment SSIONALE TRANS I D: LINK design loads be applied to any component 6 and are for"dry condition' u e�ano et lea m shown.Shin or wed r 5.CompuTrus has no control over and assumes no respansibildy for the Design assumes g supports lie fabhoation,handling,shipment and installation of components. ry. T.Designshallbassumelcaeduoneothfaceio truss,an placedJanuary 9,2019 6.This design is furnished cotyles to the limitations set forth by 8.Plates shell be located on both faces of truss,and so their center TPNNfCA in SCSI,copies of which oil be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plata in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L).E 10.For basic connector plate design values see ES12-1311,ESR-1988(MiTek) r 4'. i, This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 2-4=(0) 0 BC: 2x4 KDDF #168TR 111 SPACED 24.0" O.C. 2-3=(-93) 157 )1 - TC LATERAL SUPPORT <= 12"OC. UON. i LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1 OVERHANGS: 12.0" 0.0" fel. TOTAL LOAD = 42.0 PSF 0'- 0.0" -156/ 322V -26/ 82H 5.50" 0.52 KDDF ( 625) 1 0'- 11.2" -67/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) ' ll LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I_ !PROVIDE FULL BEARING;Jts:2,3,4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-11-15 MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.1" Allowed = 0.062" 1 . 1' MAX TC PANEL TL DEFL = -0.002" @ 0'- 8.1" Allowed = 0.093" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed - 0.254" 12 MAX BC PANEL TL DEFL - -0.014" @ 3'- 3.8" Allowed = 0.339" II SEASONED LUMBER IN DRY SERVICE CONDITIONS 14.00 • MAX HORIZ. LL DEFL - -0.001" @ 0'- 11.2" MAX HORIZ. TL DEFL - 0.001" @ 0'- 11.2" 3 -, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), on load duration factor=1.6, o Truss designed for wind to-•- in the plane of the tr PROF � F -I ' 0 GrrvF • ss � i o - / is �, 89200PE -)1r..„. r i-3x4 • 4,OREGON�� .4/ <O -9y14 (4° P+ MRRILk-0 1-00 ', 6-00 EXPIRES: 12-31-2019 • xiu t, • ..,1,. ) wns 8 ) JOB NAME : POLYGON 3-Z DL ASE - J1 0��f<< • "o��- Scale: 0.6912 ,�/y „ WARNINGS' GENERAL NOTES, unless otherwise noted: rr / 1.Builder erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J1 and Wil .-before construction commences building component.Applicability of design parameters and proper ':.q/ 2.244 co ion web bracing must be installed where shown•. Incorporation or component is the responsibility of the building designer. / '` 3.Ada:. tarn no bracing to insure stability during construction 2.Design assumes the top and bottom chards to be Ialerelty braced at r4 (;+ I z o.c.and at to o.e.respectively unless braced throughout their length by `� 51 JJo is the r- •••ibily of the erector.Additional permanent bracing of continuous sheathing such as pywood sheathing(TC)and/or drywal(BC). O DATE: 1/9/2019 me ova ebucture is me responsibility of the building designer. 3.2s Impact brill or lateral bracing d where shown•• .+,51398 Clq es-� 4.No load I be applied to anyPe ging g require SEQ.: K5 5 8 3 5 2 7 c pP component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. �ss i 1 (selene complete and at no Hine should any bade greater than 5.Design assumes trusses are to be used In a wnconosiva environment, U`ONAL� design be applied to any component and are for"dry condition"of use. TRANS I D: LINK 6 6.Design assumes Ad bearing at all supports shown.Shim or wedge 8 5.Compo has no control over and assumes no responsibility for the hbnca,•l handling,shipment and installation of components. 7.Design assumes necessary. adequate drainageis provided. 8.This tle-1 is furnished subject to the limitations set forth by 8.Platesshal be located on both faces ofms [ s,and placed so their center January 9,2019 TPINVT.I In BCSI,espies of which will be furnished upon request. lines coincide with Join[center lines. 9.Digits indicate size of plate in inches. MiTek 110A,Int./CompuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(Wet) JI ._ r- , il, This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1bBTR LOAD DURATION INCREASE = 1.15 1-2-( -9) 86 2-6=(-133) 196 6-3=(0) 57 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-96) 32 6-9=(-133) 196 WEBS: 2x4 KDDF STAND 3-9=(-96) 31 LOADING 4-5=( -9) 86 TC LATERAL SUPPORT <- 12"OC. UON. . i LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -65/ 261V -80/ 80H 5.50" 0.42 KDDF ( 625) 3'- 6.0" -65/ 261V 0/ OH 5.50" 0.92 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. E --- OND. 2: Design checked for net)-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.003" @ 4'- 6.0" Allowed = 0.100" 1-091-09 MAX TL DEFL = -0.003" @ 4'- 6.0" Allowed - 0.133" A '( 1 "( MAX TC PANEL LL DEFL = 0.006" @ 0'- 12.0" Allowed - 0.139" 12 12 MAX TC PANEL TL DEFL = 0.007" @ 0'- 12.0" Allowed - 0.208" SEASONED LUMBER IN DRY SERVICE CONDITIONS 14.00 V M-4x6 19.00 MAX HORIZ. LL DEFL = 0.001" @ 3'- 0.5" 3 4t MAX HORIZ. TL DEFL - 0.001" @ 3'- 0.5" Design conforms to mar windforce-resisting !ill y system and componentsand cladding criteria. Wind: 190 mph, h=20.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, lr, Truss designed for wind loads in the plane of the trus �� DPROFFss .- 111 at mikm ,. �� *• 4) /2 ,�, �o $9200PE r M-3x4 M-1.5'3 M-3x4 4 OREGON I), LICA /0 9Y 14 20 P y it J, 1111:10-11.•‘•9)1-09 1-09 y - • > ), EXPIRES: 12-31-2019 1-00 3-06 1-00 • OR-RILL 4. q� 40p WASfr„ 7) • JOB NAME : POLYGON 3-A DL ASE - G1 Scale: 0.6017 WARNINGS: GENERAL NOTES, unless otherwise noted: t� � 1.Builder and erection contractor shook be advised of al General Notes 1.This design is based only upon the parameters shown end Is for an Individual 1. r Truss: G1 and Warnings before construction dorpmences. building component.Applicability of design parameters and proper r 2.D4 compression web bracing must bel instated where shown+. incorporation of component is the responsiblltiy of the bidding designer. iT(- `�,,s`,. 3.Additional temporary bracing to insytel stability during construction 2.Design assumes the top and bodom chords to be laterally braced at 'A� 51398 �~ is Me responcibiNy of the erector.Adalional permanent bracing of c o.c.end at 70'o.c.such as unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)antl/or drywal(BC). Q �C DATE: 1/9/2019 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ ISTEg 4.No load should be applied to any component until altar all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K 5 5 8 3 5 2 8 fasteners are complete and at no time should any bads greater than s.Design assumes busses are to be used in a non-corrosive environment, s-skSi L��G design baits be applied to any competent. and are for"dry condition.of use. TRANS I D: LINK 5.CompuTma has no control over and sesames no responsibility for thenece6.Design assumes NII bearing at al supports shown.Shim or wedge d fabrication,handling,shipment and installation of components. 7. eery. Design ha ll b assumesadequate drainage e io provided. an January 9,2019 6.This design is furnished subject to the limitations pi forth by 6.Plates shat be located on both hoes of truss,and placed so their center ' TPNNTCA In SCSI.copes of Mich will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E tO.For basis connector plate design values see ESR-1311,ESR-1966(MiTek) 1 1 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTRLOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-63) 84 j' TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA (I DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" i: TOTAL LOAD = 42.0 PSF 0'- 0.0" -32/ 296V -44/ 117H 5.50" 0.47 KDDF ( 625) t. 1'- 11.2" -139/ 126V 0/ OH 1.50" 0.20 KDDF ( 625) i, LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) #' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1' REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. -- (PROVIDE FULL BEARING;Jts: IIp. 2,3,9 • • BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" • 1-11-15 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" f 6 ' MAX TC PANEL LL DEFL = 0.004" @ 1'- 3.1" Allowed = 0.166" MAX TC PANEL TL DEFL - -0.006" @ 1'- 2.3" Allowed - 0.249" 12 MAX BC PANEL LL DEFL = 0.009" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL - -0.015" @ 3'- 3.8" Allowed - 0.339" 14.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS • MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" MAX HORIZ. TL DEFL - 0.000" @ 1'- 11.2" ti I Design conforms to main windforce-resisting system and components and cladding criteria. en Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rn load duration factor=l.6, tl o Truss designed for wind lo..- N in the plane of the tr ��cQ` 7 PROFFss IN / G E <0 N F O o� co 9 2 „...'"./ 89200PE 9% o /low T I14 _, M-3x4 >% 7 '1OREGON�Ix mit <0 -9Y 14 20 P'4` •i MFRRILN-6 y 1-00 J 'I 6-00 ). EXPIRES: 12-31-2019 • • .(RILL B ' '` X4) 0�w� JOB NAME : POLYGON 3- fll DL ASE - J2 �� Scale: 0.6412 �.�' amil• WARNING GENERAL NOTES, unless otherwise noted: ..`` •• 1.Builder erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Is Truss: J2 end es before construction commences. building component.Applicability of design parameters and proper : r 2.2a4 co -sawn web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. / , Design assumestop andlaterally �' I 2. Inc bottom chords to be braced at �+ 51398 k, 3.Addlio temporary bracing to insure slability during construction T o.c.and at 13 o.c.respectively unless braced throughout their length by is the.(••nslbilly of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or tlrywal(BC). '... .t, A `'CG-1 DATE: 1/9/2019 the 05, structure is the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown++ Yl�n s'1' 4.No les•1 •Id Be applied to any component until eller all braeing and 4.Installation of truss is the responsibility of the respective contractor. V SEQ.: K 5 5 8 3 5 2 9 fasten l are complete and at no time should any loads greater than 5.Design assumes mosses are to be used in a non-corrosive environment, SI°NAL+- design be applied to any component. and are for"dry condition"of use. TRANS I D: LINK s.comps has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.shim or wedge R hbrieai,,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Janus 9,2019 6.This de,. is furnished sub)ect to the limitations set forth by 8.Platesshal be located on both faces of truss,and placed so their center •J TP in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. I 9.Digits indicate size of plate in inches. MiTek • Inc./CompuTrus Software 7.6.8(1L)-E to.For basic connector plate design values we ESR-1311,ESR-1988(MiTek) ilk 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/Cq=1.00 TO: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(-127) 204 5-3=(-107) 124 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2-3=(-344) 42 5-6=( -63) 88 5-4=(-111) 228 BC: 2x4 KDDF #1&HTR 3-4=(-166) 65 4-6=(-276) 149 WEBS: 2x4 KDDF STAND • LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT 24"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -103/ 493V -82/ 139H 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -58/ 306V 0/ OH 5.50" 0.49 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL. TC CONC LL+DL= 160.0 LBS @ 3'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED II__ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 7 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 0.0" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ** For hanger specs. - See approved plans MAX TL DEFL = -0.004" @ 3'- 1.2" Allowed = 0.339" MAX TC PANEL LL DEFL = -0.012" @ 1'- 7.7" Allowed = 0.234" 2-11-15 3-00-01 SEASONED LUMBER IN DRY SERVICE CONDITIONS !i160# F MAX HORIZ. LL DEFL = 0.001" @ 5'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" M-4x61 M-3x4 Design conforms to mainwindforce-resisting //I system and components and cladding criteria. y Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. oo o ��90 PROFes,�,�� GNGINF`cA) /D2 o, Q 89200PE 9rNI ' Ali** 6 6 M-1.5x3 4 OREGON 4.0 <0 y 14 20 Ab, iliRRIL\- i y J, 2-09-14 3-02-02 EXPIRES: 12-31-2019 y ), y 1-00 6-00 40 oOlASP» t1, JOB NAME : POLYGON 3-A DL AE - J3 Scale: u_WQ; t. • 0.4897 op`v t/ .. WARNINGS: GENERAL NOTES, unless otherwise noted: / 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J3 and Warnings before construction con lenses. building component.Applicability of design parameters and proper incorporation of component is the responsibility of the buildingdesigner. 2.2a4 compression web bracing must be installed whirrs shown+, into ily j'7� , 3.Additional temporary bracing to insure duringconstruction2.Design assumes the top and bottom chords to be laterally braced at 4 C (gyp is the responsibility of the erector.Additional permanent bracing of r o.c.and at 10'o.c.respectively unless braced throughout their length by '� ja J �7p �({J DATE: 1/9/2019 the overs)structure h the responsibility f the building des 2s Impact sheathing or such as plywood aired in ere s ownand/«tlrywaN(BC). `l- ponsi Wy o dtlbg igner. 3.Zs Impact bodging or lateral bracing required where shown«+ O�j� �CjSj'F,1 � - 4.No bad should be applied b any component until eller al bracing and 4 Instalbtion of truss lathe responsibility of the re diSector. 'C 1IX T SEQ.: KS 5 8 3 5 3 0 fasteners are complete and at no time should any pads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, VsIONAL�IS TRANS ID' LINK design loads be applied to any component. and are or"dry condition"ofuse. 5.CompuTras has no control over and assumes no responsibility for the fi.Design assumes fare bearing at are supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. 7.necessary. Design hlb assumes adequateenbob is provided. January 9,2019 6.This design is furnished subject to the limitations set brut by 6.Plates she)be located on boM faces o(truss,and placed so their center ' TPIANICA In BCSI,copies of which 0111 be Mmhhed upon request. lines coincide with joint center lines. 9.Digits indicate Woe of plate in inches. MiTek USA,IDC./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) I I. i. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; 4 LOAD DURATION INCREASE = 1.15 1-2=(-334) 40 1-4=(-128) 208 4-2=(-109) 124 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2-3-(-161) 97 4-5-( -63) 87 4-3=(-112) 221 BC: 2x4 KDDF #1&BTR 3-5-(-271) 149 WEBS: 2x4 KDDF STAND LOADING f, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT 24"01. UON. l DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. SON. TOTAL LOAD = 42.0 PSF 0'- 0.0" -55/ 353V -70/ 119H 5.50" 0.56 KDDF ( 625) I 5'- 10.5" -62/ 301V 0/ OH 5.50" 0.48 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDS,: TC CONC LL+DL= 160.0 LBS @ 2'- 10.5" II ALL FLAT TOP CHORD AREAS NOT SHEATHED COND. 2: Design checked for net(-5 psf) uplift at 24 "on_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/240, TL-L/180 MAX TL DEFL - -0.004" @ 2'- 11.7" Allowed = 0.331" il BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = -0.012" @ 1'- 7.0" Allowed = 0.209" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.001" 8 5'- 8.8" MAX HORIZ. TL DEFL - 0.001" @ 5'- 8.8" 2-10-07 3-00-01 ?� 160# Design conforms to main windforce-resisting 1pI,, system and components and cladding criteria. M-4*6 19.00 F Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, -/ End vertical (s) are exposed to wind, Truss designed for wind loads T2 �e in the plane of the truss only. 1 / / o ��EO PROFFss ,o/- lir 61 �NGINFF,9 /p cc 89200PE 29r r . 4 �amil0 M-3x4 *-3x6 M-1.5x3 7 ,�OREGON b, 4/ /0 ../Y 14 20�P+� FRRIL�- ), ;I 1, 2-08-06 3-02-02 EXPIRES: 12-31-2019 J, y .15-10-08 Rli RRILL J' 11 � '4 WASitt, >, JOB NAME : POLYGON 3_ i DL ASE - J3X %'•�T �. Scale: 0.4862 ,1:54.,,,,/b WARNINGS GENERAL NOTES, unless otherwise noted. - ' 1.Builder- •erection centrector should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual Truss: J3X and We •ge before construction commences. building component.Applicability of design parameters and proper r 2.204 cpm ,-Ion web bracing must be Installed where shown+. inmrporalbn of component is the responsibility of the building designer. 1 3.Addition •mpomry bracing to insure stability during construction 2.Design assumes the top and bottom chords to be IateralN braced el 4 ,Q is the r--'• ibilily of the erector.Additional permanent brining of continuous ntc.end et ea hin.rsuchas ply Goode braced throughout rheic al(B). ,� 513 k, sheathing such l bracing plywoodre aired Thew s and/or 0rywal(BC. DATE: 1/9/2019 the ova structure is the responsibility of the building designer. 3.20 Impact bridgingoterel ) O pa or required where she a ��p'GIST S EQ. KrJ rJ 83rJ 31 4.No load • •bemle applied to any component until after all geater than 5. 4.InsDesign ofes trusses sthe re to beBe a respeaosi contractor.vironVS'wT lastene I complete and at no time should any loads greater 5. aswmes Inreaee ode to used in a noncorrosive environment, l ONAL TRANS ID: LINK design --be applied to any component. dnagare nse dry condition.of use. 5.CompuT 1 has no control over and assumes no responsiblloy for the 6.Design assumes NI bearing et al supports shown.Shim or wedge if fabricaf•I handling,shipment and installation of components. necessary' 7.Patenassumes adequate drainage iapmss,en January 9,2019 s.This ee- .x furnished aubjea to the limaationc set mrcn by e.Plated ones ba Idaered on bpm races orbaae,ane paces so meb center TPIMT•'In BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. I MiTek U Inc./Com uTrus Software 7.6.8 1 L-E 9.Dgits indicate see of plate in inches. P ( ) 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 40-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 DF 2400F; LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2=( 0) 114 2-15=(-1296) 5009 15- 3=( O) 625 11-23=( 0) 771 2x6 KDDF 916010 T2 2- 3=(-6039) 1683 15-16=(-1298) 5000 3-16-( -480) 214 23-12=(-1308) 211 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-5416) 1778 16-17=(-1697) 5435 16- 4=( -414) 1693 12-24=( -453) 2258 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 17-18=(-1780) 5668 16- 6=(-1447) 683 2x4 DF 2400F A; TC UNIF Lb( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 4- 6=(-4614) 1578 18-20=( -57) 179 6-17=) -25) 448 2x4 KDDF #1&BTR B TC UNIF Lt.( 100.0)+DL( 28.0)= 128.0 PLF 12'- 0.0" TO 28'- 0.0" V 6- 7=(-5455) 1950 20-21=( 0) 0 17- 7=( -375) 174 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 28'- 0.0" TO 40'- 0.0" V 7- 8=(-5764) 2028 19-22=(-1777) 5766 18- 7=( -448) 338 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF Lt.( 0.0)+DL( 40.0)- 40.0 PLF 0'- 0.0" TO 40'- 0.0" V 8-10=(-5086) 1717 22-23=(-1544) 5750 18-19=(-1735) 5530 BC LATERAL SUPPORT <= 12"OC. UON. 9-10=( 0) 0 23-24=(-1732) 7051 7-19=) -51) 146 TC CONC LL( 500.0)+DL( 140.0)- 640.0 LBS @ 12'- 0.0" 10-11=(-5928) 1947 24-13=(-1887) 7745 20-19=( 0) 128 TO CONC LL( 500.0)+DL( 140.0)- 640.0 LOS @ 28'- 0.0" 11-12=(-6750) 1947 19- 8=( -163) 690 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: BC CONC LL+DL= 306.0 LBS @ 6'- 0.0" 12-13=(-9251) 2372 8-22=(-1540) 733 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 306.0 LBS @ 34'- 0.0" 13-14=( 0) 114 10-22-) -604) 2099 22-11=( -815) 201 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 24.0" 24.0" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA • LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -1015/ 3766V -171/ 171H 5.50" 6.03 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 40'- 0.0" -1015/ 3766V 0/ OH 5.50" 6.03 KDDF ( 625) NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. l PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR TO FABRICATION OF TRUSS. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/1B0 MAX LL DEFL = -0.032" @ -2'- 0.0" Allowed = 0.200" j MAX TL DEFL = -0.037" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.309" @ 20'- 7.0" Allowed = 1.954" MAX TL DEFL = -0.549" @ 20'- 7.0" Allowed = 2.606" MAX LL DEFL = -0.036" @ 42'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ 42'- 0.0" Allowed = 0.267" 0-06-14 0-06-14 SEASONED LUMBER IN DRY SERVICE CONDITIONS 11-11-11 6-00-10 11-11-11 MAX HORIZ. LL DEFL = 0.151" - 6.5" f T T MAX HORIZ. TL DEFL = 0. 5-11-12 5-05 3-09-09 4-09-12 5-03 2-02-05 4-02-02 4-02-02 3-00-08 ��15 I trOr t 9 T 1 1 T T -r T T Design conforms t• rX 11-09-08 ..�,1 a �/ 11-09-08 system and comp. .08 - : ,, - O 12 M-5x12 +6404 +640# 12 Wind: 140 mph, h=22 > �m DL=4.2,BCDL=6.0, ASCE 7 M-3x4 M-3x8 M-3x4 s M-5x12 ��ka. 4, 6 Q 7.00 (All Heights) `' .sed, (� ENTERSi:I.., 7.00 ..A, T2 �, `A load duratio fact s=1.6,�'9a2t9�1PE Truss design- wind loads M-3x4 in the plane of the truss only. M-3x4 , A M-3 x 12 0 Z M-5x12 �- / � e y _ ��j M18HS-7x10 0 OREGON�1*$t:I o 2 15 16 17 18 20 21 0 M-4x8-M-4x9 13 4 0 1 M-1.5x3 M-3x8 0.25" M-7x8 M-7x10 M54-3x4 x8 1 MRRiL�- M-1.5x3 o M-3x9+ M-7x6(S) M-3x4+ 3.27 EXPIRES; 12-31-2019 k *306# k k k 1-0.1- k kt2 > '306# b k 12 k k 5-10 5-05 4-09-12 4-08 4-11-08 k1-10-154-03-14 4-02-02 k2-09 k k 2-00k 25-10 k k 11-05 2-09 2-0O 26-10 1-00 13-02 k R.RILL,B k k q� 2-00 i'I40-00 2-00 ati9 04 WAStr„ '`i1, JOB NAME : POLYGON 3-A DL ASE - D1 f- ' coo c� Scale: 0.1259 ). R /off a" WARNINGS: I GENERALNOTES, unlessothe,wise noted'/ '. I.Builder and erection conlrador shduk be advised dal General Notes 1.This design is based only upon the parameters shown and is for an Individual 14 Truss: Dl and Warnings before construction donmences. building component.Applicability of design parameters and proper �r 2.2x4 compression web bracing musk be installed where shown+. incorporation of component is the responsibility of the building designer. A / 3.Additional temporary bracing to In d stability durelg construction 2.Design assumes Me top and bottom chords to be laterally braced at is the responsibility f the erector.Adklitb foil rant bracing f 2'o.c.and at 10 o.c.respectively unless braced throughout their length by 'P/� TTr51398 44 ponsi ty o perms g o continuous sheathing such as plywood sheathing(TG)and/or drywall(BC). Q, �4'qr rat- DATE: 1/9/2019 the overall structure is the responsibility of the Wilding designer. 3.28 Impact bridging or lateral bracing required where shawl++ lvli(y S 1 a' - 4.No load should be applied to any component until after Cl bracing and 4.Installation of truss is the responsibility of the respective contractor. 'CV SEQ.: KS 5 8 3 5 3 2 fasteners are complete and at no time should any leads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, SiONAL . TRANS I D: LINK design beds be applied b any component and .oes me aondab a use.supports wedge 5.CompuTrus has no control over and assumes no reaponrbildy for the 6.Design fur bearing at al su rts shown.Shim or wetl g ssary. te is n,handling,shipment and a limitations of components. 7.Design assumes adequate drainage is provided. January U21')/9,2019 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM?CA 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,Inc./CompuTrus Software 7.6.8(1L(-E 10.For bask connector plate design values we ESR-1211,ES12-1996(MiTek1 1 ) 1i This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF k1SBTR; • LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-15=(-1003) 2239 15- 3=( 0) 221 11-23=( -44) 291 2x6 KDDF k1aBTR T3 I SPACED 24.0" O.C. 2- 3=(-2739) 1390 15-16=(-1005) 2237 3-16=( -308) 194 23-12=(-729) 426 BC: 2x6 KDDF k1aBTR II 3- 4=)-2372) 1382 16-17=(-1098) 2343 16- 4=( -397) 841 12-24=(-451) 1024 - WEBS: 2x4 KDDF STAND; LOADING 4- 6=( 0) 0 17-18=(-1160) 2466 16- 5=( -663) 418 2x4 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=1-1967) 1250 18-20=( -47) 96 5-17=( -27) 279 t'. DL ON BOTTOM CHORD - 10.0 PSF 5- 7=(-2353) 1479 20-21=( 0) 0 17- 7=( -245) 107 TC LATERAL SUPPORT <= 12"OC. UON. I, TOTAL LOAD = 42.0 PSF 7- 9=(-2469) 1552 19-22=(-1238) 2470 18- 7=( -181) 199 BC LATERAL SUPPORT <= 12"OC. UON. 8-10=( 0) 0 22-23=(-1233) 2538 18-19=(-1120) 2387 LL = 25 PSF Ground Snow (Pg) 9-10=(-2170) 1347 23-24=(-1644) 3253 7-19=) -112) 87 10-11=1-2578) 1504 24-13=(-1792) 3570 20-150( 0) 86 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=1-3007) 1588 19- 9=( -94) 366 ALL FLAT TOP CHORD AREAS NOT SHEATHED I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 12-13=(-4282) 2161 9-22=( -680) 474 13-14=( 0) 114 10-22-) -556) 1016 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 22-11=( -455) 253 OVERHANGS: 24.0" 24.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -438/ 1908V -173/ 173H 5.50" 3.05 KDDF ( 625) M-1.5x9 or equal at non-structural 40'- 0.0" -438/ 1908V 0/ OH 5.50" 3.05 KDDF ( 625) vertical members (uon). 4 OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. tl VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" 1 MAX TL DEFL = -0.041" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.197" @ 20'- 7.0" Allowed = 1.954" il MAX TL DEFL = -0.260" @ 20'- 7.0" Allowed = 2.606" 15-11-11 i j. 8-00-10 15-11-11 MAX LL DEFL = -0.036" @ 42'- 0.0" Allowed = 0.200" _ 1 I MAX IL DEFL = -0.041" @ 42'- 0.0" Allowed = 0.267" 5-11-12 5-05 4-114-08 4-09-12 3-09-121-05-042-09-034-02-02 4-02-02 3-00-08 SEASONED LUMBER IN DRY SERVICE CONDITIONS 2 T T -I -1' '' '' 1' - '' - T T < MAX HORIZ. LL DEFL - -0.092" @ 39'- 6.5" 11-09-08 11_09-08 MAX HORIZ. TL DEFL = 0.1 • �' F'"(� 12 M-3<4 8 M-3x4 12 Design conforms tem �� •p AW, 7.00 1 -7 7.00 system and comp• 1 M-4x6 ) M-3x8 M-4x6 Wind: 140 mph, h=23.• ar�r, : DL=4.2,BCDL=6.0, ASCE 7 7 q M-5x6(5) (All Heights) `- •sed, MWFRS aI�1', M-5x6(5) w T3•« -. load duratio fact-r=1.6,�t9P E 0.25" Truss design-• • wind loads 0.25" in the plane of the truss only. \ M-3x5 Q • �l _ ��es L� ��REGON�� \ M-9x12 0 P o2 15 16 µ 17 - 18 20 21 OM-3x8 M-3x9 M• 23246x8 I3 0til O 4 2.- 0 R•' -3x10 M-1.5x3 M-3x8 • 0.25" -M-6x6 MFR R I�y o M-7x8 1 0 M-3x4+ M-1.5x3 M-3x9+ 11 M-7x8(S) 3.27 EXPIRES: 12-31-2019 - 1 1- 2 2 y y 5-10 5-05 4-' 9-12 4-08 4-11-08 y1-10-154-03-14 4-02-02 .12-09 > y 2-00k 25+10 11-05 2-09 2-00 28-10 1-00 13-02 b 2-00 40-00 2-00 RRILL , y y J� o� l r ,7" ' max JOB NAME : POLYGON 3- DL ASE - D2 /' '- c�o�11 I Scale: 0.1273 �'?``:.. WARNIN'- GENERAL NOTES, unless otherwise noted: `f 1.Builder erection contractor should be advised o/all General Notes 1.This design le based only upon the parameters shows and is for an individual -la ' Truss: D2 and I before construction commences. building component.Applicability of design parameters and proper 7 2.2r4 co, ...ion web braang must be installed where shown•. incorporation of component is the responsibility of the building designer. / 3.Addsi• temporary bracing to insure stabilM during construction 2.Design assumes the top and bottom chords to be laterally braced Cl 51398 `.` is the r t •nsiblll f the erector.Additional M brain f 2'o.c.and at 10•o.c.respectively unless braced throughout their length by 4o ty o permene g o continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). VA �4(Is'r ?'� DATE: 1/9/2019 the ova structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• Y+,�(y 9 1�+•_ 4.No• •Id be applied to any component until after al braang and 4.Installation of truss Is the responsibility of the respective contractor. �V tl4Cj SEQ.: KS rJ 8 3 5 3 3 taste re complete and at no One should any loads greater man 5.Design assumes busses are to be used m a noncorrosive environment, S40NAL tlesign •s be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 6.comps has no control over arra assumes no responsibility for the 6.Design assumes full bearing at al supports shown.Shim or wedge If fabrics handling,shipment and installation of components. ry 7.Pe:re�hall elcaedaoneothifac faces of January 9,2019 6.This GNI.odsubject toh the will limitationsset forth e.Plates coincide be with join on both facesof floss,and placed so their center TP BCSI,copies of which will be furnished upon request. lines cdawh joint ate center lineinches.9.Digits indicaten ecor pplatee ign val MITek Int./CompuTrus Software 7.6.8(1L}E 70.For basic connector plate design values gee ESR-1311,ESR-1988(MiTek) Il 1,1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11=( -738) 2233 3-11=(-260) 296 16- 8-(-698) 416 BC: 2x4 KDDF #15BTR SPACED 24.0" 0.C. 2- 3=(-2656) 1050 11-12-) -513) 1862 11- 4=(-103) 554 8-17-(-302) 962 WEBS: 2x4 KDDF STAND; 3- 4=(-2405) 1043 12-13-) -18) 61 4-12=(-752) 500 2x4 DF STAND A • • LOADING 4- 5=(-1718) 926 13-15=( 0) 0 12- 5=(-269) 695 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2287) 1248 14-16=( -774) 2382 12-14=(-211) 1328 TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2277) 1030 16-17=(-1180) 3076 5-14=(-681) 1133 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8-(-2851) 1097 17- 9=(-1280) 3364 13-14=) 0) 75 8- 9=(-4091) 1565 14- 6=(-400) 454 OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 114 14- 7=(-625) 293 7-16=( -6) 373 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE JT 2: Heel to plate corner = 2.50" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -332/ 1908V -293/ 293H 5.50" 3.05 KDDF ( 625) 40'- 0.0" -332/ 1908V 0/ off 5.50" 3.05 KDDF ( 625) OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ! MAX LL DEFL - -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ -2'- 0.0" Allowed = 0.267" 20-00 20-00 MAX LL DEFL = 0.187" @ 25'- 9.1" Allowed = 1.954" T 1 ,( MAX TL DEFL - -0.278" @ 25'- 9.1" Allowed - 2.606" 6-10-03 6-06-14 6-0$-10 5-06-08 5-08-08 5-06-12 3-00-08 MAX LL DEFL = -0.036" @ 92'- 0.0" Allowed = 0.200" f f ,� T ,� ,� ,� MAX TL DEFL = -0.041" @ 42'- 0.0" Allowed = 0.267" ISEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 7.00 M-6x8 MAX HORIZ. LL DEFL - 0.094" @ 39'- 6.5" 7.00 MAX HORIZ. TL DEFL = 0.156" @ 39'- 6.5" 6.0" 5 qp �1 M-5x6(5) Design conforms main windforce-resisting system and components nts and c{{��- pP. - 'teria. • 0.25" M-1.5X3 Wind: 190 mph, h=24.5ft, +. �',WtDL=6117,/rh 0, (All Heights), En. •yQ. GI `E" .•t`.V.IiJ-(!6� 'r), I M-5x6(S) load duration fa. ` c V Truss designed I QOis `� OA_ in the plane o A-JTM use only. _v M-1.5X3 0.25"40 Q 89200PE 9r Allim-3x5 LIIIIN, M-4X8 0 C.) CC OREGON Ix �lV� A • �er I1 16 >7 - _ _- : /6 '9Y 14 2P1‘�"}" N • s0 2 r 11 12 13 15 0l M-3x4 M-5x6 9 0 o M-3x6 M-3x9 0.25" M-1.5x3 0 M-6x10(S) M-5x8 M-3x4+ 4,1R R1LA- M-3x9+ 3.27 L. 12 EXPIRES: 12-31-2019 10-00-12 - 9-11-04 5-08-04 1-01-12 4-10-04 5-06-12 �2-09 2-00 25-10 11-05 2-09 y2-00 26-10 1-00 13-02 ALL 2-00 i I 40-00 2-00 40WAS �y'J • _JOB NAME : POLYGON 3-A DL A - D3 Scale: 0.1402 % -, �0�- WARNINGS: GENERAL NOTES, unless otherwise noted: , 1.Builder and erection contractor aho1rld be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual 4 Truss: D3 and Warnings before construction go menoes. building component.Applicability of design parameters and proper ,y attn mes component �'/ 2.284 compression web bracing muei. installed wMre shown+, incorporation ponent is the responsibility of the building designer. 3.Additional temporary bracing to insinelatebiliy during construction 2.Design s the tap and bottom chards to be laterally braced at 314 51398 k, is the responsibility of the erector.Additional permanent bradeg of 2'ox.and at 10'o.c.respectively unless braced throughout their length by DATE• 1/9/2019 continuous sheathing each as plywood required ng(TC)and/or drywal(BC). 'R Me overall structure is the responsibgib of the building designer. 3.2r,Impact bridging or lateral bracing where shovel++ O4"3.7C3 �CISTO • SEQ.: K 5 5 8 3 5 3 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ��""" fasteners are complete and at no dee should any loads greater than 5.Design assumes trusses are to be used in a nen.norresie environment, `SIONAL�113 and are for"dry condition"of use. TRANS I D: LINK design baits be applied 10 any component. s.corn Trws has control over and assume:no 6.Design assumes Ml bearing at all supports shown.Shim or wedge if pu responsibility for Me cemssary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is presided. 6.This design is furnished sulect to the(Imitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center January 9,2019 • TPIiWMCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.MiTek USA.Inc./Com uTrus Software 7.6.81L E o Digits indicate suer lite ininches.values P ( f 1 O.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) r j k ii This design prepared from computer input by PACIFIC LUMBER-BC - LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2585) 552 1-10=(-378) 2170 2-10=(-225) 219 6-15=( 0) 373 BC: 2x4 KDDF 91&BTA SPACED 24.0" O.C. 2- 3=(-2344) 556 10-11=(-230) 1834 10- 3=( -41) 520 15- 7=(-696) 249 WEBS: 2x4 KDDF STAND; 1 3- 4=(-1699) 509 11-12=( -8) 61 3-11=(-730) 284 7-16=(-134) 956 ' 2x4 OF STAND A LOADING 4- 5=(-2266) 692 12-14=( 0) 0 11- 4=(-121) 681 ! LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2256) 533 13-15=(-361) 2364 11-13=(-142) 1315 TC LATERAL SUPPORT <= 12"OC. UON. dl DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2830) 555 15-16=(-603) 3056 4-13=(-372) 1131 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4065) 797 16- 8=(-652) 3342 12-13=( 0) 75 pp 8- 9=( 0) 114 13- 5=(-400) 273 OVERHANGS: 0.0" 24.0" t LL = 25 PSF Ground Snow (Pg) 13- 6=(-624) 170 ' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans 4 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" -246/ 1669V -285/ 272H 5.50" 2.67 KDDF ( 625) 39'- 9.0" -334/ 1906V 0/ OH 5.50" 3.05 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 = -0.164" @ 25'- 6.1" Allowed = 1.942" MAX TL DEFL = -0.272" @ 25'- 6.1" Allowed = 2.589" MAX LL DEFL = -0.036" @ 41'- 9.0" Allowed = 0.200" • I MAX TL DEFL = -0.041" @ 41'- 9.0" Allowed = 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS 19-09 20-00 T l _ --I MAX HORIZ. LL DEFL = 0.092" @ 39'- 3.5" 6-07-03 6-06-14 iii. 6-08-10 5-06-08 5-08-08 5-06-12 3-00-08 MAX HORIZ. TL DEFL = 0.153" @ 39'- 3.5" T T - r T - - T T - '( T 12 12 M-6x8 Design conforms to main n windforce-resisting 7.00 a 7.00 system and components and cladding criteria. 6.0" 4 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, i1! (All Heights), Enclosed, Cat. • B, MWFRS(Dir), M-5x6 0P) load duration factor=l.. 7" Truss designed for w' •01 PR OFF As 0.05- M-1,5x3 in the plane of th' v i� � M-5x6(S) ��5 ��CaINFF'V /o 2 0.25" 89200PE 9V M-1.5x3 4 +1 M-3x5 /� ry,, o M-5x6" �� .gym �� is 1-_4V.%1';M-5x6 o �� RC'VO�‘� �(/`� 1�* io a i2 i4 0l M-3x4 M-5x6 \ 2 O 7 14 �yQ. o M-3x9 0.25" M-1.5x3 0 lpp ` N! M-3x4+ M-5x8 M�R R'�y M-6x10(S) M-3x4+ p 3.27 EXPIRES: 12-31-2019 11,1-p___ 2 i y y y 9-09-12 (', 9-11-04 5-08-04 , 4-10-04 5-06-12 , 2-09 , > 25-07 _ b I, 11-05 2-09 y-00 y t26-07 1-00 13-02 ,, y ORRIL4, 4. 39-09 2-00 J� o WAski "ti , 000 JOB NAME : POLYGON 3-4 DL ASE - D4 - 1Vc,r -ilt‘ Scale: 0.1335 .-44 I_ WARNINGS', GENERALNOTES, unlessomemMemded: _ / 1.Builder erection centrector should be advised of all General Notes 1.This design is basad only upon the parameters shown and is for an individual Truss: D4 end Wa before construction commences. building component.Applicability of design parameters and proper ',r 2.204 co on web bracing must be installed where shown+. incorporation of component a the responsibility of the building designer. / 3.Addit temporary bracing to insure stability during construction2.Design assumes the lop end bottom chords to be laterally braced at A is the re mibility of the erector.Additional permanent bracing of 7 o.c.and at 1a o.c.respectively unless braced throughout their length by ¢+ 51398 w continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). 9 ^ Q :�Ly, DATE: 1/9/2019 the ove structure is the responsibility of the building designer. 3.D(Impact bridging or lateral bracing d where shown++ Yt''), �VI,)j P�+- 4T pe ging grequire 'CC'' SEQ.: K 5 5 8 3 5 3 5 4.No load c be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. (0 T testes. complete and at no time should any bads greater man 5.Design assumes busses are to be used in a non.onasive environment, SSIDNAL� TRANS ID: LINK design be applied m any componentand are for tut bee'oruse. 5.Compu has no control over and assumes no responsibility for the 6.Design assumes full bearing at al supports shown.Shim or wedge H necessary. fabrics' handling,shipment and installation of components. 7.Design shall b es adequate drainage is provided. January 9,2019 6.This de is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and aced so their center TPI/'M It SCSI.copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in mdlea. MiTek Int./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see E512-1311,EBR-1988(MiTek) ii • • IL This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WWR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-134) 132 TC LATERAL SUPPORT <= 12"OC. UON. • LOADING BC LATERAL SUPPORT <= 12"OC. UON. I, i 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" -11/ 347V -81/ 189H 5.50" 0.56 KDDF ( 625) 3'- 11.2" -164/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. PROVIDE FULL BEARING;Jts:2,3,4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J 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" 3-11-15 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T T MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed - 0.077" _ MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.103" MAX TC PANEL LL DEFL = 0.056" @ 2'- 2.3" Allowed = 0.371" MAX TC PANEL TL DEFL = -0.054" @ 2'- 4.0" Allowed = 0.556" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.002" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 3'- 11.2" 14.00 Design conforms to main windforce-resisting 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(Dir), load duration factor=1.6, ,y Truss designed for wind to in the plane of the ��StYPROFLo e`rcS' �• tGNGINE�c9 /02 (� 89200PE 9r o, • 4/OREGON�� lV� M-3x4 !• Q -9y 14 •ZO MFRRILk-e- EXPIRES: 12-31-2019 ), > 1-00 'H-oo OxxuL, 4i9 60 wAS 14›, c JOB NAME : POLYGON 3-A DL ASE - J4 ' = Scale: 0.4993 r , x_, ca. • WARNINGS: GENERALNOTES, unlessotherwise noted: ✓/ -; 1.Builder end erection contactor should be advised MIN General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper --11T 2.2s4 compression web bracing must b installed where shown+. incorporation of component Is the responsibility of the building designer. l V" 3.Additional tempoary baring to ins4relsbbiNty during construction2.Design assumes the top and bottom chords to be laterally braced at A �, is the responsibility of the erector.Ad"Fllanel permanent baring of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r 51398.iidow A DATE: 1/9/2 019 the overall structure is the responsibilitycontinuous sheathing later as plywood sheat where s and/or dryxaN(BC). Q '`��C 't , ponsipN of the building designer. 3.7x Impact bridging or lateral bracing required where shown++ �� JS 1 L> 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of Me respective contractor. ,s' SEQ.: K5583536 fasteners are compelsand atnotiseshouldany bads greater then 5.Designassumestrussesaretobeusedinanon-anaaiveenvironment, SINAL risotto beau be applied to any component. and are for"dry condemn'of use. TRANS I D: L INK S compaTma nes no control over and assumes no reWonarbiley for thenece 6.Design assumes MB bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 6B0ry' 1 7.Designassumesdrainageistrosisad. January 9,2019 6.This design is furnished subject to the limitations set lath by e.Plates shall be located on both faces of truss,and placed so their center •) " TPIAwiCA in SCSI,copies of which wilt be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-198B(MiTek) I. E' SI This design prepared from computer input by !j PACIFIC LUMBER-BC • tl LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.2" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2-) 0) 86 2-5=(0) 0 BC: 2x4 KDDF 91&BTR ill SPACED 29.0" O.C. 2-3-(-559) 995 _ 3-9-(-137) 87 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 11 DL ON BOTTOM CHORD = 10.D PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" j TOTAL LOAD - 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -197/ 4266 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.2" -408/ 471V 0/ OH 1.50" 0.60 KDDF ( 625) il. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.2" -91/ 107V 0/ OH 1.50" 0.17 KDDF ( 625) II LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. EO-ND. � (PROVIDE FULL BEARING;Jtsi2,5,3.9 • ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. l!' '(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 TC PANEL LL DEFL - 0.195" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.146" @ 3'- 2.5" Allowed = 0.869" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.012" @ 9'- 10.4" MAX HORIZ. TL DEFL - -0.012" @ 9'- 10.4" Design conforms to main windforce-resisting system and components and cladding criteria. 12 •• Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14,00 ( Heights), Enclsed, Cat.2, Exp.B, MWFRS(Dir), lduration facto =l.6,Truss designed for wind lo..•- in the plane of the tr fc� PROp ��;c3- �GNGINEFi9 /0* . 17 89200PE �' tr 7 ,if OREGON �/.0 'O -9y 14, VN P-�- ajR l.L 6 Ri 5 EXPIRES: 12-31-2019 OM-3x9 4, ,1 > 1-00 6-00 3-11-03 1`,,ILL 8 JOB NAME •. POLYGON 3-I DL ASE - DJ10 �'.11 •`t �� _ Scale: 0.2905 �� t� 0• • WARNINGS GENERAL NOTES, unless otherwise noted: 1.Builder erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an indieduel Truss: DJ 10 and before construction commences. budding component Applicability of design parameters and proper -'14'i44',7 2.N4 co On web bradig must be installed where shown a. incorporation of component is the responsibility of the building designer. i -, 3.Adders mporery bracing to insure stabily during construction 2.Design assumes the top and bottom chords to be laterally braced at �'/5 51398 k,� is the r ibility of me erector.Additional permanent bracing of T o.c.end at 10 sheathing respectively unless braced throughout length by „ip DATE: 1/9/2019 the ove structure is the responsibility rine building des) 2x Imp oua ridging r Wen as plywood aired sheathing(TC)s anaror drywae(Bc>. �4 �Crq y s�.-� expo^s M o g 9^er� 3.2s Impact bridging or Wend bracing required where shown•i 4.No load be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. n J SEQ.: K5583537 5.Designtrusses are to be used in anonconasiveenvironment, V�<ONAL�1 G fastens complete and at no time should any loads greater Man assumes design be applied to any component. antl are for"dry condition.'of use. TRANS I D: LINK S camps has no coMrel over and assumes no responsibility or the 6.Design assumes fW bearing at all supports shown.Shim or wedge t fabrica landling,shpment and installation of components. necessary. 1 7.Design tesshalbassumes adequate othfagelo provided. January 9,2019 6.This de M furnished subject to the limitations sal bin by 6.Plates shaA be located on both faces of truss,and placed so their center •� TPVWT In BCSI,copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits indicate see of plate in inches. MiTek llO/1,Inc/CompuTrus Software 7.6.8)1L)-E to.For bask 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 5'- 10.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 141&BTR • LOAD DURATION INCREASE - 1.15 1-2-(-133) 133 1-3=(0) 0 BC: 2x9 KDDF 141&BTR SPACED 24.0" O.C. WEBS: 2x9 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. 1 ' LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. I DL ON BOTTOM CHORD = 10.0 PIF 0'- 0.0" -8/ 194V -69/ 135H 9.00" 0.31 KDDF ( 625) I TOTAL LOAD = 42.0 PSF 3'- 9.7" -173/ 165V 0/ OH 1.50" 0.26 KDDF ( 625) 5'- 10.5" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LL- 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Sts:1,2,3 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. L0,12_2: Desi.n checked for net -5 •sf u.lift at 24 "oc e.acin•. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.077" MAX TC PANEL LL DEFL = 0.080" @ 2'- 0.8" Allowed - 0.346" 3-10-07 MAX TC PANEL TL DEFL = 0.070" @ 2'- 0.8" Allowed = 0.519" T - -f MAX BC PANEL TL DEFL - -0.002" @ 3'- 11.9" Allowed - 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.002" @ 3'- 9.7" 19.00 , MAX HORIZ. TL DEFL = -0.002" @ 3'- 9.7" Design conforms to main windforce-resisting 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(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o 0 Lo �°3 PROFF ��co t\GINE"$./,2 2 89200PE 9r -r ' cr ,, ! 3 7, ,0,OREGON 1), �0 M-3x9 <0 11/Y Y`fa 2P'\�(� RRILA- EXPIRES: 12-31-2019 y y 5-10-08 OPLL 8 44) o4 WAS:4,4 `t1, JOB NAME : POLYGON 3-A DL A• • c - J4X _ �o Scale: 0.5053 ' '� WARNINGS: GENERAL NOTES, unless otherwise noted: ••�I;�• 1.Builder and erection contractor sho lel•e advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1. Truss: J4 X and Warnings before construction•• ences. building component.Applicability of dasgn parameters and proper -.7r 2.244 compression web bracing muat'b9 installed Notre shown«. incorporation of component le the responsibility of the builtlipg designer. / j 3.Additional temporary bracing to insure Nobility during construction 2.Design assumes the top and bottom chortle to be laterally braced et �I ./4 is the responsibiYty of the erector.ptld�gonal permanent bracing of 2'oc.and at 19 o.c.respectively unless braced throughout their length by '7. * 51398 k, DATE• 1/9/2019 Int overel structure k me re continuous sheathing such as plywood sheathing(TC)and/or tlrywel)BC). Q responsibility of the building designer. 3.Zr Impact bridging or lateral bracing required where shown«« GI•S,Yl S E K 5 5 8 3 5 3 8 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. 5(y "�S� 4 fasteners are complete and at no bme should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, V'IQNAL'" TRANS I D• LINK design loads be applied to any component. and are or"dry cord ion"of ut I 5.Compurrus has no control over and assumes co responsibility for the fi.Design assumes WI bearing at ell supports shown.Shim or wedge g fabrication,handling,shipment and installation of components. snary. 7.Pesissasumeladequate bath drainage is provided. Janus 9,2019 6.This design is furnished subject to the limitations wt forth by B.Plates shall be located on both faces of truss,and placed co their center January TP WVICA in SCSI,copies of which will be furNshed upon request. Ines coincide with pint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc/CompaTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1980(MiTek) t�Ir This design prepared from computer input by !! Pacific Lumber and Truss—BC • LUMBER SPECIFICATIONS Vi LOAD DURATION INCREASE: 1.15 11 TRUSSES SPACED AT 24••oc CHORDS: • c TOP CHORD LL = 25psf 2X4 KDDF #16BTR 1. TOP CHORD DL = 7psf TOTAL LOAD = 32psf 1 F•i jiI , • il • 12 6.26 M-3x6(S) il ,� �EO PROP s N / G f _ cos- N F M x 5 8 � ` n 0 ti ,. V '7 2 M-3x6 �. PROVIDE SUPPORT @ 46•• O.C. AND AT END 89200 P E 9r p 15-07-13 • M-3x6 / M-3x6 '' 74. ,t,,OREGON�� lti� • M-3x8 Or'. <O 4 14 2° Q"�' i - SFRRILS- u o, EXPIRES: 12-31-2019 2-06-09 6-07 .ALL & ,,4.0 ,4 WASE JOB NAME : POLYGON 3 DL ASE — DR i''�/ 17 Scale: 0.3755 ', Q Aii AL I WARNINGS GENERAL NOTES, unless otherwise noted: r a 1.Builder •erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual we / Truss: DR and We •..before construction commences. building component.Applicability of design parameters and proper r r 2.204 co -.ion web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. /o'; r 3.Addition temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at `� .� j T o.c.and at 10'ou.respectively unless braced throughout their length by i �, 51398„,. <(r is the re •-IbiNy o/the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). O 4�-r�,..a�o o l`y.` DATE: 1/9/2019 the ova i abucture is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown** �jv yID 1 I'+s� •(t 4.No load I•old be applied to any component until after al bracing and 4.Installation of truss lame responsibility of the respective contractor. VS, ` ♦♦♦,,, SEQ.: K 5 5 8 3 5 3 9 femene complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, v��ONAL�1 G design be applied to any component. and are for"dry condition'or use. TRANS ID: LINK 6.Design assumes fill bearing at al supports shown.Shim or wedge if 5.Compu •has no control over and assumes no responsibility for the nece fabrics, handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This latumishedsubjact to the Imitahonasat forth by 8.Plates shall be located on both laces of truss,and placed so their center January 9,2019 TPIMR•i In SCSI,copes of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate In inches. MITek LA,Inc./CornpuTrus Software 6.2.3(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1908(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/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-181) 158 TC LATERAL SUPPORT <= 12"OC. UON. LOADING • BC LATERAL SUPPORT <= 12"OC. DON. 1 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" -22/ 376V -100/ 226H 5.50" 0.60 KDDF ( 625) 4'- 11.2" -164/ 179V 0/ OH 1.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IPROVI DE FULL BEARING;Jts:2,3,4 ON BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP C D. 2: Design checked for net(-5 osfl aril if at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-11-15 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed - 0.100" ,r ,( MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ D'- 0.0" Allowed = 0.027" -/ MAX TL DEFL = 0.000" @ D'- 0.0" Allowed = 0.036" MAX TC PANEL LL DEFL - 0.145" @ 2'- 10.3" Allowed = 0.473" MAX TC PANEL TL DEFL = -0.136" @ 2'- 10.5" Allowed = 0.709" SEASONED LUMBER IN DRY SERVICE CONDITIONS i MAX HORIZ. LL DEFL = -0.003" @ 4'- 11.2" 12 MAX HORIZ. TL DEFL = -0.003" @ 4'- 11.2" 14.00 V Design conforms to m ) indforce-resisting system and componentsand cladding criteria. / Wind: 140 mph, h=21.5ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), / ?a,' load duration factor-1.6, Truss designed for wind 10.•- / 2 in the plane of the tr / 6 AO%c F fl J el9. mcg �NGINFrR /D2 Q 89200PE 9r / � ,�OREGON � lV� ,°, / , � <O 4/- 14 213 Q M-3X9 MRRILA- EXPI RES: 12-31-2019 1-00 6-00 10,RRILL,. 49 of WAstIf>, JOB NAME : POLYGON 3-A DL A' : - J5 Scale: 0.4437 ', fes! :, •c>, �0 WARNINGS: GENERAL NOTES, unless otherwise noted: /r • •°�/ 1.Builder end erection contractorsholikl�be advised dell General Notes 1.This design is based onb upon the parameters shown end is lir an individual Truss: J5 and Warnings before construction mr,,jmences. budding component.Applicability of design parameters and proper --J, 2.254 compression web bracing must be.installed where shown•. incorporation or component is the responsibility of the building designer. A" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �'/� RA^51398 Is the responsibility of the erector.Additional permanent bracing of T continuous end at 1 d hino.crespectively as ply unless braced(TC)and/or Meir length by continuous eheaMing such as plywood sheathing(TC)antl/or drywap(BC). Q DATE: 1/9/2019 the overall simdure is Me responsibiliy of the building designer. 3.24 Impact bridging or lateral bracing required where shown•• Vjs I L} S E K 5 5 8 3 5 4 0 4.No load should be applied to any component until aper all bracing and 4.Installation of truss is the responsibility of Me reapedive contractor. t - Q fasteners are complete and at no time should any Issas greater than B.Design assumes busses are to be used in a nen-corrosive environment, SSI0NAL ° G design bads W applied to any component and are lir'dry condition'of use. TRANS I D: LINK s.csmpurrus has no control over and assumes no raspondbildy for We G Design assumes fuN bearing at al supports shown.Shim or wedge p fabrication,handling,shipment and Installation of components. mass m T.Pltisnhall elocaedaon both face is provided. January 9,2019 6.This design is furnished subject to the limitations sal IoM by S.Plates shall be located on both laces of truss,and placed so(heir center '7 TPNWTCA in SCSI,copies of which vEl be furnished upon request. lines coincide with joint center lines. 9.Digits indicate side of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) it j; This design prepared from computer input by II Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS6 TRUSS SPAN 5'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTRLOAD DURATION INCREASE = 1.15 1-2=1-181) 159 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. _ WEBS: 2x4 DF STAND 1I LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -20/ 227V -68/ 171H 4.00" 0.36 KDDF ( 625) s TOTAL LOAD = 42.0 PSF 4'- 9.7" -170/ 182V 0/ OH 1.50" 0.29 KDDF ( 625) iI 5'- 10.5" 0/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) ILIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:1,2,3 1 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 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 = 0.000" @ 0'- 0.0" Allowed = 0.027" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.036" 4-10-07 MAX TC PANEL LL DEFL = 0.159" @ 2'- 6.7" Allowed = 0.449" -1 MAX TC PANEL TL DEFL - 0.140" @ 2'- 6.7" Allowed - 0.673" SEASONED LUMBER IN DRY SERVICE CONDITIONS I MAX HORIZ. LL DEFL = -0.003" @ 4'- 9.7" ,' MAX HORIZ. TL DEFL - -0.003" @ 4'- 9.7" 12 1I M 14.00 / Design conforms to mai windforce-resisting system and componentsand cladding criteria. P. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, II Truss designed for wind loads in the plane of the truss only. m Q`E'D PROF& I% �•c5' ONGINE .,9 `SAO 2 Qt 89200PE 9r !I cr �g �yL 'b OREGON Ix X1.0 s qy o 11...4113 O 14 z -!- 0 l P M-3X9 MRRI0, 6 I EXPIRES: 12-31-2019 It 5-1 -08 31. Qq� 40 0v WAs `t�� JOB NAME : POLYGON 3- DL ASE - J5X �o Scale: 0.4437 „ "/."...,;(1°-.- �. ,ie. ed� WARNINGS GENERAL NOTES, unless otherwise noted: �`/ 1.Builder erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an indiedual I► Truss: J5X and We before construction commences. building component.Applicability of design parameters and proper -4/,/ 2.214 co ssion web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. / 3.Addition Yemporery bracing to insure at bility tlunng construction 2.Design assumes the top and bottom chords to be laterally braced at "Q .4" is the "bitty of the erector.Additional permanent bracing of T c.c.and et 10'0.0.respectively unless braced throughout their length by 51398 DATE: 1/9/2019 the owe twcture is the responsibility f the building de continuous sheathing such as plywood required ng(Tc)anmor drywag(Bo). 3 `�'G,s,nat ' porter M o 9 signer. 3.2x Impact bridging or lateral bracing required where shown++ � rQ J,G>- /� 4.No load d be applied to any component until after all braang and 4.Installation of truss Is the responsibility of the respective contractor. ,� �(v SEQ.: K 5 5 8 3 5 41 fasten. complete and at no time should any loads greater than B.Design assumes busses are to be used in a noncorrosive environment. SIGNAL 0 TRANS ID: LINK design be applied to any component. and are for'dry condition'of use. 5.Campu has no control over and assumes no reeponsibiliry for Me 6.Design assumes MI bearing at e1 supports shown.Shim or wedge if bbrroa handling,shipment and installation of components. necessary.naa T.Plates hal esadedoeneoth face is provided. January9,2019 6.This de N furnished subject to the limitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center TPVWT In SCSI,copes of which will be furnished upon request. lines coincide with joint center lines. y' g.Digits Indicate see of plate in inches. MiTek(rlpn,Int./CornpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) It it 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/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 86 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=)-224) 185 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD- 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 403V -119/ 263H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 11.9" -162/ 201V 0/ OH 1.50" 0.32 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. (PROVIDE FULL BEARING;Jts:2,9,3 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net1-5 psfl uplift at 24 •oc spacing. 5-11-15 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 T 'I MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ' 1 MAX TC PANEL LL DEFL = 0.342" @ 3'- 7.2" Allowed = 0.575" iMAX TC PANEL TL DEFL = 0.311" @ 3'- 7.3" Allowed = 0.863" d SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.009" @ 5'- 11.2" . MAX BORIZ. TL DEFL = -0.004" @ 5'- 11.2" • 12 Design conforms to main windforce-resisting Isystem and components and cladding criteria. 19.00 Wind: 190 mph, h=22.lft, TC DL=9.2,HCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-l.6, Truss designed for wind loads m in the plane of the truss only. 0 2 tiREO PROFF r / 4NE4\, 89200PE r ',OREGON <V RN ',0 ' 14, 2°�P Ill 9 M-3x4 o FRRIL‘- EXPIRES: 12-31-2019 1-00 6-00 OR RILL 8 4. .,a� �v WAS `7'j, JOB NAME : POLYGON 3-A DL A` I - J6 i` �+ �� Scale: 0.9099 • i ° AM WARNINGS: GENERAL NOTES, unless otherwise noted: r / 1.Builder and erection contractor sho Id••advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J6 and Warnings before construction c.m ences. budding component.Applicability of design parameters and proper 2.2a4 compression web bracing must•:installed contra Mown+. incorporation of component is the responsibility of the building designer. : 'r 3.Additional tem bracing to Ins led :bit dun 2 Design assumes the top and bottom chords to be laterally braced at (y. temporary 9 blue, dY during conatmdion '�1' Is the responsibilly of the erector.Additional permanent bracing of z o.c.and at 1 O o.c.respedrvely unless braced throughout their length by "P �, 51398 w continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). Q DATE: 1/9/2019 the metal structure a the responslbillty'of the buldmg designer. 3.Zr Impact bridging or lateral bracing required where Mown++ �jv �Cj$�^ SEQ.: K5 5 8 3 5 4 2 4.No load should be applied to any component until alter el bracing and 4.Installation of truss is the responsibility of the respective contractor. s_ 140 fasteners are complete and at no time should any loads greeter than s.Design assumes trusses are to be used m a non-contortive environment, S'IONAL u tlesign bads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 6.Design assumes full bearing at al supports shown.Shim or wedge if 5.Compurrus has no control over and assumes no responsibility dr the nace fabrication,handling,shipment and Installation of components. 7. ssary. Designlashaaswmelocaedaonath drainagecis truss,d. an January 9,2019 6.This tleegn is famished subject to the smaatioM set fedi by B.Plates shall be located on bath has of truss,and placed so their center • TPIWICA in BCS(,copies of which MI be furnished upon request. lines coincide with)Dint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I 11 i' This design prepared from computer input by # Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&HTR LOAD DURATION INCREASE = 1.15 1-2=(-224) 185 1-3=(0) 0 BC: 2x4 KDDF #1&HTRil, SPACED 24.0" O.C. WEBS: 2x4 DF STAND i, (i. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT G= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -32/ 256V -107/ 208H 4.00" 0.41 KDDF ( 625) i1 TOTAL LOAD = 42.0 PSF 5'- 7.7" 0/ 151V 0/ OH 5.50" 0.24 KDDF ( 625) 41 5'- 10.4" -167/ 203V 0/ OH 1.50" 0.33 KDDF ( 625) i., LL = 25 PSF Ground Snow (Pg) f SSI BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE II-- PROVIDE FULL BEARING;Jts:l,3.2 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. SND. 2: Desi•n checked for net -5 ••sf u•lift at 24 "00 s•acin . THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. ,,,L VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-10-0fr MAX TC PANEL LL DEFL = 0.344" @ 3'- 5.7" Allowed = 0.551" T fl I MAX TC PANEL TL DEFL = 0.310" @ 3'- 5.8" Allowed = 0.827" SEASONED LUMBER IN DRY SERVICE CONDITIONS ii � MAX HORIZ. LL DEFL = -0.004" @ 5'- 9.7" MAX HORIZ. TL DEFL = -0.004" @ 5'- 9.7" V 12 Design conforms to main windforce-resisting ji system and components and cladding criteria. 14.00 Wind: 140 mph, h=22.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. . I ��EpPRft06, • y � 3. �� vNGINEF9 /O29 89200PE r- ir • o • 4,OREGON�ti ltd lig /O 4k 14 2° Q M-3x4 � RRILL EXPIRES: 12-31-2019 5-10-aa tri 0RM/, 4, 11 J°• OO WAS{I/ `T1, JOB NAME : POLYGON 3-E# DL ASE - J6X Scale: 0.4152 ff/� .':.��. �/ WARNING;' GENERAL NOTES, unbssotMrvdse noted: r I I.Builder •erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and Is for an indldual Truss: J6X end Ws gs before construction commences. building component.Applicability of design parameters and proper -✓/` 2.204 co . salon web bracing must be installed where strewn•. Incorporation of component is the responsibility of the building designer. ie 3.Atltlllb temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at A 4y Z o.c.and at 1 o'o.c.respectively unless braced throughout their length by '� 51398 w is the- •trs ur of the erector.Additional permanent bracing of continuous sheathing such as plywood ahesthing(TD)and/or drywa8(BC). OA `�''Gj - - DATE: 1/9/2019 the owe structure is the responsibility of the building designer. 3.20 Impact bridging or Wend bracing required where shown•• h.•� /� 4.No load •Id be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "cS , '��3 SEQ.: K 5 5 8 3 S 4 3 fastens ere complete and at no time should any loads greater than 5.Design assumes bosses are to be used in a noncorrosive environment, SIONAL TRANS ID: LINK design •..be applied to any component. and are rosume condition"arose. 5.Campo has no control over and assumes no responsibility for the 6 neDesicessary. fabrics. NN bearing al all supports shown.Shim or wedge B fabrics. ,handling,shipment and Installation of components. ry T.Designshe!be aadedon drainageis provided. January 9,2019 e.This da s furnished subject to the limtations set forth by 8.Plates shat be located on both hoes of toss,and placed so their center TPIMT 1 M BCSI,copies of which will be furnished upon request. lines coincide wth joint center lines. 9.Digits Indicate ewe of plate in inches. MiTek • Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) il it 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/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-339) 185 3-9=( -86) 0 TC LATERAL SUPPORT <= 12"OC. DON. - LOADING BC LATERAL SUPPORT <- 12"OC. UON. i 1 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 11.9" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -39/ 392V -132/ 322H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDDF ( 625) 6'- 0.0" -287/ 276V 0/ OH 1.50" 0.35 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ROVIDE FULL BEARING;Jts:2,5.3 1 OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.003" @ 6'- 11.9" Allowed = 0.099" MAX TL DEFL = -0.003" @ 6'- 11.9" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.295" @ 3'- 7.3" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.289" @ 3'- 5.2" Allowed = 0.864" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 I MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" 14.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,13CDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, of Truss designed for wi,10 PROFS co in the plane of the Esc 0NGINE �Sts,. �� 89200PE 9r ,t,OREGON,b, /0 ii /O �9y 14, 2� P Igo - 5►�1 SFR R ILA-0 M-3x4 EXPIRES: 12-31-2019 J, J, ). 3. 1-00 6-00 0-11-15 BRILL & '"\ti9 01 Wase° JOB NAME : POLYGON 3-A DL A` : - J7 �•e .__ c;,`t Scale, 0.3851 /( WARNINGS: GENERAL NOTES, unless otherwise noted: - �•• -' 1.Builder and erection contractor shoyldbe advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ket1 Truss: ).77 and Warnings before construction°eminences. building component.Applicability of design parameters and proper 2.254 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building tlesigner. j T( 3.Additional temporary bracing to stability during construction 2.Design assumes the top and bottom chordate be laterally braced at is the responsibility of the erector.insure Ste al permanent bracing o/ Y o.c.and at 10'o.c.respectively unless braced throughout their length by �+ ,I, $1398 ,C,, DATE: 1/9/2019 the overall structure is the responsibility f the building designer. Z Impact sheathing such l b acing rplywooequired uired sheathing(TC)antllor dryeen)BC). �-w -p D° R'/o g gran. 3.2x ImpeM bridging or lateral bracing nquiCe where shown++ r�jv V,tS"'j'�+,y 4.No bad should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the res Mive contractor. "c).74, SEQ.: K5 5 8 3 5 4 4 fasteners are complete and at no time should any fads greater than 5.Design assumes trusses are to be used Inc nonaonosive environment, s u TRANS ID: LINK design loads be applied to any component. 46 and are or"drycondgbn"ofuse. IONAL� • 5.CompuTrus has no control over and assumes no responsibility ler the 6.Design assumes fug bearing al all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and Installation of components. .I 7.Detesshe b es adeqon drainagecio provided. January 9,20 19 6.This design is furnished subject to the Imitations set font by 8.Plates shat be located on both faces of truss,and placed so their center • li TPIANTCA in BC51,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Diggs indicate size of plate in inches. MiTek USA,InuiCOmpuTrus&Aare 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 1. t This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS , TRUSS SPAN 5'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=(-330) 186 1-4=(0) 0 11 BC: 2x4 KDDT #1&BTRSPACED 24.0" O.C. 2-3=1 -80) 0 WEBS: 2x4 DF STAND i' fit LOADING TC LATERAL SUPPORT <= 12"OC. UON. j 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. IDL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) I TOTAL LOAD= 42.0 PSF 0'- 0.0" -32/ 265V -120/ 262H 4.00" 0.42 KDDF ( 625) OVERHANGS: 0.0" 11.2" 1'. 5'- 7.7" 0/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) j. LL = 25 PST Ground Snow (Pg) 5'- 10.5" -283/ 276V 0/ OH 1.50" 0.35 KDDF ( 625) tBOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 'PROVIDE FULL BEARING;Jts:1,4,2 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OND. 2: Desi•n checked for net -5 .sf u•lif 24 "cc spacing. 3 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 / " MAX LL DEFL = -0.002" @ 6'- 9.7" Allowed = 0.093" MAX Til', L DEFL = -0.002" @ 6'- 9.7" Allowed = 0.129" MAX TC PANEL LL DEFL = 0.312" @ 3'- 3.2" Allowed = 0.552" / MAX TC PANEL TL DEFL = -0.286" @ 3'- 3.7" Allowed = 0.828" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.006" @ 5'- 9.8" f 0 MAX HORIZ. TL DEFL = -0.006" @ 5'- 9.8" 12 14.00 V i Design conforms to main windforce-resisting • system and components and cladding criteria. • Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ,k��Ep PRQpSo / �g NGINE�c /� . 9 ,Cr 29 Q r / 89200PE / kit 7 ,.ct 41OREGON� O Ix �� ' -9y 14 20 P l� 4� MFRRIL�-R M-3x4 •• EXPIRES: 12-31-2019 J, -- - y ). 5-10-08 ,, 0-11-03 1tRILI 8 t X40 oo wnsi�c`-f>>, JOB NAME : POLYGON 3-' DL ASE - J7X oil '• o Scale: 0.3850 + `Y c WARNINGS', GENERAL NOTES, unless otherwise noted: Vi / 1.Builder •erection contractor should be advised of all General Notes 1.This design H based only upon the parameters shorn and is for an individual Truss: J7X and Wa r-:before construction commences. building component.Applicability of design parameters and proper • / 2.2a4 co axion web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. /4"; 1 2.Design assumes the top and bottom chords to be laterally braced at 51398 ['� 3.Addition temporary bracing to Insure stabilM during construction Y o.c.end at ICY o.c.respectively unless braced throughout their length by '� A) is the- r -billy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Q �.'O s r 9'� DATE: 1 9 2 1 9 the ore 1 ebucture is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shove•* ,ANI, ZJ Y�s- 4.No load 1-• d be applied to any component until after all bracing and 4 Installation of buss Is the responsibility of the respective contractor. VA3 ' �� SEQ.: K 5 5 8 3 S 4 5 Materna 1.e complete and al no time should any mads greater than 5.Design assumes Waxes are to be used Ina noncorrosive environment. .S,r,ONAL� TRANS I D, LINK design1.,be spaced to any component. and are for"thycondition'condition'of use. 6.Design assumes full bearing at all supports shown.Shim or wedge 8 5.Compo -has no control over and assumes no responsibility for the mace fabriur 1,handling,shipment and installation of components. ssary. 7.Design assumes adequate drainage Is provided. Janus 9,2019 8.This de is furnished subject to the limitations set forth by 8.Plates shall , be located on both faces of truss,and placed so their center TPRWT• in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Diggs indicate sire of plate in Inches. MiTek t.- Ina./CompuTrus Software 7.6.8(1L)-E to.For basicconnector plate design values see ESR-1311,ESR-1988(MITek) iL This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 911R/DDE/Cg--1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 29.0" O.C. 2-3=(-479) 198 3-4=1-172) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSE' DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 23.9" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -39/ 361V -145/ 383H 5.50" 0.58 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 9.2" 0/ 143V 0/ OH 5.50" 0.23 KDDF ( 625) 6'- 0.0" -493/ 432V 0/ OH 1.50" 0.55 RODE ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1PROVIDE FULL BEARING;Jts:2,5.3 1 • OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. / VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 / MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.039" @ 7'- 11.9" Allowed = 0.199" MAX TL DEFL = -0.049" @ 7'- 11.9" Allowed = 0.266" MAX TC PANEL LL DEFL = 0.295" @ 3'- 7.3" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.282" @ 3'- 5.2" Allowed = 0.864" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.009" @ 5'- 11.2" 12 / ,/) MAX HORIZ. TL DEFL = -0.009" @ 5'- 11.2" 14.00 Design conforms to main windforce-resisting system and components and cladding criteria. I'll Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 01 o Truss designed for wi • ID P O 0p�� J, in the plane of the fl c ' oGINEF''4 s/0 w Q 89200PE -9r �, ,,OREGON�� <0 0 u, �� • �O �9y 14, 2��Q-�` 5.7...s. 41FRRIU- M-3x4 EXPIRES: 12-31-2019 ,1 J" y ), 1-00 6-00 1-11-15 i OR-RILL, J� ,v WAS 'T1, JOB NAME : POLYGON 3-A DL A• I - J8 rs , �,.p Scale: 0.3513 "t '�_ WARNINGS: GENERAL NOTES, unless otherwise noted: � ' _ I.Builder and erection contractor shoOld•e advised of all General Notes 1.This design is based only upon the parameters shown and is bran individual ` Truss: J8 and Warnings before construction ceminences. building component.Applicability of design parameters and proper 1' 2.204 compression web bracing must be installed wfiers shown+. incorporation of component Isthe responsibility of the building designer. / t, 3.Additional temporary boning to incus stability during cansiruosne 2.Design assumes the top and bottom chords to be laterally braced at ir 0'0 is the responsibility of Me erector.Additional permanent biasing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by 51398 ,c�, DATE: 1/9/2019 Me overall structure is the res continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Q �-t ponaibiry of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ �� r+7$`I'Eg 4.No load should be applied to any component until act al basing and 4.Installation of buss is the responsibility of the respective contractor.SEQ.: K55835465.Designbusses aretobeusedinanon�nosiveenvironment, s'S�QNALV�G fasteners are complete and.t no time should any cots greater than assumes TRANS ID• LINK design loads be applied to any component. and are formesrul"dryaitfon of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing al al supports shown.Shim or wedge e fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. January 9,2019 6.This design is furnished subject to the Imitations set font by 8.Plates shall be located on both faces of truss,and placed so their center • TPINV7CA in SCSI,copies of which cog be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Int./CornpuTrus Software 7.6.8(1L)-E 10.For base connector plate design values see ESR-1311,ESR-7988(MiTek) I tl This design prepared from computer input by Pacific Lumber and Truss-BC • f', LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.4" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF til&BTR 111 LOAD DURATION INCREASE = 1.15 1-2=(-419) 364 1-4=(0) 0 BC: 2x4 KDDF til&BTR EI SPACED 24.0" O.C. 2-3=(-108) 44 . WEBS: 2x4 DF STAND • LOADING TC LATERAL SUPPORT 0= 12"OC. UON. )11 LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA BC LATERAL SUPPORT 0= 12"OC. UON. 1 DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1 TOTAL LOAD - 42.0 PSF 0'- 0.0" -21/ 254V -147/ 287H 4.00" 0.41 KDDF ( 625) 5'- 7.7" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.8" -365/ 437V 0/ OH 1.50" 0.56 KDDF ( 625) • 7'- 10.4" -20/ 14V 0/ OH 1.50" 0.02 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. PR IOVIDE FULL EEARTNG;Jts:1.4.2,3 ICOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. • 3 -0 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.201" @ 2'- 10.1" Allowed = 0.552" }�I MAX TC PANEL TL DEFL - 0.179" @ 2'- 10.1" Allowed = 0.828" 11 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL= -0.008" @ 5'- 9.8" MAX HORIZ. TL DEFL = -0.008" @ 7'- 9.7" /� ) Design conforms to main windforce-resisting 12 system and componentsand cladding criteria. 14.00 4 Wind: 140 mph, h-23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o 4. • �� NGINE�c9yd../029 89200PE r • OREGON 40 GAO o� r 14 (2-° �P+� l N, FRRIO, g -- M-3x4 EXPIRES: 12-31-2019 II ), ), y 5-10-081-11-15 • ti •tl pL JOB NAME : POLYGON 3-1 DL ASE - J8X •ap .."...?i,,c�oie..so Scale: 0.3453 WARNINGS;. GENERAL NOTES, unless otherwise noted: CO,, 1.Builder erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ‘ft w Truss: J8 X and Wa before construction commences. building component.Applicability of design parameters and proper "'fir 2.204 co ion web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 4", 3.AddE mponry bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at v4 4 is the re ibiliry of the erector.Additional permanent bracing or 2'o.c.end at 13 on.respectivety unless braced throughout their length by �+ �, 51398 Al DATE: 1/9/2019 the ova structure k the responsibility f the budding desi continuous sheathing such as acwnotl required here)ant/or drywetlBC). oA �G+I�,�.s fQ'`�j stoner dY o g 9nar. 3.?M Impact bridging or lateral bracing requiretl where shown++ J 1 D+- 4.No bad be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. AN G SEQ.: K5 5 8 3 5 4 7 fastens complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 6'4QNAL andarerorary TRANS ID• LINK design be appliedtoanycod our. onddion oruse. S Compo has no control over and assumes no responsibility for the 6.Design assumes fW at bearing al supports shown.Shim or wedge if ssaty. fabrice handling,shipment and Installation of components. 7.Design ssawmeaadedon othtageiapneidetl. January 9,2019 6.This de k furnished subject to the limitations sal forth by 8.Plates shall be located on both faces of buss,and placed so their center TPIMR k SCSI,copies of which will be Mmishetl upon request lines coincide wdh joist center lines. ��yyy��- 9.Diggs intlbate size of plateisinches. MITekl InciCcmpuTrus Software 7.6.8(1L}E to.For baskconnector plate design values see ESR-1311,ESR.f500)MiTek) /Ii This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 1'- 1.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 119 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=)-251) 160 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -333/ 1022V -11/ 63H 5.50" 1.63 KDDF ( 625) 0'- 10.2" -926/ 160V 0/ OH 5.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 1.0" -277/ 90V 0/ OH 1.00" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ' REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I (PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.039" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.000" @ 0'- 7.5" Allowed = 0.013" MAX BC PANEL TL DEFL = 0.000" @ 0'- 7.5" Allowed = 0.017" SEASONED LUMBER IN DRY SERVICE CONDITIONS -/ MAX HORI2. LL DEFL - -0.000" @ 1'- 0.5" MAX HORIZ. TL DEFL = -0.000" @ 1'- 0.5" 12 7.00 Design conforms to main windforce-resisting m 0 system and components and cladding criteria. I - Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I ~ load duration fforowi1.6, Truss designed for wind loads o1111111111 in the plane of the truss only. 0 1N x4 ��5 �NGINE9 /�2 1 �� 89200PE -9r I "2- ,it OREGON �, �4// /0 r 14, 20 Q'i' M -9RRILI-6 EXPIRES: 12-31-2019 ), .1 )' 2-00 1-01 ,RR.ILL 4, 0 •f WASE -1>, JOB NAME : POLYGON 3-A DL AS8 - F1 10,00J4,-,,,..A- !T0 Scale: 1.0195 ,� WARNINGS: GENERAL NOTES, unless otherwise noted: ' 1.Builder and erection contractor should be advised of N General Notes 1.This design is based only upon the parameters shown and is for en individual 4 Truss: Fl and Warnings before construction°eminences. building component.Applicability of design parameters and proper .ter 2.284 compression web bracing must bowinstalled where shown t. incorporation of component is the responsibility of the building designer. /4. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at M� }(gyp ,(� k the responsibility of the erector.Ana sle tl permanent bracing of Z o.c.end at 10'o.c.respectively unless braced throughout their length by .p 51398 ^ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .s.�+pv.1! DATE: 1/9/2019 the overall structure Is the respomibility of the building designer. 3.28 Impact bridging or lateral bracing required where shown.. C.tuSr 1 L} 4.Na load should be applied to any component until after bracing and 4.Installation of truss Is the responsibility the respective contractor. ` SEQ.: K 5 5 8 3 5 4 8 fasteners are compete and at no time should any wag greater man 5.Design assumes trusses are to be used in a noncorrosive environment, r G TRANS ID• LINK designmaasbeappreahany componenand are for"dry condakn"of use. SI�NAL� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge d necessary' fabrication,handling,shipment and Inshllsben of components. Design7. almelcatedaneothifaeiaprusetl. January 9,2019 8.This design is furnished subject to the Nmbalions set forth by e.Plates es shaaon hoess ll be located both s of Tru ,and placed so their center TP WVTCA in SCSI,copies of which w11 be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) 1 This design prepared from computer input by PACIFIC LUMBER-BC - 1. LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA 1j LOAD DURATION INCREASE = 1.15 1-2=( O) 86 2-5=(0) 0 BC: 2x4 KDDF #1SBTR t SPACED 24.0" O.C. 2-3=(-480) 429 - ! 3-4=(-112) 49 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" 1, TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) t0'- 0.0" -24/ 378V -179/ 386H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) I. 5'- 11.2" -371/ 439V 0/ OH 1.50" 0.56 RODE ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.9" -50/ 57V 0/ OH 1.50" 0.09 KDDF ( 625) !' LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. • THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. IPROVI DE FULL BEARING,Jts:2,5,3,4 OND. 2: Design checked for net(-5 psf) uplift at 24 "so 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 TC PANEL LL DEFL = 0.153" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.156" @ 3'- 2.5" Allowed = 0.864" SEASONED LUMBER IN DRY SERVICE CONDITIONS t' MAX HORIZ. LL DEFL = -0.009" @ B'- 11.2" iI i'• MAX HORIZ. TL DEFL - -0.009" @ 8'- 11.2" • 3 Design conforms to main windforce-resisting 12 system and components and cladding criteria. • 19.00 bWind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, j, m Truss designed for wind 10,•- oi in the plane of the�AC�,Grtdy.PROFFss �� NGINFFg , . �� 89200PE -9r. • G4,,OREGON \t ski/ /O 4Y 14 2- P-1- MRRILA- M-3x4 i' S EXPIRES: 12-31-2019 b , 1 I 1-00 6-00 2-11-15 nxu,L e 40 00 WASx :14>, !w G JOB NAME : POLYGON 3-4 DL ASE - J9 Scale: 0.3157 „„0,2 � • , 0 WARNINGS} GENERAL NOTES, unless otherwise noted: '1F .r / 1.Builder erection contractor should be advised of all General Notes 1.This design H based only upon the parameters shown and is for en indMdual 4► Truss: J9 and before construction commences. building component.Applicability of design parameters and proper r 2.204 00 csion web bracing must be installed where shown+. incorporation of component la the respansibilty of the building designer. / 3.Addition temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 51398 C4.44 � is the nsibility of Me erector.Additional permanent bracing of 2 o.c.and at 10'ox.respectively unless braced throughout their length by 'y continuous sheathing such as plywood sheathing(TC)and/or drywan(Bc). O� �4'cl g� DATE: 1/9/2019 me owe structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required wbere shown++ ,/� SE K5 5 8 3 5 4 9 4.No Ioad be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of me respective contractor. `:s(�T a 4 testene are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, V f ON�1L TRANS ID: LINK design be ossysedtoanycomponen andgnassu are for estotba,lWrote. 5.Compu has no control over and assumes no responsibility for thenece8.Design assumes M bearing at all supports shown.Shim or wedge if Fabrics ,handling,shipment and Installation of components. teary. 7.Mates 1551assumesated en drainageais provided. January 9,2019 6.This de k furnished subject tame limitations sal forth by B.Plates shat be located on both feces of truss,and placed so their center January MAW N BCSI,copies of which sell be furnished upon request. lines coincide with joint center lines. Y- 9.Dfgds indicate sea of plate in inches. MiTek LOA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I,. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE= 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #1bBTR SPACED 24.0" O.C. 2-3=(-564) 500 3-4=(-140) 90 TC LATERAL SUPPORT <= 12"OC. ION. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF li DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -199/ 430H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.2" -412/ 474V 0/ OH 1.50" 0.61 KDDF ( 625) I BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.9" -94/ 110V 0/ OH 1.50" 0.18 KDDF ( 625) tiLIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. PROVIDE FULL BE'"ING•Sts:2 5 3 4 I 1I:OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 p MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" I MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5" Allowed = 0.864" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.012" @ 9'- 11.2" • MAX HORIZ. TL DEFL = -0.012" @ 9'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14.00 177 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, rn Truss designed for wind 10,.- o in the plane of the tr �� .PRpFFss 89200PE 9r 11 L /if OREGON b, klo /O 4y 14 213 4 s P /1/ _s_ EXPIRES: 1211-2019 M-3x4 > y ), ), 1-00 6-00 3-11-15 OPLL 8q� 40 ,' WA$ `�j. JOB NAME : POLYGON 3-A DL Ad: - J10 10,0 s!!w�o t0 Scale: 0.2882 a40_ . I WARNINGS: i GENERAL NOTES, unless otherwise noted: � ' , 1.Builder and erection contractor should•-advised of al General Notes 1.This design is based only upon the parameters shown end is for an individual Truss: J10 and Warnings before construction c$ndnences. building component.Applicability of design parameters and proper -7/ 2.2x4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. j�' 3.Additional temporary bracing to Insley Stability during construction 2.Design assumes the top end bottom chords to be laterally braced at A ,R is the responsibility of the erector.Additional permanent bracing of Y o.c.end at 10.o.c.respectively unless braced throughout their length by �+ �, 5 1398 q, DATE: 1/9/2019 the overall biltY is h e res bid f alper and continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ponsi ley o Sig designer. 3.In Impact bridging or laterad bracing required where shown.. t�*� �CI$'j'$R 4.No load should be applied to any component until stbr al bracing and 4.Installation of truss Mthe responsibility f the respective contractor. (y T �. SEQ.: K rJ rJ 8 3 rJ rJ 0 fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a non-corrosive environment, V`�<ONAL+'�� tlesign loads he applied to any component. and are for"dry condbion of use. TRANS I D: LINK P.con nae nae omni ewer end aawmea na re 6.Design assumes NI bearing at all supports shown.Shim or wedge if pu sponsiblmy br the fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. January 9,2019 6.This design a furnished subject to the Imdahons tet forth by 8.Plates shall be located on both faces of truss,and placed so their center • TP VW1CA in BC51,copies of ankh wit be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate see of plate in inches. MITek USA,Ina./CompuTrus Software 7.6.8(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) !I s This design prepared from computer input by ), PACIFIC LUMBER-BC - LUMBER SPECIFICATIONS I TRUSS SPAN 10'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR ll LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=(0) 0 BC: 2x4 KDDF #1&BTR /I SPACED 24.0" O.C. 2-3=(-618) 500 3-4=(-217) 92 TC LATERAL SUPPORT <= 12"OC. UON. I' LOADING 4-5=) -59) 0 BC LATERAL SUPPORT <= 12"OC. UON. t: LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 8.2" ! TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -209/ 475H 5.50" 0.60 KDDF(SI 625) E�, 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -411/ 473V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 10'- 0.0" -179/ 179V 0/ OH 1.50" 0.23 KDDF ( 625) ij THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. {Ii PROVIDE FU BEARING•Jts:2 6 3 4 5 IC Ic:OND. 2: Design checked for net(-5 psf) uplift at 24 "oc mating. 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 = -0.001" @ 10'- 8.2" Allowed = 0.068" MAX TL DEFL = -0.001" @ 10'- 8.2" Allowed = 0.091" -• MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed - 0.576" MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5" Allowed - 0.864" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.014" @ 9'- 11.2" II MAX HORIZ. TL DEFL - -0.014" @ 9'- 11.2" li 12 Design conforms to main windforce-resisting 14.00 • system and components)and cladding criteria. I�i1 ,,.7 Wind: 140 mph, h=24.9ft, TCDL=4 . ' CE 7-10, o (All Heights), Enclose .•C ,PR p ' -S(Dir), ,ti load duration facto l.////�_ Truss designed fo- • •- 1 NE Ss/ in the plane of��¢ 1 rR ora :9200PE �r :4.. REGON�t, �lV��oM y 1a 2o�P-4- RR1L�- ii 6s- EXPIRES: 12-31-2019 o M-3x4 • J- ++ 1 - 1- 1-00 1-00 6-00 4-08-03 r�"�pi�, 8 ASO fiV WA i , "�,I JOB NAME : POLYGON 3-4 DL ASE - Jl 1 _ Scale: D.2766i��''`��o WARNINGS GENERAL NOTES, unless othemise noted /' F • I.Builder erection contractor should be advised of all General Notes 7.This design is based only upon the parameters shown and a for an individual ‘ Truss: J11 and before construction commences. building component Applicability of design parameters end proper ---' r 2x 2. 4 co n web bracing must be installed where Amor, incorporation of component is the responsibility of the building designer. I•j 3.Addition mporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at n'f, 51398 �v tt 2' � is the r biliry of the erector.Additional permanent biasing of o.c.end at to.0.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). Q0 �. 'Qj 1 akr9'` DATE: 1/9/2019 Me owe structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v i A - 4.No load d be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. `s � ( SEQ.: KS 5 8 3 5 51 facomplete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, SINAL design be applied to any component and are for"dry condition"of use. TRANS I D: LINK s.compo has no control over and assumes no reepone bra ry for the A Design assumes full bearing at all supports shown.Shim or wedge 8 fabrics handling,shipment and lnstalNBon of components. necessary. 7.Design deal b ebadequate drainage io provided. January 9,201 9 6.This M w furnished subject to the limitations set forth by 8.Plates anal be batted on both feces of boas,and placed so their center TPIMT In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTekI Ina./CompuTrus Software 7.6.8(1L)-E to.For basic connector plate design values see ESR-7371,ESR-7988(MiTek) T iIF This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 1.3" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE= 1.15 1-2=1 0) 114 2-4=(0) 0 BC: 2x9 KDDF #1&HTR SPACED 29.0" O.C. 2-3=(-92) 99 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG 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" -157/ 578V -31/ 120H 5.50" 0.93 KDDF ( 625) OVERHANGS: 24.0" 0.0" 1'- 9.2" -120/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 1.3" -95/ 97V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. iPROVIDE FULL BEARING;Jts:2.4,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design c ecked for net -5 •sf] uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed - 0.200" MAX TL DEFL = -0.041" @ -2'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.007" @ 1'- 5.5" Allowed = 0.247" MAX TC PANEL TL DEFL = 0.007" @ 1'- 5.5" Allowed = 0.370" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.000" @ 4'- 0.6" 3 -/ MAX HORIZ. TL DEFL = -0.000" @ 4'- 0.6" ' Design conforms to main windforce-resisting 2 , system and components and cladding criteria. 7.00 [7- Wind: 140 mph, h=19.8ft, TCDL=9.2,HCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. O ��VD PR°Fp cgf �� 0‘ CO. N�lc,9 /O'L o �� 89200PE 9r OFH- 024 2mmon 4 -1 4-3X5 G �OREGON bi lti� i qy 14 20\ 0,P 'wen RILI- EXPIRES: 12-31-2019 2-00 2-00 2-01-05 a`oo�`NASkry14> JOB NAME : POLYGON 3-A DL A i - SJ1 f ; '10 Scale: 0.7131 / �t WARNINGS: ' I GENERAL NOTES, unless otherwise noted: / 7 • r/ . , 1.Bulkier end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual mmgsbeforeconstructioncommences. building ' Truss: SJ1 and Warnings sir 2.2s4 compression web bracing must be installed contra drown+. incorporation of component is the responsibility of the building designer. I 3.Additional temporary bracing to insure stability during construction 2.Design assumes Ne top and bottom chards to be laterally braced et 'A [(�;�+ is the responsibility of the erector.Additional permaMnt bracing or 2'o.c.and at 10 o.c.respectively unless braced throughout their length by 51398 "V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/9/2019 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ (3t‘ 4 j .CJ ^1 S " 4.No load should be applied to any component until atm bradng and 4.Installation of buss is the responsibility of the respective contractor. 'C SEQ.: K 5 5 8 3 5 5 2N fasteners are complete and at no true should any cods greater than 5.Design assumes trusses are to be used in a non-corrosive environment, s`SIONAL�IS TRANS I D• LINK design loads be apOiea to any componentand are for"dry condition"of e. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Skim or wedge d necesnary. fabrication,handling,shipment and Installation of components. 7.Designassumeseladequate bodrainage leprovided. s,an January 9,2019 6.This design Is/umished subject to the sm8afione set lath by 8.%ales shell De loceted on both faces Dulcose,and placed so Meir center TPW ITCA in BCSI,copies of which w/be furnished upon request. lines coincide with Mint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) i, • This design prepared from computer input by P P i Pacific Lumber and Truss-BC t LUMBER SPECIFICATIONS it TRUSS SPAN 8'- 1.3" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF ftl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2-4=(0) 0 BC: 2x4 KDDF #10BTR Vii, SPACED 24.0" O.C. 2-3=(-162) 92 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. UON. t DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD - 42.0 PSF 0'- 0.0" -77/ 508V -58/ 192H 5.50" 0.81 KDDF ( 625) OVERHANGS: 24.0" 1 1'- 9.2" -117/ 305V 0/ OH 5.50" 0.49 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 1.3" -101/ 195V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 (i MAX LL DEFL - -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL - -0.041" @ -2'- 0.0" Allowed - 0.267" MAX BC PANEL LL DEFL - 0.007" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL - -0.008" @ 1'- 0.1" Allowed - 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 8'- 0.6" MAX HORIZ. TL DEFL = -0.001" @ 8'- 0.6" I. 12 i! 7.00 Design conforms to main windforce-resisting system and components and cladding criteria. tj Wind: 140 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. ll o • .�� PROFe, �NGINELc� /may Q4 89200PE 9% 1 0 1 puF. d> ammilIIIIIIII 2 y 4 OREGON t„ �o I �g A 1 / `I M-3x6 'Q 4� 1r4 f�� AT S.J MRRIL�-�[_ EXPIRES: 12-31-2019 2-00 2-00 6-01-05 • .RRILL 8 4ti0 �F WAS I+ • ex • JOB NAME : POLYGON 3- ' DL ASE -S SJ2 : jii' 'A 1'1'1'1'Scale: 0.4935 F� - WARNINGGENERAL NOSES, unlssothsnWse notetl: `• ' 1.Builder erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an individual I� Truss: S J2 and W. before construction commences. building component.Applicability of design parameters and proper -eT 2.204 co Sion web bracing must be installed where shown.. incorporation of component Is the responsibility of the building designer. I Tav'; 3.Addition temporary bracing to insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at 'A p Q," Is there nsiblity of the erector.Additional permanent bracing of T o.c.and et 1(Y ox.respectively unless braced throughout their length by 51398! DATE: 1/9/2019 the ove structure is the responsibility f the building desi continuous sheathing such as acingplyworequired uired n ere s and/or tlrywall(BC). Q ��'O1 ST59.`j pone M o g goer. 3,2a Impact of true or lateral bracing required where shown t v �lo5h IST59.5'!•+e- 4.No load Id be applied to any component until eller an bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'C'- (,T {+,�:( SEQ.: K 5 5 8 3 s 5 3 fasten complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, li4ONAL TRANS ID: LINK design be applied to any component. and am for"dry ontlttbn"ol use. " 5.Campo has no control over and assumes no responsibility for the 6.Design assumes full bearing at al supports shown.Shim or wedge if fabnca handling,shipment and installation of components. assume ,.Design ladequate othfageioprasis,an January 9,2019 6.This M k fumishetl wbjed to the limdabana set forth by 8.Plates shall be locatetl on both taus of truss,end pkutl so their center TPIIWF in SCSI,copies of which will be furnished upon request. lines coincide with joint canter lines. d�" 9.Digi indicate size of plate in inches. MiTek UpA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ES12-1988(MiTek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" .e,,e • e-. •. a- ,-•. • r-. - .. .• . ., r• TC: 2x9 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 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.2f t, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor=l.6, considered for this design. 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 able end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. -1x2 or equal typical at stud verticals. refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ompletespecifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. NOTE: DESIGN ASSUMES SHEATHING TO ONE FACE. ! 4-00 9-00 T � { ) T 12 12 7.00 F' I I54 4x4 '17.00 I i . / / Q 89200PE 9r , ,, ,, . ... .. .. „., FOREGNP 4 4. g oG • O _1(.MRRX-Q', 9d J” 1420 f. AMMO/MIA, AMMO/iiAIAI /MI" A 4 5 EXPIRES: 12-31-2019 2-00 8-00 2-00 VRRII.L B JOB NAME : POLYGON 3—A DL A$ — XGE �> �; cit. I Scale: 0.5997 // .i.j.. : WARNINGS: GENERAL NOTES, unless otherwise noted: h. W'/ 1.Builder and erection contractor should be advised Mall General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: XGE and Warnings before construction commences. building component.Applicability of design parameters and proper art 2.204 compression web Orating must be installed where shown+. incorporation of component is the responsibility of the building designer. /44'v Additional temporary bracing to insure during construction2.Design assumes the top and bottom chords to be laterally braced at 3.Additional 'A (k' is me responsibility of the erector.Additional permarwnt bracing of T o.c.and al 10'o.c.respedhety unless braced throughout their length by 51398 .@, continuous sheathing such as plywood sheathing(TC)and/or drywetl(BC). Q ^^p.s.� DATE: 1/9/2019 the overall structure is the responsibility of the building designer. 3.28 Impact bridging or lateral bracing required where shown++ �� . 0./S TBW S E K5583554 4 No bad should be applied to any component until eller al bracing and 4.Installation Mims is the responsibility of the respective contractor. - 4'' fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used m a non-corrosive environment, SSIONAL 11 TRANS ID: LINK deagn loads be applied to any component. and erect dry condition"or use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports drown.Shim or wedge if fabrication,handling,shipment and installation of components. eery. T.PetisnhaBbeeledaon drainageis provided. January 9,2019 6.This design is furnished subject to the limitations est forth by 8.Plates shall be located on both laces of truss,and placed so their center ` TPL TCA In BC51,copies of which MI be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate in inches. MiTek USA,Int./CompuTrus Software 7.6.8(1LEE to.For basic connector plate design values see ESR-1311,ES12-1988(MiTek) 1 l Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION iy 1 3j" Center plate on joint unless x,y dimensions shown in -in-sixteenths I a offsets are indicated. I 6-4-8 ( ft(Drawings not to scale) DamageFailuret0 orFOIPesonalCouInldjuryCause Property ra.I Dimensions are in ft-in-sixteenths. 114k Apply plates to both sides of truss 1 2 3 1. Additional stability acing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-brach g,is always required. See BCSI. t 0-1 �� 2. Truss bracing must a designed by an engineer.For 16 4 wide truss spacing, ndividual lateral braces themselves may require braci or alternative Tor I cco bracing should be nsidered. O I 1.11.41110, O op ow 3. acexceed thesign ua loading shown and never U stack materials ondequately braced trusses. O 4. Provide copies of s truss design to the building For 4 x 2 orientation,locate C7-8 C6-7 C5-6 H designer,erection pervisor,property owner and BOTTOM CHORDS all other interested arties. plates 0- ''+e'from outside edge of truss. 8 7 6 5 5. Cut members to ber tightly against each other. 6. Place plates on eaface of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed .Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regu ed by ANSI/TPI 1. connectorlates. THE LEFT. p 7. Design assumes t ses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in ccord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise ed,moisture content of lumber shall not exceed 1 at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly red,this design is not applicable for use with fire retard t,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non- ctural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of tru fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead I deflection. the length parallel to slots. 11.Plate type,size, talion and location dimensions indicated are minir m plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall of the species and size,and in all respects,eq u Ito or better than that if Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must ,sheathed or purlins provided at output. Use T or I bracing spacing indicated design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords r e lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceilin s installed,unless otherwise noted. BEARING established by others. 15.Connections not sttpwn are the responsibility of others. Indicates location where bearings 16.Do not cut or alter ss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an eng r. *EMO reaction section indicates joint number where bearings occur. __ 17.Install and load v ally unless indicated otherwise.or tr ed lumber may Min size shown is for crushing only. 0 18.Use of green pose unacceptable 11.-- 1 environmental,he h or performance risks.Consult with project engineer re use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. a is not sufficient. BCSI: Building Component Safety Information, I\j u''( 20.Design assumes rr nufacture in accordance with Guide to Good Practice for Handling, ANSUTPI 1 Quality riteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 1