The URL can be used to link to this page

Plans (2) inST2dc /4/257 Ski i,e-th "%o RE7EIVED FE:: 3 0 6 2019 iTek® C;;i j ;' JF TIGARD BUILDING DIVISION MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 40-D POLYGON 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: K2838840 thru K2838884 My license renewal date for the state of Oregon is December 31,2017. 0 0 PROF-6- 89200P E ROF-6-89200PE Q ,,OREGONbt to <O 1)' 14,26 R R I v 401100.9 February 10,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSIITPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 14-03-08 HIP SETBACK 3-10-08 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR 14-03-08 GIRDER SUPPORTING 6-00-00 1- 2=( 0) 80 2- 8=(-278) 1054 8- 3=(-175) 798 BC: 2x6 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-1628) 482 8- 9=(-412) 1425 8- 4=(-533) 233 WEBS: 2x4 KDDF STAND 3- 4=(-1054) 364 9-10=(-412) 1425 9- 4=( -3) 369 LOADING 4- 5=(-1056) 365 10- 6=(-251) 1056 4-10=(-529) 231 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=(-1632) 483 10- 5=(-173) 795 BC LATERAL SUPPORT 6= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 10.5" V 6- 7=( 0) 80 TC UNIF LL( 73.9)+DL( 20.6)= 94.0 PLF 3'- 10.5" TO 10'- 5.0" V TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 10'- 5.0" TO 14'- 3.5" V • NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 0.0)+DL( 29.4)= 29.4 PLF 0'- 0.0" TO 14'- 3.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 50.0)+DL( 34.0)- 84.0 PLF 0'- 0.0" TO 14'- 3.5" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ------------------------ _ 0'- 0.0" -449/ 1597V -108/ 1O8H 5.50" 2.56 KDDF ( 625) TC CONC LL( 92.8)+DL( 26.0)- 118.8 LBS @ 3'- 10.5" 14'- 3.5" -450/ 1600V 0/ OH 5.50" 2.56 KDDF ( 625) OVERHANGS: 12.0" 12.0" TC CONC LL( 92.8)+DL( 26.0)= 118.8 LBS @ 10'- 5.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 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" MAX LL DEFL = -0.023" @ 7'- 1.7" Allowed = 0.669" MAX TL DEFL = -0.040" @ 7'- 1.7" Allowed = 0.892" MAX LL DEFL = -0.002" @ 15'- 3.5" Allowed = 0.100" MAX TL DEFL = -0.003" @ 15'- 3.5" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-10-03 6-07-02 3-10-03 MAX HORIZ. LL DEFL = 0.008" @ 13'- 10.0" T 1 T f MAX HORIZ. TL DEFL - 0.013" @ 13'- 10.0" 3-10-03 3-03-09 3-05 ,f 3-08-12 f 4118.80# T + 18.80# f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 M-4x6 12.00 7 N 12.00 Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 M-3x8 (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), 4 load duration factor=1.6, 40 _ _ 4 Truss designed for wind loads in the plane of the truss only. o -,,o 8 9 10 - . 1 i M-3x4 M-3x4 M-1.5x3 M-3x6 M-3x9 y ), 1- l k 3-08-12 3-05 3-05 3-08-12 so 1-00 14-03-08 1-00 \�� G1N�'6-R '/� Q 89200PE��, ter` JOB NAME : 40-D POLYGON - Al ' Scale: 0.3785 y Cr WAilds O. hRAeINOTES, unless on the separ noted.et -5� �OnEGO1V '\ 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and Is for an Individual �,.++"' 1-1 'V Truss: Aland Warnings before construction commences. binding component.Applicability of design parameters and proper y + 2.2s4 compression web bracing must be installed where shown e. Incorporation of component is the responsibility of the building designer. /© 1 n f 2°` �*N+ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at A _ 1 Y 4- 11 la the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r IR 1 L�- DATE: 2/9/2017 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). ��•/// 3.2x Impact bridging or lateral breGng required where shown Y.- SEQSEQ.: .: 1<2838840 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design easumestrusses are tobeused inanonoorroeweenvironment, TRANS I D: LINK design loads be applied to any component and are tor"dry condition.'of use. 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: i2/2 y'/'1 yli7 fabrication,handling, hl components. necessary. I,./11- ilL.l7 I L �2 1/r U 1 a pmentandlnstaNatbnofctf ts. T.Design assumes adequate dorbothacess truss,provided. February 10,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center s TPIANrCA in 8151,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E f0.For basic connector plate design values see ESR-7317,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x9 KDDF#16BTR SPACED 24.0" O.C. 2-3=(-71) 56 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -44/ 292V -32/ 98H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -80/ 72V 0/ OH 1.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.072" 1' 1' MAX 8C PANEL LL DEFL = 0.003" @ 1'- 9.9" Allowed = 0.148" MAX TC PANEL TL DEFL = 0.004" @ 1'- 4.4" Allowed = 0.220" 12 MAX BC PANEL TL DEFL = -0.002" @ 2'- 0.6" Allowed = 0.197" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 3 Design conforms to main windforce-resisting system and components and cladding criteria. �i Wind: 140 mph, h=19.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, d, Truss designed for wind loads in the plane of the truss only. 1 a o N rh f O 1111111111111111M1 111111M NMilMill o t A- � �'. -V M-3x4 b l b 1-00 3-10-08 'PROVIDE FULL BEARING;Jts:2,3,4 I [y On 4< 7,2 ,o PR Op 89200PE cc' JOB NAME : 40-D POLYGON - AJ1 f Scale: 0.6827 r , Ci WARNINGS: GENERAL NOTES, unless otherwise noted 7 OREGON �()`t 4. 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 7/ At 'V Truss: AJ1 and Wammgsbefore construction commences. building component Applicability of design parameters and proper / ,� 7 2a� 2.aro compression web bracing must be instated where shown 4. Incorporation of component Is the responsibility of the building designer. s 3.Additional temporary bracing to Insure stability during construction g.Design assumes the top and bottom chords to be laterally braced at A . �� Is the responsibility of the erector.Additional permanent bracing or 2'continuous and at ea o.c.rsuch as pN woods braced throughout their length by 'I s.,,A.1\` DATE: 2/9/2017 the overall structure Is the responsibility of building designer. coMinuoue eheething such as pN�ptl sheathing(TC)and/or tlrywell(BCi. •lws� 4' apone N o g g 3.2x Impact bridging or lateral bracing required where Mown++ SEQ.: K2 8 3 8 8 41 4.No load should be applied to any component until eller all bracing and 4.Installation of truss ithe e arspo si uility sytl t the nrespective c nma its. fasteners ere complete and at no tim4.Inst e should arty loads greater than ign assumes sth TRANS I D: LINK design loads be applied to any component. 5.and Descare for"dry condition"in f wt eit supports shown.Shim or we r 5.CompuTmshas nocontrol over and assumes noresponsibility tor the rxssaasumes bearing ppo age EXPIRES:. 12/3 /2417 ry. fabrication,handling,shipment andtallatkn of components. 7.Design assumes adequate drainage is provided. February 10,2017 8.This design Is furnished subject to the limitations set forth by 8.Plates Meg be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s¢e of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(IL)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-111) 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 1.2" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 329V -59/ 156H 5.50" 0.53 KDDF ( 625) 3'- 7.7" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.5" -85/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. I BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -i MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.010" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.013" 12 MAX TC PANEL LL DEFL = 0.055" @ 2'- 4.6" Allowed = 0.326" MAX TC PANEL TL DEFL = 0.052" @ 2'- 4.6" Allowed = 0.989" 12.00 F7 1 SEASONED LUMBER IN DRY SERVICE CONDITIONS 10 MAX HORIZ. LL DEFL = -0.001" @ 3'- 9.8" MAX HORIZ. TL DEFL = -0.001" @ 3'- 9.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, , (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '-I load duration factor=l.6, cr Truss designed for wind loads o in the plane of the truss only. c M /- o o O 4NEEN M-3x4 ). b yy 1-00 3-10-08 0-01-03 {{''``�� f'y (PROVIDE FULL BEARING;Jts:2,4,3 I � QF„1J P 4{�Op . . Ffa�.\ ... R d ° �c 89200PE JOB NAME : 40-D POLYGON - AJ2 Scale: 0.5931air,-a' r 14° WARNINGS: GENERAL NOTES, unless otherwise noted: I.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 IndNldual "' ON `r� Truss: AJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper + 1` �� • 2.204 compression web bradng must be installed where shown.. Incorporation of component Is the responsibility of the bulldog designer. '/ /- '�(#,} X45• 3.Additional temporary bracing to insure stability during construction z.Design at1assumes the top and bottom chorda s be laterally braced at „a is the responsibility of the erector.Additional permanent bracing of T continuous and at t tl o.chin respectively unless braced throughout[hair length by 114 i R.I�..� }a'j DATE: 2/9/2017 the overall structure Is the responsibility f the building designer. 20 Imps us shgingior such l b plywoodaired sheathing(TC)andror drywell)BC). """III pone ty o g goer. 3.20 Impact bridging or lateral bracing required weer.shown.. SEQ.:: 1(2838842 4.No bad should be applied to any component until alter all bracing end 4.Installation of truss Is the responsibility of the respective contrector. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition'•of use. 5.CompuTrus nes no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 ry)31/201 7 fabrication,handling,shipment end installation of components. 7.Design mcesssumes adequate drainage is provided. February 10,2017 1((1}I /U I 8.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both feces of trues,and placed cc their center TPIhYICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector pole design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x9 KDDF #15815 SPACED 29.0" O.C. 2-3=(-281) 232 3-9=( -67) 32 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 OL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA • OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -18/ 316V -90/ 223H 5.50" 0.51 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 93V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 9.8" -184/ 299V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -36/ 50V 0/ OH 1.50" 0.08 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9 yr 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 = 0.016" @ 1'- 10.6" Allowed = 0.326" 6MAX TC PANEL TL DEFL = 0.019" @ 1'- 10.6" Allowed = 0.489" /� SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.9" 12.00 V7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), , load duration factor=l.6, Truss designed for wind loads -, in the plane of the truss only. 0 vioo V 0 1 M-3x4 y 1-00 y 3-10-08 y 2-01-03 y ,{\C.ti"'�+. r rlOp L. 'PROVIDE FULL BEARING;Jts:2,5,3,9 I C:.7 ```4�!/'IN t5i 44.C.,...7 izt- ti._.. 89200PE x. JOB NAME : 40-D POLYGON - AJ3 Scale: 0.4688 'MI eilr "'r..,.. WARNINGS: GENERAL NOTES, unless otherwise noted' -7 OREGON /4, r.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 {j V I-1 4J q+_. a"';j Truss: AJ3 end Warnings before construction commences building component.Applicability of design parameters and proper 4/^ ,7 V 14 2.254 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. /h 7 jf 1 A'°"� �"'�`- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at `�✓41E' � - 1 Y „s by Is the responsibility of the arector.Additienal permanent bracing of 2'ntin and at f o'hin.rg espectively ply woods braced(TC)and/orout d their length). 41/+.�R10- DATE: 10-VY1' DATE: 2/9/2017 the overall structure is the resonslbmof the buildingdesigner. So Impectsshginginrltehesang re uiredheree own*Orywell(BC>. �I f,` p ly 3.2x Impact bridging or lateral bracing required where shown++ SEQ. :: 1<2838843 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners ere complete and al no time should any loads greater than 5.Design assumes trussed are to be used in a noncorrosive environment. TRANS ID• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes Nil bearing al all supports shown.shim or wedge If EXPIRES: XP I p ES 1 2 3 d/209 7 fabrication,handling, necessary.sC/1I- it f_!7 ((J I(C it l! ed subject and installation s/co forth components. 7.Plates shall b el adequate tothlfage to provided.n February 1 0,201 7 8.This design Is furnohed subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPbWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./COfripuTrus Software 7.6.8(tL)-E to.For basic connector plata design values see ESR-1311,E5R-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-356) 297 3-4=( -94) 66 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -15/ 309V -106/ 257H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 41V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 9.8" -224/ 291V 0/ OH 1.50" 0.37 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 0.7" -67/ 92V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.006" @ 2'- 0.1" Allowed = 0.326" I) MAX TC PANEL TL DEFL = -0.009" @ 2'- 0.1" Allowed = 0.489" (� SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.004" @ 6'- 11.9" MAX HORIZ. TL DEFL = -0.004" @ 6'- 11.9" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 12.00 Wind: 190 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=l.6, 3 Truss designed for wind loads in the plane of the truss only. iorillo r cc O f NPIIIIIIMINI o M-3x4 3- 3 619 y 1-00 y 3-10-00 'PROVIDEyFULL BEAR NGO,' -0 2,5,3,4 ,C.A`co \AG NE R `/a 4".7V 2� 89200PE r JOB NAME : 40-D POLYGON - AJ4 * Scale: 0.9168 -"10 et (p�} //'`'a� [ WARNINGS: GENERAL NOTES, unless otherwise noted: "..?� �01-lEGON '\ 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: AJ4 and Warnings before construction commences building component Applicability of design parameters and proper tt ^a� �� 2.254 oommeamon wen bracing mast be 151:1 d wnera shown.. incorporation of component la the responsibimy of the building designer. /^ 'T r .�4 `} 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chortle to be laterally braced et V w Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1O o.c.respectively unless braced throughout their length by (+. �'��11 DATE: 2/9/2017 the overall structure la the responsibility f the building tleal continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). j4 41' ,/.17 epona ty o g gner. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K2 8 3 8 8 4 4 4.No bad should be applied to any component until east aN bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, design loads be applied to an t and are for'dry condition"of use. TRANS ID: LINK gnnooso: anen. S.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/310017 5.CompuTrue has control over and assumes no responsibility for the necessary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage leprovided. February 10,2017 8,This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center - TPINVTCA In BCSI,copies of which MII be furnished upon request. lines coincide with joint center lines. 9.DIgbs Indicate size of plate In Inches. MITek USA,Inc./CompuTNs Software 7.6.8(1 L)-E 10.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 2'- 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) 80 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-68) 51 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = ' 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -61/ 302V -32/ 98H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -34/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -33/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND DEC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.147" 1' T MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.220" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12.00 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting - system and components and cladding criteria. Wind: 140 mph, h=19.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '' load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. c ti a o N rl f O I NIFAi N O M-3x4 * b 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 ' ,0) PROFt- 0,1 ?C2,5"89200PE c JOB NAME : 40-D POLYGON - ASJ1 Scale: 0.6827 WARNINGS: GENERAL NOTES, unless otherwise noted: F OREGON /i- 1.Builder and erection contractor should be advised of all General Notes 1.This design o based only upon the parameters shown and is for an individual OREGON GG LJ�i VV AAxN AA,/ Truss: ASJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper ].22+4 compression web bracing must be instated where shown+. Incorporation of component la the responsibility of the building designer. ( �], ' 3.Additional temporary bracing to insure stability during construction2.Design assumes the lop end bottom chords to be laterally braced at 'T t `° la the responsibilW of the erector.Additional permanent bracing o/ 2'continuous and at ea o.c,such as ply woods braced throughout their length by '41 Fi R10- co Impacts rhging or such as plywood aired in ere s andlor drywelkEl). (,.. DATE: 2/9/2017 the overall structure la the reaponNbitty of the building tleslgner. 3.2a Impact bridging or lateral bracing required where shown++ SEQ. : K2 8 3 8 8 4 6 4.No load should be applied to any component until eller at bracing and 4.Installation of truss is the responsibility of the respective contractor. fastener.ere complete and al no time should any loads greater than 5.Design ass mea trusses are to be used in a non-corrosive environment, TRANS ID• LINK design leads be applied to any component. end are for�drycondition"sruse. (} 5.CompuTrus has no control over and assumes no responsibility for the S nDeceaaeesumeafullSearingetallsupportsshown.Shimorwedgeif EXPIRES: 19131/2017 ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. F e b r u a r y 1 0,201.7 B.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of lass,and placed so their center TPIIWTCA in BCS',copies of which w91 be furnished upon request. lines coincide with joint center lines. 8.Digits indicate size of plate in inches. WO USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,EBR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 6-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 10-11=(-198) 1044 2-10=( -174) 187 7-14=(-1868) 257 BC: 2x6 KDDF #16BTR 2- 3=( -47) 123 11-12=(-203) 1542 10- 3=(-1868) 257 14- 8=( -174) 187 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1705) 378 12-13=(-203) 1542 3-11=( -45) 259 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1171) 303 13-14=( -98) 1049 11- 4=( -181) 901 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-1171) 303 11- 5=( -587) 131 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 50.0)+DL( 54.0)= 104.0 PLF 0'- 0.0" TO 22'- 0.0" V 6- 7=(-1705) 378 12- 5=( -37) 505 7- 8=( -47) 123 5-13=( -587) 131 --- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8- 9=( 0) 80 6-13=( -181) 901 NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 13- 7=( -95) 259 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 0'- 0.0" -367/ 1962V -201/ 201H 5.50" 3.14 KDDF ( 625) 22'- 0.0" -367/ 1962V 0/ OH 5.50" 3.14 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 = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.091" @ 11'- 0.0" Allowed = 1.054" MAX TL DEFL = -0.071" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = -0.001" @ 23'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.013" @ 21'- 8.5" 5-11-11 10-00-10 5-11-11 MAX HORIZ. TL DEFL = 0.022" @ 21'- 8.5" A / 2-09-14 3-01-13 5-00-05 5-00-05 3-01-13 2-09-19 Design conforms to main windforce-resisting .1' j' ' f f f f system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12.00 177 M-9x6 M-3x8 M-4x6 7112.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, �D O�, Truss designed for wind loads in the plane of the truss only. M-3x9 M-3x4 3 M-1.5x3 M-1.5x3 z i 10"^ it 12 13 ...-.19 �,,I M-3x5 M-3x8 0.25" M-3x8 M-3x5 M-7x8(5) 1 5-08-08 y 5-03-08 1 5-03-08 y 5-08-08 y ��'<- NScS'f02, J' b )' '�„ i 1-00 22-00 1-00 4r p `.C' 89200PE t JOB NAME : 40-D POLYGON - B1 ,� -"X"09 --- ------. Scale:Scale: 0.2425 {^�� • ('� WARNINGS: G. hRAeNOTEb, unless o thepara ate' "? OREGON h�� 1.Builder and erection contractor should be advised of all General Notes 7.This design b based only upon the paremetere shown and Is for an IntlNkual N.. Truss: B1end Warnings before construction commences building component.Applicability of design parameters and proper �r� k 2 m4 compression web bracing must be let U d where shown e. Incorporation of component is the responsibility of the building designer. /) ll fr 14, `4t-• 3.Additional temporary bracing to Insure stability during concWciion 2.Design assumes the top and bottom chords to be laterally braced at �./ ^ Is the responsibility of the erector.Additional permanent bracing of 2'contex.inuous and et 10'hinp.crsuch as ply woods braced Throughout their length by R R IO- DATE: O- i� co Imps us sdeathing such as plywood required sheathing(TC)s own+and/or drywall(BC). DATE: 2/9/2017 the overall structure is the responsibility or the building designer. 3.2a Impact bridging or lateral bracing required where shown+i SEQ.: K2 8 3 8 8 4 7 4.No bed should be applied to any component until aper all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and et no time should any beds greater then 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design bads beapplied roany component. and are tor'dry condition"ofuse. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes NII bearing al ail supports shown.Shim or wedge if EXPIRES: /D)C.�C i'v• 12/31/2017 fabrication,handling,shipment and Insralftion of components. 7.Design ssumes adequate drainage Is provided. February 10,2017 L.t7 6.This design is furnished subject to the Itmltatbne set forth by B.Plates shell be located on both faces of truss,and placed so their center TPI/WTCA In BCSI,copies of which x111 be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plata In Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 10-11=(-96) 677 2-10=(-186) 208 13- 8=(-186) 208 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=( -63) 159 11-12=(-71) 624 10- 3=(-9B5) 192 ' WEBS: 2x9 KDDF STAND 3- 9=(-834) 329 12-13-(-96) 563 3-11=(-1B0) 207 LOADING 9- 5=(-527) 293 11- 4=(-131) 390 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)0004 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-527) 293 11- 5=)-167) 91 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-834) 324 5-12=(-167) 91 TOTAL LOAD= 92.0 PSF 7- 8=( -63) 159 6-12=(-131) 340 8- 9=( 0) 80 12- 7=(-180) 207 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7-13=(-985) 192 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -155/ 1038V -255/ 255H 5.50" 1.66 KDDF ( 625) 22'- 0.0" -155/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 7-11-11 6-00-10 7-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100- f 1' T 1' MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 3-09-14 4-01-13 3-00-05 3-00-05 4-01-13 3-09-14 MAX LL DEFL = -0.020" @ 11'- 0.0" Allowed = 1.054" f f f f f T T MAX TL DEFL = -0.033" @ 11'- 0.0" Allowed = 1.906" 12 12 MAX LL DEFL = -0.001" @ 23'- 0.0" Allowed = 0.100" M-4x6 M-4x6 MAX TL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.133" 12.00 V. M-3x4 N 12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 5 MAX HORSZ. LL DEFL = 0.011" @ 21'- 8.5" �D mMMMMMM‘ III" . TL DEFL = 0.017" @21'- 8.5"nforms to main windforce-resisting components and cladding criteria. Wind: h=23ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, hts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), tion factor=l.6,M-3X9 M-3x9cal(s) are exposed to wind, Truss designed for wind loads A in the plane of the truss only. \1111, M-1.5x30/ 111111111 1.77 T1.5x3 rn 2 �M O O I I h �u :11d1L' Ill M O 1 e m O IP rl 10..--. 11 12 13 M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 l .1 ). l 7-08-08 6-07 7-08-08 C PR /�r GO f R Qf J' 10-00 y 12-00 l l ��ca' t .GINe' 9, /dr1. 1-00 22-00 1-00 . 89200PE <` • JOB NAME : 40-D POLYGON - B2 Scale: 0.2550 .. WARNINGS: GENERAL NOTES. unless otherwise noted: OREGON /i.. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual / �1 v �(,% Truss: B2 end Warnings before construction commences. balding component.Applicability of design parameters and proper �� ,j 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. (.nJ -T V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at '°'� 14 t �v... Is the responsibility of the erector.Additional permanent bracing of 2'continuous and s 1 P hic.such as ply woods braced throughout melt length by a.,,A I Oy DATE: 2/9/2017 the overall structure la the re bio f the building desi co minuets sheathing such as plywood air el where shown bridging lateral bracing required + SEQ.: K2 8 3 8 8 4 8 4.No Toed should be applied to any component until eller eN bracing and 4. lotion of truss is thhe are to sibused In a nrespective mos a ntracenvironment, fasteners are complete and at no time should any loads greeter m 5.Design gn assumes design loads be applied to any component. and are for"dry condition-of use. TRANS ID: LINK 5.CompuTuehes nocontrol over and assumesnoresponsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling, scary shipmentaotheirneepppf components.bPeres shall esoWedon drainage is sean February 10,2017 8.Thla design Is furnished subject to the limitations set forth by 8.Plates shell be located on both feces of truss,end pieced so their center TPI/TCA In SCSI,copies of which sill 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 bask connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #14.5TH LOAD DURATION INCREASE = 1.15 1- 2=1 0) BO 12-13=(-121) 689 2-12=1-186) 208 BC: 2x9 KDDF #18BTR SPACED 29.0" O.C. 2- 3=( -63) 159 13-19=( -71) 628 12- 3=(-985) 283 WEBS: 2x9 KDDF STAND 3- 4=(-834) 409 19-15=(-130) 563 3-13=(-164) 168 LOADING 4- 5=( 0) 0 13- 4=(-151) 351 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PUP 4- 6=(-533) 393 13- 6=(-179) 129 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-533) 343 6-14=(-179) 129 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-19=(-151) 350 ------ 8- 9=1-834) 909 19- 9=(-164) 168 NOTE: 2x9 BRACING AT 29"00 UON. FOR LL = 25 POP Ground Snow (Pg) 9-10=1 -63) 159 9-15=(-985) 283 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 0) 80 15-10=(-186) 208 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -229/ 1038V -258/ 258H 5.50" 1.66 KDDF ( 625) 9-11-11 2-00-10 9-11-11 22'- 0.0" -229/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625)f T 3-09-14 , 4-00-06 ,2-01-07 L 1 00-�5 , 4-00-06 f 3-09-14 . 1-0Nn 2• Dentgn checked for net(-5 paf) uplift or 24 "on spacing. 1-00-05 2-01-07 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8-00 8-00 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.020" @ 11'- 0.0" Allowed = 1.059" 12 12 MAX TL DEFL = -0.033" @ 11'- 0.0" Allowed = 1.906" MAX LL DEFL = -0.001" @ 23'- 0.0" Allowed = 0.100" 12.00 P7 N12.00 MAX TL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.133" M-9x6 M-9x6 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-3x4 . MAX HORIZ. LL DEFL = 0.011" @ 21'- 8.5" wOo0 4'. MAX HORIZ. TL DEFL = 0.017" @ 21'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x4 M-3x4 End vertical(s) are exposed to wind, Truss designed for wind loads 49 in the plane of the truss only. M-1.5x3 ,M-1.5x3 rn i rn J Alhil\ 1"):Ir■rn 12-T 13 19 T�15 •1 M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 • • y �7-08-08 y 6-07 y 7-08-08 y ,,,.0a �� 610 1 k i• �5 \AGlNEF /0, 10-00 12-00 Cf i-oo 22-00 i-oo 89200PE <" JOB NAME : 40-D POLYGON - B3 .-.411411101111!0.11"e • • • Scale: 0.2300 -$,�' OREGON AA,�� ll, WARNINGS: GENERAL NOTES, unless otherwise noted: 1,- o� /k N' A Truss B3 1.Builder end eerection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown end Is for an Individual a' f/ .4 f 2O`4.2.1?, ' end Warningsbefore construction commences. building component.Applicability of design parameters and proper 'S../ p L 1 2.Dao compression web bracing mull be installed where shown 4. Incorporation of component Is the responsibility of the building designer. . Yeel 3.Additional temporary bracing to Insure Stability during construction 2.Design assumes Me top and bottom chorda to be laterally braced at /u.[]R 11-� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10 o.c.reapectively unless braced throughout their length by •�••!�Imo. DATE: 2/10/2017 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywoodrequired whereshown)and/or drywell(BC). 3.In2Impact of Is thlate 1praGib ity of the whereshe coli SEQ. : K2 8 3 8 8 4 9 4.Na load should be applied to any component until alter an bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. EXPIRES: 12/31/2017 TRANS ID: LINK design loads be applied to any component. and are tor"dry condition"of use. 5.CompuTrue has no control over and assumes no responsibility for the 8.Design assumes full bearing al all supports shown.Shim or wedge If fabrication,handl) neaeaeary. February 10,2017 Iq,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAWCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc.iCorn uTfus Software 7.8.8 1L-E 0 For basic Indicate size of laked In iIgn values P ( ) 1 B. Dig is cafe splate ats In Inc ve. see ESR-1311,ESR-1980(Wok) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 36 2- 8=(-1367) 9587 8- 3=( -109) 763 2x6 KDDF #1&BTR T2 2- 3=(-4867) 1484 8- 9=(-2227) 6505 8- 4=(-1989) 891 BC: 2x6 ROOF #1&BTR LOADING 3- 4=(-4587) 1426 9-10=(-2227) 6505 9- 9=( 0) 318 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-4587) 1426 10- 6=(-1367) 4587 4-10=(-1989) 891 TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=1-4867) 1984 10- 5=( -109) 763 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 16'- 0.0" V 6- 7=( 0) 36 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 16'- 0.0" TO 22'- 0.0" V BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 22'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"OC UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 16'- 0.0" 0'- 0.0" -499/ 1898V -24/ 29H 5.50" 3.04 KDDF ( 625) 22'- 0.0" -499/ 1898V 0/ OH 5.50" 3.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ,IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.307" @ 11'- 0.0" Allowed = 1.054" MAX TL DEFL = -0.504" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.058" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.096" @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 5-11-11 10-00-10 5-11-11 in the plane of the truss only. T T T T 5-11-11 5-00-05 5-00-05 5-11-11 T +320# T 4320# T 12 12 4.00 d 4.00 M-4x12 M-9x12 M-4x10 3 0.4 A .O 2 �. 6 N "+ ss T = o M-3x10 M-3x8 9 0.25" M-3x8 M-3x10• 0 M18118-7x14(S) l y b b � cc1c0) P Q'fisc 5-03-12 5-08-04 5-08-04 5-03-12 y y > . �5 ,•`.. `"'/9' c/ /a 1-00 22-00 1-00 ,sem y. 89200PE v JOB NAME : 40-D POLYGON - Cl i .. Scale: 0.3050 t WARNINGS: GENERAL NOTES, unless otherwise noted: © OREGON 4, I.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 /_ ',/sig VI-IG tikJIV s. Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper / ✓� �� liZr 2 2s4 compression web bra[AN must be Installed where shown.. Incorporation of component Is the responsibility of the building designer. ,7 3.Addrional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally baud at j�. "'�'a �.S la the responsibility of the erector.Additional permanent bredng of 2'contod.inuous and at ea o.c,such as ply unless braced throughout r dryeir length by -A- �} continuous ahealhing such as plywood eheatMng(TC)and/or tlrywag(BC). lifizi DATE: 2/9/2017 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown.it SEQ.: K2 8 3 B 8 5 2 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used Ina non-corrosive environment, design bees be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.EempruTma hes ns csntrOl nyu:and sssumea Cs reepsnelbllhy for the S.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/3112017 mmssary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMTCA In SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MITek USA,Inc./CompcTrus Software 7.6.8(IL)-E to.For basic connector plate design values see ESR-1311,ESS-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #19BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-10=(-476) 1883 3-10=1-115) 158 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-2055) 553 10-11=(-434) 1947 10- 4=( -25) 323 WEBS: 2x4 KDDF STAND 3- 4=(-1885) 447 11- 8=(-498) 1883 10- 5=(-229) 147 LOADING 4- 5=(-1756) 445 5-11=(-229) 147 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1756) 445 6-11=( -25) 323 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1885) 447 11- 7=(-115) 158 TOTAL LOAD = 42.0 PSF 7- 8=(-2055) 553 8- 9=( 0) 36 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 0'- 0.0" -115/ 1038V -34/ 34H 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 22'- 0.0" -115/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.098" @ 11'- 0.0" Allowed = 1.054" MAX TL DEFL = -0.162" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.031" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.051" @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 6-00-10 7-11-11 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f 1' T load duration factor=l.6, 9-00-08 3-11-03 3-00-05 3-05-09 3-06-09 9-00-08 Truss designed for wind loads 1' .' f j' .c ,( f in the plane of the truss only. 12 12 4.00 M-9x6 M-4x6 14.00 • M-3x4 5 M-1.5x3 M-1.5x3 3 N ul N M 1A- M 2 10 11 B\\ll 0 M-3x9 M-3x8 M-3x5(S) M-3x8 M-3x4 0 b k y l 7-05 7-02 7-05 l y to-oo y 12-00 b ), GINE*,R sWO 1-00 22-00 1-00 , 'Ly 89200PE f •' JOB NAME : 40-D POLYGON - C2 ,�' Scale: 0.2800 ��- ��:.' orrov�/(y,,a,"w ie WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON /e.-" 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual / �'(,/ Truss: C2 and Warnings before construction commences. building component Applicability of design parameters and proper + (� ^� 1 2.Zvi compression web bracing must be Installed where shown.. Incorporation of component Is the responsibility of the building designer. '5/1 -1)". 1^ \y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '�J I'Y Is the responsibility of the erector.Additional permanent bracing of T n.c,and al 10 o.c.respectively unless braced throughout their length by (-`^R �` {IV`y DATE: 2/9/2017 the overall structure la the responsibility of the building designer. continuous us ahginglor lateral as acwg reood uired where endlor tlrywall(BC). aw. 4 ty g glrer. 3.2a Impact bridging onmera bracirp required where mown.. SEQ. : K2 8 3 8 8 5 3 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes vases are to be used b a non-corrosive environment. TRANS ID: LINK design loads be applied to any component, and aerumycondition"of use. 5.CompuTrua has no control over and assumes no responsibility for the G.Designfull Deering at all supports shown.Shim or wedge if EXPIRES: f'j C C"• y j%]{//7 0 fabrication,handling, 58 as u L 1- (Z l-t7 1 1J S G shipment and Installation of etfodhents. 7.Design assumes adequate drainage is provided. February 10,2017 6.This design is famished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,end placed so their center x TPINo'ICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of pious In Inches. MiTek USA,Inc./CompuTrua Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-12=(-635) 1883 3-12=(-115) 151 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-2055) 739 12-13=(-722) 1947 12- 9=( -56) 323 WEBS: 2x9 KDDF STAND 3- 4=(-1885) 668 13-10=(-665) 1883 12- 6=(-229) 225 LOADING 4- 5=( 0) 0 6-13=(-229) 225 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1756) 652 8-13=( -56) 323 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1756) 652 13- 9=(-115) 151 TOTAL LOAD = 92.0 PSF 7- 8=) 0) 0 8- 9=(-1885) 668 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2055) 733 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 36 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -171/ 1038V -39/ 34H 5.50" 1.66 KDDF ( 625) 22'- 0.0" -171/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) F'nND. 2: 505150 n-herked fnr nett-5 psfl uplift at 24 "nr sparing VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.098" @ 11'- 0.0" Allowed = 1.054" MAX TL DEFL = -0.162" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.031" @ 21'- 6.5" 9-11-11 2-00-10 / 9-11-11 MAX HORIZ. TL DEFL = 0.051" @ 21'- 6.5" 1 1 4-00-08 3-06-04 2-04-15 1-00-00 k 2-04-15 3-06-04 4-00-08 Design conforms to main windfoxce-resisting 4 system and components and cladding criteria. 1-00-05 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8-00 8-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T j' .' load duration factor=l.6, Truss designed fox wind loads 12 12 in the plane of the truss only. 4.007 4 4.00 M-4x6 M-4x6 M-3x4 M-1.5x3 M-1.5x3 ^ice98 � -r1 2 12 13 10 o o M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 0 l 7-05 y 7-02 y 7-05 l ,O) PRop , 0,9 > 10-00 y 12-00 y r� � Calt�t � y 22-00 1-00y 1-0089200PE fir- JOB NAME : 40-D POLYGON - C3 ' St- Scale: 0.2675 -yr OREGONA 1� 4.4, WARNINGS: GENERAL NOTES, unless otherwise noted: \ . 1.Builder and erection contractor should be advised or all General Notes 1.This design Is based only upon the parameters shown and Is for an individual /� q 4 Truss: C3 and Warnings before construction commences. building component Applicability of design parameters and proper �i©�j� ! t�a�A� 2.A,4 compression web bracing must be installed where shown+. incorporation of component is the responsibillly of the building designer. (�+. { 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ."'R R.1 a^ is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 16 o.c.respectively unless braced throughout their length by DATE: 2/10/2017 the overall structure Is the responsibility t the building designer. continuousxImpactsheathing or atebasalcing requirede here shown and/or arywag(BC). P N o g3.2a Impact bridging or lateral bracing where shown*+ S E 4.No load should be applied to any component until alter all bracing end 4.Installation of truss is the responsibility of the respective contractor. 4 K2 8 3 8 8 5 4 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, EXPIRES: 12/31/2017 tlesign baas be applied to any component and are for"dry condition" oflb bearing use. TRANS ID: LINK S CompuTruahesnocontroloverandassumesnoresponsibilitybrthe 8.Desgnass eaNllbeeringetallwpponsahown.8hlmorwetlgelf February 10,2017 fabrication,handling,shipment end Installation of components. necessary. assumes 7.Plates umeboed on drainage to rusetl. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be boated on both feces of truss,and placed so their center TPINTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. G.Digits indicate size of plate In inches. MiTek USA,Inc./CorllpuTrus Software 7.6.6(1 L)-E 10.For basic connector plata design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2- 8=(-385) 1863 3- 8=(-352) 214 BC: 2x4 KDDF #163TR SPACED 24.0" O.C. 2- 3=(-2033) 462 8- 9=(-200) 1249 8- 4=( -93) 563 WEBS: 2x4 KDDF STAND 3- 4=(-1782) 395 9- 6=(-404) 1863 4- 9=( -92) 563 LOADING 4- 5=(-1782) 395 9- 5=(-352) 214 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2033) 462 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 36 TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 12.0" LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -117/ 1038V -48/ 48H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 22'- 0.0" -117/ 1036V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 = -0.083" @ 14'- 4.7" Allowed = 1.054" MAX TL DEFL = -0.139" @ 14'- 4.7" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.027" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.045" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. T f f Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-10-14 5-01-02 5-01-02 5-10-14 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' T j' ' j' load duration factor=1.6, 12 12 Truss designed for wind loads 4.00 p M-4x6 d 4.00 in the plane of the truss only. 4.0" \0140700000 4 4'7( 1I M-1.5x3 4 M-1.5x3 3 5 ul N ti A 1 _- "' B8 i+ - 7 -�(I�I of 2 _� B 9 7_�6 Y0 o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 0 b y l y 7-07-04 6-09-08 7-07-04 C y 12-00 y 10-00 y P Q fies J, y y y N5 ENGINEER /0 1-00 22-00 1-00 4?: 1' 89200PE r JOB NAME : 40-D POLYGON - C4 ,/ • • ,. Scale: 0.2800 .,'A WARNINGS: GENERAL NOTES, unless otherwise noted: 7L OREGON 'i-_.. 1.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon Be parameters shown and is for an Individual OREGON 47 V'V y0_ .. Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper �( 1 s 2.204 compression web bracing must be installed where shown e. • Incorporation of component is the responsibility of the building designer. /f1 l-1 r' y^r'1" �4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4./ 1 Y Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at f D'o.c.rospactNety unless Dread throughout their length by `R' DATE: 2/9/2017 the overall structure Ic the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). j„eR 3.2,Impact bridging or lateral bracing required where shown•. SEQ.: E Q : K2 8 3 8 8 5 5 4.No load should be applied to any component until alter al bracing and 4.Installation of truss Is the responsibility of the respective contractor. Y fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.shim or wedge If EXPIRES:. 12/31/2017 nemsmy. fabrication,handling,shipment and Installation of components. T.Design assumes adequate drainage is provided. February 1 0,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Was,and placed so their center • TPIMTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. S.Digits Indicate size of plate in Inches. MITek USA,InciCoespuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1371,ESR-7988(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/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-31) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -55/ 297V 0/ 28H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -89/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 RUDE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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/290, TL=L/180' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.072" 1-11-11 MAX TC PANEL TL DEFL = -0.002" @ 1'- 1.5" Allowed = 0.109" f f MAX BC PANEL LL DEFL = 0.006" @ 2'- B.6" Allowed = 0.236" MAX BC PANEL TL DEFL = -0.013" @ 3'- 3.8" Allowed = 0.315" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 G," MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=9.2,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. 3 -/ M I r-1 f I - - O to i / 1 2 ` 4 M-3x4 b b b 1-00 1PROVIDE FULL BEARING;Jts:2,3,41 6-00 44�� cP ��GINE "0 89200PE �r JOB NAME : 40-D POLYGON - CJ1 Scale: 0.7158 IM. Cr WARNINGS: GENERAL NOTES, unless otherwiee noted: OREGON 44,/ 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 IndNldual �,/a,�OREGON v /(Y,X Truss: CJ1 and Wamings before construction commences. building component.Applicability of design parameters and proper 17i, 4,Jr/ �rt� 2.2a4 compression web bradng must be Installed where shown 4. incorporation ofcomponent n is the responsibility of the buiklinb,g designer. -T fr /j V 3.Addebnal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be lateral?braced at 111.$-RR w,� -T'1 4.+y Is the reeponclblllry of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by -lj R.R t 1-t �. DATE: 2/9/2017 the overall structure is thereresponsibility of building dee continuous sheathing aterlbuch as plywvotluiret where tlrywall(BC). L.� ire aeons ty o g Igner. 3.2a Impact bridging or lateral bracing required where shown t t SEQ.: K2838856 4.No load should be applied to any component until after all bracing and 4.InsttallationoftruIssithe erespo siulity sydtin the nonppectNec enraconrment, fasteners are complete and et no time should any loads greater then Design assumes TRANS I D: LINK design loads be applied to any component. and are for"dry condition'of use. 5.CcepuTms has no control over and assumes ee responsibility for the B.Design assumes full bearing at all supports shown.shim or wedge if EXPIRES: 12/31/2017 2 3 f 7201 7 fabrication,handling,shipment and installation of components. 7.Design mmsssumes adequate drainage is provided. February 10,2017 C/Je/!'v l! 8.This design is furnished subject to the Iimyetieee set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMITCA In BCSI,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(1 L)-E 10.For basic connector plate design values see E5R-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/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" 0.1. 2-3=(-97) 32 IC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -97/ 396V 0/ 97H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -80/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 56V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND.OF IBC 2015 AND IRC 2015 NOT BEING MET. p,OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 3-11-11 MAX TI DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" '1 1' MAX TC PANEL LL DEFL = 0.008" @ 2'- 0.7" Allowed = 0.213" MAX BC PANEL TL DEFL = -0.024" @ 3'- 1.4" Allowed = 0.315" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.00 l' MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -/ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M 1 r 0 N /- i M-3x9 b 1 y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 .-\' ck tPR°Fe 41: 9200PE fir~ JOB NAME : 40-D POLYGON - CJ2 410"Scale: 0.6783 0: ''14' WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON "`.. 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 OREGON 4:T V I V Truss: CJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper ail 2�\�44 2,224 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. /© "71 14 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1 t a la the responsibility of the erector.Additional permanent bracing of 2o.c.and at 70'0.4 respectively unless braced throughout their length by 'fAL.'.R RIO- DATE: 2/9/2017 the overall structure Is the responsibility of the building deet continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "��•""!!!!!!l{+ designer. 3.22 Impact bridging or lateral bracing required where shown** SEQ.: K2 8 3 8 8 5 7 4.Na load should be applied to any component until alter all bracing and 4.Installation of Imes is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes musses are to be used In a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. end are for"dry condition'of use. •• 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim sr wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment end Installation of components. scary. e p 7.Desegn assumes adequate drainage is provided. February 10,2017 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPIAATCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. uTfus Software 7.6.8 1 L-E 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./Com P ( ) 10.For basic connector plate design values see ESR-1311,ESR-7966(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 34 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PDF 0'- 0.0" -57/ 903V 0/ 65H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 73V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 161V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.060" @ 3'- 7.2" Allowed = 0.354" 5-11-11 MAX TC PANEL TL DEFL = -0.079" @ 3'- 4.7" Allowed = 0.531" ,r f SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 4.00 D Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads '' in the plane of the truss only. m m N N N /- • M o f 1 2 1111. 14 4 -/ 0 M-3x4 y ). l 1-00 (PROVIDE FULL BEARING:Jts:2,4,3 1 .6-00 w C?,\5 ,�G11 N F6-h' f2? 89200PE fix`t. JOB NAME : 40-D POLYGON - CJ3 : , Scale: 0.6908 .. /' WARNINGS: GENERAL NOTES, unless otherwise noted' 7 OREGON /i 1.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and Is for an Individual 4. y,,� "0L/ Truss: CJ3 end Warnings before construction commences building component Applicability of design parameters and proper �LT� 40�� 2 2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. __77. d V 3.Additional Temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at -T t +y_ Is the responalbillty of the erector.Additional permarroni bracing of 2'o.c.and at 10'o.c.rsash as sly uNesa braced throughout their length by 4/�`^R R L4 �T DATE: 2/9/2017 the overall structure is the responsibility f the building designer. continuousxImpatsheathingbridging or sten ae apcwgre required where shown and/o.r drywall(BC). 'I((.�C lr p ty o g goer. 3.2x Impact bridging or lateral bracing where ++ SE K2 8 3 8 8 5 8 4.No load should be applied to any component until alter all bracing end 4.Installation of truss is the responsibility of the respective contractor. Q' fasteners are complete and at no time should any bade greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design Is ds be applied to any component, and are for-dry condition"of use. 12/31/2 q/q '01 j.--- TRANS ID: LINK6.Design assumes hill bearing at all supports shown.Shim or wedge if EXPIRES: 2 J1 2011 5.CompuTrus has no control over and assumes no responsibility or the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 6.This design is furniehed subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which w111 be furnished upon request. lines coindde with joint center lines. 9.Digits Indicate sloe of plate In inches MiTek USA,Inc./CompoTnas Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) This design prepared from computer input by I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-78) 66 3-4=(-45) 18 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 P58 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" -43/ 378V 0/ 84H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -136/ 338V 0/ OH 1.50" 0.93 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -14/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 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" MAX TC PANEL LL DEFL = 0.036" @ 2'- 9.4" Allowed = 0.356" MAX TC PANEL TL DEFL = -0.043" @ 2'- 11.9" Allowed = 0.533" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 4.00 D MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 4 -/ 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, 3 ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. m N N N N I - - m 1 I 2 5}‹ 0 M-3x4 l l y y 1-00 6-00 'PROVIDE FULL BEARING:Jts:2,5,3,4 I 1-11-11 ct' 89200PE fir" JOB NAME : 40-D POLYGON - CJ4 J,e/, Scale: 0.5916 ��1� uro,-,awooR WARNINGS: GENERAL NOTES, unlessolherwlar noted: 7/ OREGON "`, 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 /..�' OREGON fi Truss: CJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper it:3,, ry/ ri2.2a4 compression web bradng musl be Installed where shown+. Incorporation of component is the responslbilily of the building designer. ,> 1^r*1y1`Se)�"'�-3.Atltlilbnal temporary brecing to Insure atebllity tluring consimcibn2.Design assumes the top and bottom chords to be laterally bracetl at w�., 1"'Y10- DATE: Is the responsibility of the erector.Additional permanent bracing of 2'nand et eaIS hino.crsuch as ply woods braced throughout their length).bR R 1 LL DATE: 2/9/2017 the overall structure Is the responsibility of the buildingdesigner. continuousxIpatsheathing such bac plywood required a where s and/or drywall(BC). pone ty goer. 3.2a Impact bridging or lateral bracing where shown. SEQ.: K2 8 3 8 8 5 9 4.No toed should be applied to any component until after all bracing end 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used Ina non-corrosive environment, design loads ba epphad to any component. and are for"dry condition"of use. TRANS ID: LINK 5.corn Trus has no control over and assumes note6.Design assumes EXPIRES: 12/31/2017 paresponsibility for me aaary h q .7 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February IO,2O 17 6.This design Is furnished subject to the limitations set forth by B.Plates shell be located on both faces of truss,end placed so their center TPI/WfCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate In Inches. MITek USA,Inc./CompoTros Software 7.6.8(10-E 10.For basic connector plate design values see ESR-1311,ESR-195113(Mak) This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-106) 67 3-9=( -59) 24 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -35/ 379V -1/ 102H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) 5'- 11.2" -157/ 369V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.024" @ 2'- 11.9" Allowed = 0.356" MAX TC PANEL TL DEFL = -0.040" @ 2'- 11.9" Allowed = 0.533" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 9'- 10.9" 12 Design conforms to main windforce-resisting 4.00 D system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=9.2,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. 3 r"1 0 • lin I. N 17' I 11111:11.1.1111111111111111' O 1 0 . .weira -/ 1 2 5 O M-3x4 b y b 1 ppp 1-00 6-00 3-11-11 SCO G"J h/0 • 1PROVZ DE FULL BEARING;Jts:2,5,3,4 - 'GGG-k5:5 `4 89200PE. c • JOB NAME : 40-D POLYGON - CJ5 . Scale: 0.5135 la ,1 � .. CC WARNINGS: GENERAL NOTES, unless otherwise noted. -37 0 1R 0 N /a/ 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 JI V• V ",(s/ Truss: CJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper `' 2.2x4 compression web bracing must be Installed where shown x. incorporation of component Is the responsibility of the building designer. T 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at Gam© 4 1 "O('�� Is the responsibility of the erector.Additional permanent bracing of 2'ntin t seat 10'o.c,respectively unless braced throughout theirlengthby /144 "'' ',.,.R 10- DATE: V 2/9/2017 the overall structure Is the responsibility I me building tlea continuous sheathing such as plywood sheathing(TC)endlor tlrywell(BC). G`ri p ty o g igner. 3.2x Impact bridging or lateral bracing required where shown 4 4 SEQ.: K2 8 3 8 8 6 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used In a noncorrosive environment. TRANS ID: LINK design loads be applied to any component. and are or"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge It EXPIRES: XP I1'J E S• 1 2 131 7201 7 7. I, q L/�1� f"4 L:t7 L1�371rU 1! fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPSWICA In SCSI,copies of which will be furnished upon request. lines coincide Mth joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTsk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 6-10-00 GIRDER SUPPORTING 6-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2- 8=(-311) 316 2- 3=(-548) 207 BC: 2x4 KDDF #16BTR 2- 3=( -27) 201 B- 9=(-312) 315 8- 4=( -26) 293 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-438) 183 9-10=(-125) 164 4- 9=(-309) 344 2x4 KDDF STUD A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-350) 249 10-11=( 0) 0 9- 5=(-191) 379 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 10.0" V 5- 6=(-123) 147 9- 6=(-104) 178 BC UNIF LL( 50.0)+DL( 54.0)= 104.0 PLF 0'- 0.0" TO 6'- 10.0" V 6- 7=( 0) 0 6-10=( -31) 47 TC LATERAL SUPPORT 6= 12"OC. UON. BC LATERAL SUPPORT 6= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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) NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -110/ 634V -136/ 247H 5.50" 1.01 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6'- 0.0" -241/ 649V 0/ OH 5.50" 0.97 KDDF ( 625) LETINS: 2-00-00 0-00-00 OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. OVERHANGS: 12.0" 0.0" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0-04-13 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" Unbalanced live loads have been f--f MAX LL DEFL = -0.013" @ 1'- 3.0" Allowed = 0.254" MAX TL DEFL = 0.012" @ 1'- 3.0" Allowed = 0.339" considered for this design. 5-11-11 0-10-05 ,r ,r fMAX LL DEFL = -0.002" @ 6'- 6.2" Allowed = 0.083" MAX BC PANEL TL DEFL = 0.002" @ 6'- 6.2" Allowed = 0.035" 1-06-03 1-04-15 3-00-09 0-05-08 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' T I f f--f 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 6.5" M-4x6 M-3x4 MAX HORIZ. TL DEFL = 0.002" @ 5'- 8.5" 12.00 s Design conforms to main windforce-resisting 40170 system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed fox wind loads M-3x4 in the plane of the truss only. 4 41 A o io M-3x4 le 111111 l0 1 2�' 8 �'9 1011 -/ M-3x10 M-1.5x3 M-3x8 I -1.5x3 > 1 ), b 2-09-06 2-11-02 0-09-12 Ci Dp J, 6-00 0-10 ��` PRQ�r�� y1-00 y 6-10 y wC,\Gj. 1�?tN "C /c::_ `zt' V89200PE r` JOB NAME : 40-D POLYGON - D1 ;, /---' . _ Scale: 0.3006 ARS. WARNINGS: GENERAL NOTES, unless otherwise noted. w (}��r©lV 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 en Individual F % V G 1 V 'K Truss: D1 end Warnings before construction commences. building component.Applicability of design parameters and proper L yj ^ 2.2x4 compression web bracing must be installed where shown+, Incorporation o!component Is the responsibility of the building designer. "�i�1 5 A 11�1,,} �"'�. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at �.�/ "t Is the responalblllly aft erector.Additional permanent bracing or T oh.and at 10'oh.respectlefy unless braced throughout their length by 44�a s R I:�..- DATE: 2/9/2017 the overall structure le the responsibility of the building designer. continuous sheathing such asptywood sheething(TC)andior drywall(BC). 3.2i Impact bridging or lateral bracing required where shown++ SEQ.: K2 8 3 8 8 62 4.No load Mould be spoiled to any component until alter all bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design loads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes full beefing at all supports shown.Shim or wedge If EXPIRES: 1213112017 nemfebricetion,handling,shipment and installation of con Beery. p components. 7.Designassumesbe scated on both is provided. February10,2017 8.This design is famished subject to the limitations set fodh by 8.Plates shell be located on both feces of truss,and placed so their center TPIIWICA in BCSI,copies of which will be furnished upon request. lines coincide wkh Joint canter lines. 9. indicate elin Inches. MiTek USA,Inc./Com uTrus Software 7.6.8(1 L-E 10 For baskconnector plate design values see ESR-7317,ESR-1988(UMW) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 3.5" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 1 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING .Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF load duration factor=l.6, End verticals) are exposed to wind, M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1-11-12 0-03-12 T T T 12 1 12.00 7 1 M-1.5x3 4 -/ • 'IL o o 6 7 M-3x4 y ), b 1-00 2-03-08 Y p 5 ,O PROP n ,,c...- `� G1NE- ;,5, /0 `Z 89200PE rr' JOB NAME : 40-D POLYGON - DJ .+ "fe> Scale: 0.6161 _Cr WARNINGS: GENERAL NOTES, unless othenose noted: ..,.a OREGON C/"`©f�l /i1 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 JI A-V I-1 C 1..i I V 'rf.,/ Truss: DJ and Wamings before construction commences. building component Applicability of design parameters and proper �� ,�}� �4 2q�` � 2.204 compression web bracing must be Installed where shown e. Incorporation of component b the responsibility of the building designs:. 3.Additional temporary bracing to Insure a labillty during construction 2...sign assumes Me top and bottom chords to be literally braced at �.+s M the responsibility of the erector.Additional permanent bracing of 2'ow.continuous and at 10'o.c.ra vely unless braced throughout their length by 11gt^.Fi R 1 I` Ys cominuoua sheathing such as plywood sheathing(TC)and/or drywall(BC). (K l.� DATE: 2/9/2017 the overall structure is the responsibility of the building designer. 3.lx Impact bridging or lateral braang required where shown s e SEQ.: K2838863 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the reaponsroilny of the respective contractor. fasteners are complete act at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are tor"dry condition"of use. 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 1 2 931{201 7 necessary. !1 s}I!f S1 1 fabrication,handling,shipment and101cc limitations or el to components. 7.Design assumes adequate both is provided. February 10,2017 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate alae of plate In Inches. MiTek USA,Inc./CompuTrue Software 7.6.8(1 L)-E 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 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-86) 162 2-3=(-420) 96 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -54) 170 6-7=(-40) 54 6-4=( -14) 101 WEBS: 2x4 KDDF STAND; 3-4=(-211) 61 6-5=( -55) 125 2x6 KDDF #2 A LOADING 4-5=(-113) 58 5-7=(-197) 110 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 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 PIF Ground Snow (Pg) 0'- 0.0" -59/ 401V -45/ 86H 5.50" 0.64 RODE ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 6'- 0.0" -28/ 237V 0/ OH 5.50" 0.38 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. LETINS: 1-05-06 0-00-00 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 OVERHANGS: 12.0" 0.0" MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 4-00-05 MAX LL DEFL = -0.009" @ 2'- 0.0" Allowed = 0.254" ** For hanger specs. - See approved pl3" f f MAX TL DEFL = -0.013" @ 2'- 0.0" Allowed = 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-01-08 0-10-03 9-00-05 ,r ,r ,r ,r MAX HORIZ. LL DEFL = 0.000" @ 5'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" 12 12.00 7 Design conforms to main windforce-resisting M-9x6 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5load duration factor=1-6, -/ /4 ( 11111.,,....adigiii End vertical(s) are exposed to wind, e Truss designed for wind loads M-3x9in the plane of the truss only. �� 'IIFI ) N f Lo o AII /.-. IW 6 0* M-3x10 M-3x9 M-1.5x3 1 y b 1-10-04 9-01-12 1 1 Y 1-00 6-00 wc�`5 cNG1Ne�R ✓p4 Ct" 89200PE 9c. • JOB NAME : 40-D POLYGON - DJ1 we' Scale: 0.5452 Z10 OREGON /jam_ • WARNINGS: GENERAL NOTES, unlessotherwise noted', '� OREGON y„f� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an IndNldual N. Truss: DJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper +3 As 2.2x4 compression web bracing must be Installed where shown•. Incorporation of component is the responsibility of the building designer. /i�'S Al Y 1 4 1 02,, �" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at V �} Is the responsibility of the erector.Additional permanent bracing of 2'^.c.end a1 10'o.c.reapeciNely unless braced throughout their kngth by !)9 ��'�� continuous sheathing such as plywood sheathing(TG)and/or drywell(BC). "I DATE: 2/9/2017 the overall structure lathe responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown•• 4.No load should be applied to any component until eller all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K2836864 5.Desi r fasteners are complete and at no time should am loads greater man en sesames trusses are to be used In a non-corrosive environment. TRANS ID• LINK deaignloads beapplied toany component. and are fsr dry snndylcn close, 5.CompuTrus has no control over and assumes no responsibility for the 8.Dealsaumea101bearing at.1suppoaeshown.Shim orwedge It EXPIRES: 12/31!2017 fabrication,handl) shipment end installation of components. necessary. �,e p pthbya. T.Design latsssassumes adequate onbodrainage lotprovided.s,an February 10,2017 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on Doth taus of truss,and placed so their center 'J TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(Web) 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=( 0) 80 2- 7=(-139) 184 2- 3=(-420) 143 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -38) 170 7- 8=( -41) 55 7- 9=( -29) 103 WEBS: 2x6 KDDF STAND; 3- 4=(-211) 99 7- 6=(-110) 148 2x6 KDDF #2 A LOADING 4- 5=( 0) 0 6- 8=(-197) 166 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 6=(-113) 81 TC LATERAL SUPPORT <= 12"OC. LION. 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 LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 24"OC UON. FOR 0'- 0.0" -89/ 401V -45/ 86H 5.50" 0.64 [DDE ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -92/ 237V 0/ OH 5.50" 0.38 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LETINS: 1-05-06 0-00-00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OVERHANGS: 12.0" 0.0" 0-06-12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ,r' . MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3-11-11 2-00-05 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T / ,,. MAX LL DEFL = 0.010" @ 2'- 0.0" Allowed = 0.254" MAX TL DEFL = -0.013" @ 2'- 0.0" Allowed = 0.339" 1-01-08 2-01-07 2-00-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS T T T T MAX HORIZ. LL DEFL = 0.001" @ 5'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" 2-00 T 1' Design conforms to main windforce-resisting 12 5 system and components and cladding criteria. 12.00 V Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-4x6 in the plane of the truss only. M-3x4 6 -/ 111i 11 M-3x9 �D � 3 �� N O / N in ct ''■Y'■'' Oft L O 'W T O F2 7 �1a M-3x10 M-3x4 M-1.5x3 )' l Al' 1-00 1-10-04 6-00 4-01-12 �C0 PROF (�5taGllVF� �'/0 tt,r 89200PE t-- JOB 'JOB NAME : 40-D POLYGON - DJ2 M4'/..i' Scale: 0.9255 '--' „• le CZ' WARNINGS: GENERAL NOTES, unless otherwise noted' 7 OREGON /o 1.Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown end Is for an Individual f 4 4J1�16#.i V V /("A,( Truss: DJ2 and Warnings before conslmcllon commences bolding component Applicability of design parameters and proper ^/ Y} h 2.2,4 compression web bracing moat be Inslalletl where shown v. Incorporation of component Is the responsibility of the building desgner. 7 /^], V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced el 'T t{ Is the responsibility of the erector.Additional permanent bracing of c'continuous and al f 0'o.c.such as pN unless braced throughout Nair all(B by R R I s^ DATE: 2/9/2017 the overall structure Is the responsibility f the building dee ntinuoua sheatging such as plywood aired sheathing(TC)and/or drywell(BL). aponai ry o g Igner. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: 1<2838 8 65 4.No mad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectme contractor. fasteners are complete end at no time should any mads greater man 5.Design assumes trusses are to be used In a non-corroalve environment, TRANS ID. LINK design loads be applied to any component and are for'dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the B.Deceseassumes full bearing at all supports shown.Shim or wedge If EXPIRES: 't']ftl]i/20 7 7. I L'!J I I! ! fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed an their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide wE,joint center linea. B.Digits Indicate size of plate in Inches. MiTek USA,Ino./CompaTmrs Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1371,EBR-1888(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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-120) 155 2-3=(-459) 434 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -99) 171 4-6=(-399) 371 WEBS: 2x4 KDDF STUD; 3-4=(-313) 341 2x6 KDDF #2 A LOADING 4-5=( 0) 0 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI 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) LETINS: 2-00-00 0-00-00 LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -57/ 395V -134/ 243H 5.50" 0.63 KDDF ( 625) 6'- 0.0" -138/ 341V 0/ OH 5.50" 0.55 KDDF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-06-03 4-02-01 0-03-12 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1 'r 'r 'r MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.140" @ 1'- 3.0" Allowed = 0.254" 12 MAX TL DEFL = -0.142" @ 1'- 3.0" Allowed = 0.339" M-3x5 5 12.007 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4 tr.,. MAX HORIZ. LL DEFL = 0.001" @ 5'- 8.2" MAX HORIZ. TL DEFL = 0.001" @ 5'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads o in the plane of the truss only. , m 0 ko M-3x4 3 ,' 6-1 li rn I I , 2!�IIII16 - M-3x10 M-1.5x3 J• b b y 1-00 y 5-08-04 o-o3y12 �5't INL NGE /O ' 5'' ° PPO e. 2. 17 ' 89200PE c JOB NAME : 40-D POLYGON - DJ3 x. '/---- Scale: 0.4023 1� WARNINGS: GENERAL NOTES, unless otherwise noted: "FT ORE ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual /} ♦a, Truss: DJ3 and Warnings before construction commences. bushing component.Applicability of design parameters and proper L .'"Al L�`� 1� 2,2x4 compression web bracing must be instaled where shown 4. Incorporallon of component Is the responsiblllty of the building designer. /� 7 t X41•• 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom cholla to M laterally braced at se- Isthe responsibility of the erector.Additional permanent bracing of o nlln and ats f a hin.such as ply unless brand throughout their length by ). Os R I�� DATE: 2/9/2017 ill overall structure is the responsibility f the buildingdeal continuous sheathing such as plywood required sheathing(TC)and/or drywell(BC). 1�•/// pone ty o designer. 3.2x Impact bridging or lateral bracing where shown.* SEQ.: K2838866 4.No mad should be eppled to any component until alter all brashly and 4.Installation of truss is the responsibilNy of the respective contractor. fasteners are complete and al no time should any bads greater than s.Design assumes trusses are to be used b a non-corrosive environment. TRANS ID: LINK design loads be sppIId to any component. and are for'dry condition"of use. 6.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at act supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling, ry edlsmenlaotlle liabnsfoompoheyia. T.Design essassumes c ed on drainage loprosld°d February 10,2017 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of buss,and pieced so their center ) , TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of piste In Inches. MTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1317.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 2-3=(-299) 71 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-93) 180 WEBS: 2x6 KDDF #2 3-4=(-61) 62 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) LETINS: 2-00-00 2-00-00 0'- 0.0" -16/ 292V -32/ 96H 5.50" 0.97 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 11.7" -44/ 99V 0/ OH 1.50" 0.08 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 29 "cc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1-11-11 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" f f MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.009" @ 1'- 3.0" Allowed = 0.054" • 12 MAX TL DEFL = -0.003" @ 1'- 3.0" Allowed = 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 17 MAX HORIZ. LL DEFL = 0.005" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.009" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 4 3 ' Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. i rn N f ill, o 1 m o '� I 0 f 2 5 11. 40 M-3x10 y b l 1-00 2-00 [PROVIDE FULL BEARING;Jts:2,5,9 I O��? P R OF,- 44, `r 89200PE �<' JOB NAME : 40-D POLYGON - DSJ1 . Scale: 0.6590 CC WARNINGS: GENERAL NOTES, unless otherwise notedy' OREGON 14," I.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands bran Individual " Truss: DSJ1 and Warnings before conslmcllon commences. building component.Applicability of design parameters and proper �4. A 2-° . r_1 2.2x4 compression web bracing must be Installed where shown a incorporation of component is the responsibility of the building designer. T ,n1 V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the[op and bosom chorda to be laterally braced at =t t �.y Is the responsibility of the erector.Additional permanent bracing of 2'continuous and et ea hin respectively ply woods braced throughout their length) iif R R I 0.- DATE: �} 2/9/2017 the overall structure lathe responsibility of building desi continuous sheathing such as plywood aired mere s end/ortlrywell(BC). p ry o g goer. 3.2x Impact bridging or lateral bracing required where shown.. SEQ.: K2838868 4.No load should be applied to any component until eller all bracing and 5.4.Installation ofIreirusthe erespo sibe ulsydInthe nonoonoelventive contractor. ment, fasteners are complete arid at no time should any loads greater thanand are assumesor dry Misses reof:ousb. TRANS I D: LINK design loads be applied to any component 6.Design assumes full bearing at all supports shown Shim or wedge if EXPIRES: 12/31/2017 2 31/20'1 7 5.CompuTrus has no control over and assumes no responsibility for the spry, .I C/\I-q ll C.r,7 1G1J 1I1U11 fabrication,handling,shipment and lnatanatbn of components. 7.Design assumes adequate drainage Is provided. February10,20 17 6.This design A furnished subject to the limitations set forth by 8.Plates shell be located on both feces of truss,and placed so their center TPIAWCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sire of plate In Inches. MiTek USA,Ino./Compulnas Software 7.6.8(11.)-E 10.For basic connector plate design values see EBR-1371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 2-3=(-270) 158 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=( -53) 175 WEBS: 2x6 KDDF #2 3-4=(-160) 118 LOADING TC LATERAL SUPPORT <= 12"OC. VON. 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) LETINS: 2-00-00 2-00-00 0'- 0.0" -94/ 310V -58/ 151H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS: 12.0" 0.0" 3'- 11.7" -101/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T . MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.060" @ 1'- 3.0" Allowed = 0.054" MAX TL DEFL = 0.058" @ 1'- 3.0" Allowed = 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12.00 V 0 MAX HORIZ. LL DEFL = -0.073" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.071" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads oo in the plane of the truss only. M-3x9 m 0 /0 ., 11 ii ii 1 2► 5 M-3x10 1-00 2-00 1-11-11 { O) `' (PROVIDE FULL BEARING;Jts:2,5,9 ..<(<„, S O ��Open <t` 89200PE r` JOB NAME : 40-D POLYGON - DSJ2 , ': _- Scale: 0.5467 ..1167r-^-^a Cr WARNINGS: GENERAL NOTES, unless otherwise noted F OREGON 44,. 1.Builder and erection contractor should be advised or all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: DSJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper L ^� 2.Dt4 compression web bracing must be installed where shown+. Incorporation of component la the responsibility or the building designer. //1 Al 1 A 2"C3' '' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at 'C./ !'t 1 Is the responsibility or the erector.Additional permanent bracing of 2'ox.and at tS o.c.respectively unless braced throughout their length by �"' �' DATE: 2/9/2017 the overall structure is the res (bili f the buildingcontinuous shging org such as plywood sheathing(TC)and/or drywall(BC). """///{„ pone ty o designer. 3.20 Impact bridging lateral bracing required where shown++ SEQ.: K28388 6 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the reeponaronHy of he respective contractor. fasteners are complete and at no time should any roads greater man 6.Design assumes trusses are to be used in a nor conasive environment, design bads be applied to any component, and are for"dry condition"of use. TRANS ID: LINK s.corn Trus 6.Design assumes full bearing at al supports shown.Shlm or wedge if EXPIRES: 12131/2017 pu sponsibility br the necessary. .1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February IO,2O.1 17 6.This design is furnished subject to the Imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPI/WIICA in BCS(,copies of which will be fumished upon request. Ines coincide with Joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Ino./CompgTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(Wok) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 0'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-39) 80 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-56) 50 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 12 TOTAL LOAD = 92.0 PSF 0'- 0.0" -91/ 258V -19/ 70H 1.50" 0.91 KDDF ( 625) 12.00 0'- 9.8" -29/ 29V 0/ OH 1.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 0'- 10.5" -97/ 36V 0/ OH 1.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "0c spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - -0.001" @ 0'- 9.9" Allowed = 0.049" MAX TC PANEL TL DEFL = -0.001" @ 0'- 9.9" Allowed = 0.073" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.000" @ 0'- 9.8" MAX HORIZ. TL DEFL = 0.000" @ 0'- 9.8" 3 -I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads I in the plane of the truss only. M /0ri OfMO I LO 0 0 114 x4 l 1 1 GINE-6- /0 1-00 0-10-08 PROVIDE FULL BEARING;Jts:2,3,4 I 892 00 P E �C"` • JOB NAME : 40-D POLYGON - ElG>7Vl ( I _---. Scale: 1.1958 "' IIIIP Cr WARNINGS: GENERAL NOTES, unless otherwise noted: 57 OREGON ,{./e, i Builder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown end Is for an Individual *•� A dc '�V/ Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper �� A �(� 2.204 compression web bracing must be installed where shown-J. incorporation of component is the responsibility of the building designer. -T V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be lateral?braced at t is the responsibility of the erector.Additional permanent bracing of contc'ntinuouc. at hin.respectively ply unless bracirg(Ted )ands rtdryeir length by La„ �t DATE: 2/9/2017 the overall structure Is the res onaibiA r the buildingdesigner. 20Impact sheathingbridgingor such as plywood sheathing re she tlior tlrywall(BC). (�.'I•It 1- p ty o 3.2x or lateral bracing required where shown++ SEQ.: K2838870 4.No load should be applied to any component until after all bracing and 4. allation oftruss sisthherrspo sibbe useIftveno respective contractor. em, fasteners are complete and at no time should any loads greater than Design assumes design betls be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5. omponent until after all bracing and 4.I• nstallation of truss is the 8.Design assumesfullbearngatallsupportsshown.Shimorwedgeif EXPIRES: 12/31/2017 ry fabrication.handling,shipment and installation of components. 7. ase Dawn assumes adequate drainage is provided. February 10,2017 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center '] TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(MITA) 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 126 5-6=(-279) 197 5-2=(-935) 139 4-7=(-213) 143 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-203) 100 6-7=( -99) 66 2-6=( -28) 175 WEBS: 2x9 KDDF STAND 3-9=(-123) 89 6-3=( -70) 83 LOADING 6-4=(-110) 153 TC LATERAL SUPPORT 24"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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -55/ 937V -81/ 115H 5.50" 0.70 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -35/ 251V 0/ OH 5.50" 0.90 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. OVERHANGS: 12.0" 0.0" 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 = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TL DEFL = -0.006" @ 2'- 0.0" Allowed = 0.339" 1-11-11 4-00-05 MAX BC PANEL LL DEFL = -0.005" @ 3'- 11.2" Allowed = 0.170" f f f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.3" 12.00 7 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.3" M-4x6 Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 -9- -/ Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, - - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=1.6, End Vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 a 0 1 / O N M 0 I rh 0 5 X 6 L><:7 M-1.5x3 M-3x8 M-1.5x3 1 1 1 1-08-08 4-03-08 1 1 1 i-00 6-00 $ssF-� 0 POS sc4 �cNGINE ER �©to ` 89200PE Zi �r JOB NAME : 40-D POLYGON - J1 _ ' )"!'(2!!!T.:. • Scale: 0.5997 Cr WARNINGS: GENERAL NOTES, unless ntheotherwise noted , ' , OREGON `'4�/ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual I, Truss: JI and Warnings before construction commences. building component.Applicability of design parameters and proper y/ (�A 2.204 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. +'/1 -7 1vry 1��,!` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bonam chords to be laterally braced et 'C✓ Y Is the responsibility of the erector.Additional permanent bracing of c' and et 10'fain.respectively ply woods braced(TC)and/or their dry length by �,j re R R I IA- DATE: 2/9/2017 the overall structure Is the responsibility of the building designer. continuous2x sheathing such bracing plywood Meet whereC)and/or•rywall(BC). 3.In Impact boil true lora lateral required the shown•• SEQ. K2838871 4.Noload should be mapplied ot no component ntil eller gll reater then 5. 4.Design oftrusstroths responsibilityeof theraseecros contractor.• fasteners are complete and et no time should any loads greater than 8.Design dor dry trusses are to be used In a non-corrosive environment, design loads be applied Io any I and era for"dry condition"of use. TRANS I D: LINK 5.clam n owe has nocontrol over assumes no re 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 puresponsibility for the ne.ten, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center February 10 2017 TPIIWTCA In BCBI,copies of which will be furnished upon request. lines coincide with joint center linea k B.Digits Indicate size of plate In Inches. MITek USA,Ino./CofnpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-131I,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/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=(-195) 105 4-5=(-185) 192 4-1=(-251) 136 5-3=(-112) 185 BC: 2x9 KDDF #I&BTR SPACED 24.0" O.C. 2-3=(-124) 117 5-6=( -49) 64 1-5=( -55) 136 3-6=(-214) 144 WEBS: 2x9 KDDF STAND 5-2=( -71) 110 LOADING TC LATERAL SUPPORT 24"OC. UON. LI) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 POE 0'- 0.0" -30/ 252V -71/ 95H 5.50" 0.90 KDDF ( 625) 6'- 0.0" -33/ 252V 0/ OH 5.50" 0.40 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plansBOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.007" @ 2'- 0.0" Allowed = 0.259" MAX TL DEFL = -0.006" @ 2'- 0.0" Allowed = 0.339" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.001" @ 5'- 10.3" 1-11-11 4-00-05 MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" 14 Design conforms to main windforce-resisting 12.00 P7 system and components and cladding criteria. Wind: 190 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-4x6 End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 in the plane of the truss only. 3 -/ �D M-3x4 0 1 0 if iiii 1N o 1 I o ith. IL ...,,„„., A1 f 4** 5 6 M-1.5x3 M-3x8 M-1.5x3 b l 1 1-08-08 4-03-08 J, y 6-00 � ,�� PR QNesF�S,s 89200PE •JOB NAME : 40-D POLYGON - J1X ,/1r ,,^ Scale: 0.5111 ORE41110 .GON • WARNINGS: GENERAL NOTES, unless otherwise noted OREGON /J,/ 1.Bulkier and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual N. Truss: J1X and Warnings before construction commences buildingApplicability of designparameters and f t' aompofco ppl herpayoft proper �" �F nQ' " 2.2t4 mm b bracing t be Installed where shown•. incorporation of component Is the responsibility of the building designer. �,/�) s,� pression we g mus 2.Design assumes the top and bottom chords to be laterally braced et ^" `�'t `T 3.Addebnal temporary bracing to Insure stability during construction T o.c.and at 10'o.c.reapeottu y unless braced Throughout their length by ` t�� 4" Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). R`.1,..*''. DATE: 2/9/2017 the overall structure Is the responsibility of the building designer. 3.2t Impact Drifting or lateral bracing required where shown•• SEQ.: K2838872 4.No bad should be applied to any component until after all bracing end 4. allation oncosis thheaspe onsIbilIty be used f the respective cve nnmmon nem, fasteners are complete and at no time should any loads greater than Design assumes design loads be applied to any component. end are for'My condition.of use. TRANS ID: LINK B.5.CompuTmahas nomntrolover and assumes noresponsibility for the Designnaum ass es full bearing at all supports shown.Shim or wedge if EXPIRES. 17/31/2017 ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 5.This design is furnished subject to the limitations set forth by 8.Plates shall be heated on both faces of truss,and placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with join center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-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=( -5) 126 6-7=(-179) 199 6-2=(-435) 173 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-203) 129 7-8=( -47) 64 2-7=( O) 140 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 7-3=( -70) 121 LOADING 3-5=(-126) 108 7-5=(-147) 178 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-8=(-213) 192 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -88/ 437V -82/ 116H 5.50" 0.70 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 6'- 0.0" -64/ 251V 0/ OH 5.50" 0.40 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 3-11-11 2-00-05 MAX LL DEFL = 0.008" @ 2'- 0.0" Allowed = 0.254" T f / MAX TL DEFL = 0.007" @ 2'- 0.0" Allowed = 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-10-04 2-01-07 2-00-05 'l' 4' 1' '' MAX HORIZ. LL DEFL = 0.001" @ 5'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" 2-00 T ' Design conforms to main windforce-resisting 12 4 system and components and cladding criteria. 12.00 7 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, End vertical(s) are exposed to wind, Truss designed for wind loads M-4x6 in the plane of the truss only. M-3x4 5 -f eDMI M-3x4 0 I o H ,....) O i�� N 1 o ila I II M-1.5x3 M-1.5x3 M-3x8 y b J• 1-08-08 4-03-08 y 1-00 y 6-00 y marl \ 6'6' '. 89200PE r • JOB NAME : 40-D POLYGON - J2 /.; „,�_._. ,. Scale: 0.4033 U1 Cr WARNiNO8: O.This design INOTES, unless on the otherwise 7. 4"�-yRC/-,©^' �t, 1.Builder end erection contractor should be advised of all General Notes 1.TMc des Bn Is based only upon the parameters shown and Is for an Individual �a" l./ C i..'1 'Y y� 4 f�' Truss: J2and Warnings before construction commences building component.Applicability ofdesgnparameters and proper �� 2�N �`�- 2 2x4 compression web bracing must be Installed where shown.. Incorporation of component Is the responsibility of the building designer. I� 14 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at �s _( 1 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.rospectivety unless braced throughout mein length by 4/t.RR i 0- DATE: 2/9/2017 the overall structure is the responsibility of building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(8C). ��•I/// p ty o B g 3.2s Impact bridging or lateral bracing required where Mown•e SEQ.: K2 8 3 8 8 7 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsIbIlIty of the respective contractor. fasteners are complete and at no time should any beds greater then 5.Design assumes trusses are to be used In a noncorrosive environment, design1and are for"dry condition"of use. TRANS ID: LINK loads be applied to any 1. 8.Design assumes full bearing aall supports shown.Shim orwedge n EXPIRES:. 1213112(}17 5.CompuTrus hes no control over and assumes no reaponsibllily for the necessary. tebric°lion,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. February 10,2017 6.This design Is lumished subject to the limitations set forth by 8.Plates Man be located on both faces of truss,and placed so their center TPIANICA In BCSI,copies of which will be lumished upon request. lines coincide with Joint center lines. B.Digits Indicate eine of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF til&BTR LOAD DURATION INCREASE = 1.15 1-2=(-195) 99 5-6=(-173) 192 5-1=(-251) 130 4-7=(-214) 189 BC: 2x9 KDDF til&BTR SPACED 29.0" O.C. 2-3=( 0) 0 6-7=( -47) 69 1-6=( -50) 136 WEBS: 2x9 KDDF STAND 2-4-(-129) 113 6-2=( -71) 120 LOADING 6-4=(-142) 179 TO 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) 0'- 0.0" -59/ 252V -71/ 95H 5.50" 0.90 KDDF ( 625) NOTE: 2x4 BRACING AT 24"00 DON. FOR LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -63/ 252V 0/ OH 5.50" 0.90 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 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 "cc spacing. 1 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.008" @ 2'- 0.0" Allowed = 0.254" MAX TL DEFL = 0.007" @ 2'- 0.0" Allowed = 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS A 3-11-11 2-00-05 ,f f MAX HORIZ. LL DEFL = 0.001" @ 5'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" 1-10-04 2-01-07 2-00-05 f 1' 'f T Design conforms to main windforce-resisting system and components and cladding criteria. 2-00 T 4' Wind: 190 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 3 12.00 17 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-4x6 M-3x4 D M-3x4 0 dill• I rFlei / -o rn o wl `` N alm 1 5.* 6 7 M-1.5x3 M-1.5x3 M-3x8 y b l y 1-08-08 4-03-08 y �`= PR or 6-00 GINE 89200PE f JOB NAME : 40-D POLYGON - J2X Scale: 0.3911 'an, WARNINGS: GENERAL NOTES, unless otherwise noted. O 3' RE ' N /'4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual / v A, Truss: J2X end Warnings before construction commences. building component.Applicability of design parameters and proper Incorporation of component Is the responsibility of the building designer. l'/) Al 1�rVr\ --k- 2. 2.2x4 compression web bracing must be Installed where shown+. _T 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced et �n the responsibility of the erector.Additional permanent bracing of 2 ntIn and s 10'hin rsuch as ply woods braced(TC) d/r rywallir gth). -I a..�RIO- Is DATE: 2/9/2017 the overall structure is the responsibility f the buildingtlee continuous sheathing such as plywood sheathing(TC)and/or tlrywall(SC). R" ponsi ty o igner. 3.2x Impact bridging or lateral bracing required where shown++ S D K2 8 3 8 8 7 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. 4'' fasteners are complete and at no lee should any loads greeter then 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTrus has no control over end assumes no responsibility fortes 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 necefabrication,handl) esaty. handling, 8.Patesnhallelcaeduneothifacelorulsad.n February 10,2017 6.This design Is furnished subject to the[lineations set forth by 8.Plates shall be located on both races of truss,and paced so their center TPITWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. g.Digits indicate she of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(10-E 10.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&BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 126 5-6=(-442) 490 5-2=(-367) 230 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-326) 348 2-6=(-361) 358 WEBS: 2x4 KDDF STAND; 3-4=( 0) 0 6-3=(-370) 338 2x4 KDDF STUD 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" -39/ 424V -166/ 264H 5.50" 0.68 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -156/ 320V 0/ OH 5.50" 0.51 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.260" @ 2'- 10.4" Allowed = 0.483" 5-08-04 0-03-12 MAX IC PANEL TL DEFL = 0.259" @ 2'- 10.4" Allowed = 0.724" 1 ,. ,. SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.003" @ 5'- 6.5" M-1.5x3 4 . MAX HORIZ. TL DEFL = 0.003" @ 5'- 6.5" 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. c i N O r M-3x4 z /- M �� O I rn O II ENE F 5�� 6 M-1.5x3 M-3x4 y 1-00 y 6-00 y �S� �NG N 6-4sf,�'�r©. `r' 89200PE r' JOB NAME : 40-D POLYGON - J3 „„,1114P/„,0-7� Scale: 0.3898 - , l- ' - wwwAZ. Ww mir Builder OThis design unless on the ise parameter. {/ 4r'+tl-lEl�01V 4 1.Builder end erection contractor should be advised of all General Notes 1. Is based only upon the parameters shown and Is for an Individual �f�''` VV I�l 5,-1 ,V fi Truss: J3and Warnings before construction commences. bolding component.Applicability of design parameters and proper y( 01 V 2.2s4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. +/j1 -.4" T y).`�vy�'�-- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at �./ s I a the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'ea o.c,respectively unless braced throughout their length by ). Es. 1.1A DATE: 2/9/2017 the overall structure Is the responsibility f the buildingtleN continuous sheathing such as plywood aheathing(TC)and/or drywall(BC). 11I!!!(; - ponsi ty o designer. 3.N Impact bridging or lateral bracing required where shown++ SEQ.: K2838875 4.Noloedshould beapplied toany component until Mrall bracing and 4 Installation oftruss Isthe responsibility ofthe respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, loads be TRANS ID: LINK design1 appliedponen and are for"dry condition"of use. ovgom 5.CumpuTrushas nss to an controlover and assumes noresponaroimyrorthe B.Design assumes full beatlshown. EXPIRES: 12/31/2017 nec scary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. February 1 0120.t 1 7 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. m uTrus Software 7.6.8 1 L)-E 9.Digits Indicate sue of plate In Inches. MiTek USA,Inc./Co P ( 10.For bask connector plate design values see ESR-1311,ESR-1989(Mask) 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: 2x9 KDDF #1aBTR LOAD DURATION INCREASE = 1.15 1-2=(-325) 349 4-5=(-436) 982 4-1=(-234) 182 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( 0) 0 1-5=(-353) 352 WEBS: 2x9 RODS' STAND; 5-2=(-372) 337 2x9 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TI LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 PSF 0'- 0.0" -28/ 291V -155/ 293H 5.50" 0.97 KDDF ( 625) 6'- 0.0" -159/ 323V 0/ OH 5.50" 0.52 KDDF ( 625) '* For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.281" @ 2'- 10.9" Allowed = 0.983" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.255" @ 2'- 10.5" Allowed = 0.729" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.003" @ 5'- 6.5" MAX HORIZ. TL DEFL = 0.003" @ 5'- 6.5" T T T • 12 Design conforms to main windforce-resisting M-1.5x3 3 12.00 system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, T (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. c I N O I M-3x4 f rn IIIIIIIIIIIIIMMEMir O o 4.x 5 Ii 5 M-1.5x3 M-3x4 y y <C/s),: .0 P R QF6.ss • 6-00 Co titt'GtNE ' `: 19 ow' 89200PE JOB NAME : 40-D POLYGON - J3X Scale: 0.3898 WARNINGS: GENERAL NOTES, unless otherwise noted 7/ OREGON /a�. 1.Builder and erection contractor should be advised of all General Notes t.This design Is based only upon the parameters shown and Is for an Indry dual OREGON v h "K,/ Truss: J3X and Warnings before construction commences. building component.Applicability SI design parametersand proper 4/ tf 1 M`� 2.]x9 compression web bracing must be installed where shown incorporation of component is the responsibility of the building designer. y,/�' -T [], V 1 3.Additional temporary bracing tonsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '^'e -'t Is the responsibility of the erector.Addi Tonal permanent bracing of Y o l and at IS o n reuch h as physsd unless braced(TC)andfor throughout their length by (�^/i R t V` continuousrhgingl oraterlbacing e ewheres shown drywell(BC). Y DATE: 2/9/2017 Inc overall structure is the responsibility of the building designer. 3.Sc Impact bridging or lateral bracing required where shown�i SEQ.: K2 8 3 8 8 7 6 4.No load should be applied to any component until after all bracing and 4.Installation of truimsthhe are responsibility basof thea re sp�nlie conctor.environment, fasteners are complete and at no time should any loads greater than and ere fsssumedry loconsses rc tous TRANS I D: LINK design loses be applied to any component 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES:. 12/31/2017 S CompuTrus has m control over and assumes no responsibility for theneoespry, .I EXPIRES:R`L7 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. February IO,2O17 6.This design h furnished subject to the limitations set forth by a.Plates shall be located on both faces of truss,and placed so their center TPIIW/CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ES12-19a6(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/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 126 5-6=(-553) 503 5-2=(-443) 217 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-553) 374 2-6=(-375) 473 WEBS: 2x4 KDDF STAND; 3-4=(-251) 12 6-3=(-595) 611 2x4 KDDF STUD 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" -30/ 341V -189/ 352H 5.50" 0.55 KDDF ( 625) OVERHANGS: 12.0" 23.7" LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -351/ 662V 0/ OH 5.50" 1.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 6-00 MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" T f MAX LL DEFL = -0.052" @ 7'- 11.7" Allowed = 0.197" 12 4 MAX TL DEFL = -0.060" @ 7'- 11.7" Allowed = 0.263" MAX TC PANEL LL DEFL = -0.220" @ 2'- 10.8. Allowed = 0.483" 12.00 P7 MAX TC PANEL TL DEFL = -0.222" @ 2'- 10.8" Allowed = 0.724" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.004" @ 5'- 6.5" MAX HORIZ. TL DEFL = -0.004" @ 5'- 6.5" M-1.5x9 ,, Design conforms to main windforce-resisting 3 system and components and cladding criteria. l Wind: 140 mph, h=23ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. rn 0 I in0 I r M-3x4 f O 1 M of 1 i f ►- 5''-':' -.1 6 M-1.5x3 M-3x4 ,0 PRdpF y 1-00 b 6-00 y 1-11-11 b Co GIN.' . LPf0 a- 89200PE '� JOB NAME : 40-D POLYGON - J4 /,,, / Scale: 0.351440 Ys.+ .. OREGON /� WARNINGS: GENERALNOTES, unlessotheeMaeloted: �� OREGON �+.J,,,R I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual A Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown.. incorporation of component la the responsibility of the building designer. ,/ 24 if 141 �� 3.Additional temporary bracing to Insure stability during construction 2.Design aswmac the top end bosom chorda to be laterally braced at ,a � L lathe responsibility of the erector.Additional permanent bracing of 7 o.c.and at tU so.respectively unless braced throughout their length by .4r1 `.R 10- DATE: 2/9/2017 the overall structure le the res onsibif continuous sheathing such as plywood iced where (TC)andlor drywell(BC). "�""!!!/A,e%.IJ p N of the building designer. 3.]a Impact bridging or lateral bracing required where Mown+. SEQ.: 9(2838877 4.No load should be applied to any component until ager ail bracing end 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, designloads be applied man t and are for condition-of use. TRANS ID: LINKoocomponent. S.Design assumes full bearngatalsupports shown.Shim orwedge it EXPIRES: 12/31/2017 5.CompuTrus has no control over and assumes no reaponaibilRy ler the fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. February 10,2017 S.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPINe'ICA In BCSI,copies of which 1411 be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTfus Software 7.6.8 1L-E 9.Digits Indicate 540 of plate In inches. P ( ) 10.For bask connector plate design values see ESR-1311,ESR-1g88(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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-552) 375 4-5=(-547) 496 4-1=(-428) 207 BC: 2x4 KDDF #1&HTR SPACED 24.0" O.C. 2-3=(-251) 12 1-5=(-368) 467 WEBS: 2x4 KDDF STAND; 5-2=(-616) 610 2x9 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. 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" -28/ 328V -178/ 331H 5.50" 0.52 KDDF ( 625) 6'- 0.0" -350/ 681V 0/ OH 5.50" 1.09 KDDF ( 625) OVERHANGS: 0.0" 23.7" LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.052" @ 7'- 11.7" Allowed = '0.197" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL DEFL = -0.060" @ 7'- 11.7" Allowed = 0.263" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-00 MAX TC PANEL LL DEFL = 0.266" @ 2'- 10.9" Allowed = 0.483" T f MAX TC PANEL TL DEFL = 0.279" @ 2'- 10.9" Allowed = 0.724" 12 3 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 7 MAX HORIZ. LL DEFL = -0.004" @ 5'- 6.5" MAX HORIZ. TL DEFL = -0.009" @ 5'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. M-1"5x4 Wind: 140 mph, h=23ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=l.6, I End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M O ro O r M-3x4 1 M i� O 1 rn I �a� �� 4". 5 M-1.5x3 M-3x4 F� DPROpe y . 6-00 y 1-11-11 y �..� G1NE�..• /0 `. G89200PE v" JOB NAME : 40-D POLYGON - J4X Scale: P . 0.3519 ,:(�w''10, et WARNINGS: GENERAL NOTES, unless otherwise noted: 7 OREGON 4,- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an:58618ual OREGON v wa.X Truss: J4X end Warnings before construction commences. building component.App cabinry of design parameters and proper �/ �9X/g f 0\�` ,,,�'< 2.2x4 ceeprcuion web bracing moat be installed where shown*. Incorporation of component la the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al V� the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout then length by �R R 112s- Is continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 2/9/2017 the overall structure la the responsibility of the bulking designer. 3.2x Impact bridging or lateral bracing required where shown*• SEQ.: K2 8 3 8 8 7 8 4.No load should be applied to any component until eller all bracing and 4. allatlon of trussuthe responsibility sibased t t e non-corrosive c environment, t, fasteners are complete and at no time should any bads greeter than Design assumes TRANS ID: LINK design loads be applied to any component. end are for"dry condition"of use. 6.Design assumes full bearing at all suppods shown.Shim or wedge if EXPIRES: 17/3q 201 5.CompuTrus hes no control over and assumes no responsibility for the necessary. l.� .I L(l P I L t�. I I.1 e)1/ALU l fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage le provided. February 1 0,20 17 6.This design is furnished subject to the l:msetlone set forth by 8.Plates shell be located on both faces of truss,end placed so their center TPUWTCA in SCSI,copies of which viii be furnished upon request. lines coincide with joint center lines. 9.Digits Indbate size of plate In inches. MiTek USA,Ino./ConnpuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,EER-1988(Mink) , This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 126 5-6=(-569) 596 5-2=(-455) 374 BC: 2x4 KDDF#16BTR SPACED 24.0" O.C. 2-3=(-578) 570 2-6=(-489) 498 WEBS: 2x4 KDDF STAND; 3-4=(-129) 81 6-3=(-604) 509 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. DON. 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" -16/ 393V -230/ 365H 5.50" 0.63 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 5'- 6.5" -297/ 556V 0/ OH 5.50" 0.89 KDDF ( 625) 9'- 11.7" -87/ 114V 0/ OH 1.62" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX IL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.104" @ 2'- 8.2" Allowed = 0.483" 5-08-09 4-03-07 MAX TC PANEL TL DEFL = -0.112" @ 2'- 8.2" Allowed = 0.724" ,r SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.018" @ 9'- 10.9" 12.00 MAX HORIZ. TL DEFL = -0.018" @ 9'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x3 in the plane of the truss only. 3 a I Ol i ,-I M-3x4 z Al r 90 o A _ M-1.5x3 M-3x4 F^� PR y 5-06-08 y � ,V PRQp6. )' )' Co GINE ,9C •0.0,, [PROVIDElT©QL BEARING;Jts:5,6,4 9-11-11 y 4 1 ©"(/� ft 89200PE i-- JOB NAME : 40-D POLYGON - J5 „,,1/1 .' Scale: 0.2655 QCr �1 WARNINGS: GENERALNOTES, unleuolh the /� OREGON � Truss J5 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 �/ OREGON fi • and Warnings before construction commences. building component.Applicability of design parameters and proper �A Vs 2.2x4 compression web bracing must be Installed where shown a. Incorporation of component Is the responsibility of the building designer. �j� i` 14,4,n 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at ��,/ F L Is the responsibility of the erector.Additional permanent bracing of 2'Impact and at gi sheo.cathing rsuch as ply ood s braze(TC)and/or their length by ' 1 RIO- DATE: 2/9/2017 the overall structure Is the responsibility Im continuous ridging or such as bracing re uir et where s own*tlrywall(BC). ��•III�^ p ty of the building designer. 3.2.Impnct britlging or lateral breNng required where shown*. SEQ. : K2838879 4.No load should be applied to any component until after as breGng and 4.Installation of truss Is the responsibility of the respective contractor. fastener%are complete and al no time should any mads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, seal made beapplied to an 1 and are for"dry condeos'•of use. TRANS ID: LINK rtycondasan. 5.Com Trus has no control over end assumes no re 8.Design assumes full bearing at all supporta shown.Shim or wedge i( EXPIRES: 1?J311?017 pu responsibility for necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 8.This design is furnished subject to the limitations eel forth by 8.Plates shall be located on both feces of truss,and placed so their center TPWVTCA in SCSI,copies of which will be furnished upon request. Ines colnode with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrua Software 7.6.8(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(Kick) This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-576) 571 4-5=(-563) 588 4-1=(-940) 387 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-129) 81 1-5=(-982) 991 WEBS: 2x4 KDDF STAND; 5-2=(-606) 507 2x9 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 315V -219/ 393H 5.50" 0.50 KDDF ( 625) 5'- 6.5" -29B/ 561V 0/ OH 5.50" 0.90 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 9'- 11.7" -83/ 112V 0/ OH 1.62" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.151" @ 2'- 5.5" Allowed = 0.983" MAX TC PANEL TL DEFL = 0.139" @ 2'- 5.5" Allowed = 0.729" SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-08-04 9-03-07 MAX HORIZ. LL DEFL = -0.018" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.018" @ 9'- 10.9" 12 -/ Design conforms to main windforce-resisting 12.00 P system and components and cladding criteria. 7Wind: 190 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 • I (V 0 ri M-3x4 ro 7 17- I ^ M O iiiiiinsz- ti 4._'. 5._'' M-1.5x3 M-3x4 J., 5-06-08 b �Cj� � G NScS'/p' l 1 ,>3 R 2,.�g 9-11-11 (PROVIDE FULL BEARING;Jts:9,5,3 1 7 89200PE v JOB NAME : 40-D POLYGON - J5X "' '�� - - Scale: 0.2655 -"." le WARNINGS: GENERAL NOTES, unless otherwise noted. 7 OREGON _ /a_Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands Br an individual OREGON vIX "4,4' Truss: J5X and Warnings before construction commences. building component.Applloabdty ofdesign peremelera and proper Gr ,Tfr 0� � 2.204 compression web bracing must be installed where shown+. incorporetbn of component is the responsibility of the bulltllhg designer. �'/�J 3.Additional temporary bracing fo Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at *" 1 Is the responsibility of the erector.Additional permanent bracing of T continuous and at la o.c,rsuchIXMetyplywood unless braced throughout their length by (_^+a.,,R I O- DATE: 2/9/2017 the overet structure Is the responsibility f the building deai vips dg inglor such at acing required uired sheathing(TC)and/or drywall(SC). 4,;'4wlr P ty o g 9nsr� 3.2v impact bridging or lateral bracing required where shown++ SEQ.: K2 8 3 8 8 8 0 4.No load should be applied to any component until after all bracing and 4.5.Installation of truss is the responsibility be ulsed If t a non-corrosive environment, airoo r. fasteners are complete and al no lime should any loads greater than ran assumes TRANS ID: LINK design loads be applied to any component. e.end gn are as mss condition" et ail supports shown.Shim or wedge if EXPIRES: I }/ry /!�(� 17 5.CompuTrus has no control over and assumes no responsibility for thenemsn0,u r .tI L'1 J (GU fabrication,handling,shipment and installation or components. 7.Design assumes adequate drainage Is provided. February IO,LO 17 6.This design Is furnished subject to the limitations set forth by g.Plates shall be located on both feces of truss,and placed so their center TPI/W7CA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center Ones. 9.Digits Indicate sae of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(IL)-E 10.For basic connector plate design values sae ESR-1311,ESR-1908(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 126 9-5=(-203) 121 4-2=(-290) 33 BC: 2x9 KDDF h1&BTR SPACED 29.0" O.C. 2-3=(-85) 43 2-5=(-150) 251 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. ION. 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. DON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -15/ 309V -69/ 130H 5.50" 0.49 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 8.6" -71/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -27/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICONS. 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 1-11-11 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" ,r ,r AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 0'- 10.9" Allowed = 0.137" 12 MAX TC PANEL TL DEFL = 0.005" @ 0'- 10.0" Allowed = 0.205" 12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 7 MAX HORIZ. LL DEFL = -0.001" @ 1'- 10.9" 3 MAX HORIZ. TL DEFL = -0.001" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. W Wind: 190 mph, h=20ft, TCDL=9.2,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 M-3x4 . in the plane of the truss only. ti 2 N O 1 rnAlthhh.._ 0 I M O W 4 5 11 -/ M-1.5x3 M-1.5x3 1 b b 1-00 2-00 (PROVIDE FULL BEARING;Jts:4,5,3 I <‹c.-...0 ‹, D PROF=ss ,N `GAG1NEFR "/© W 2 89200PE 1.-- JOB JOB NAME : 40-D POLYGON - SJl 1 ,/rc '','r,a,,r- --. Scale: 0.6267 ('v WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON IJ�r. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual Truss: SJland Warnings before construction commences building component Applicability of design parameters and proper 2.254 compression web bracing must be installed where shown 0. Incorporation of component lathe responsibility of the building designer, f/�� y�} 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at ,5,./ ��` . i^f'1`�� Is the responsibility of the erector.Additional permanent bracing of 2'ntin and at 10'o.c.rsuch as plynodunless braced throughout their length by �"w R R I \-, DATE: 2/9/2017 the overall structure is the responsibility of the building designer, continuous sheathing such as plywood meet where s and/or tlrywell(BC). 3.25lmpect of or therelbracingrequired where shown SEQ.: K2838881 4.No load should be applied to any component until after all bracing and 4.Installation of truss IS the responsibility of the reapcocontractor.fasteners are complete and at no time should any balls greater than 5.Design assumes trusses are to be used In a non-corrosive rrosive environment, designbeds beapplied to an end are for"dry condition"of use. TRANS ID: LINK 5.ComTrushesnocontrolove anaasaameanora 6.Design asa es full bearing at all supports shown.Shim or wedgei1 EXPIRES: 12131/2017 fabrication,handling,shipment and installation of componebntIsty for neuseery.um 7.Design assumesadequateborainageisprovided. February 10,2017 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both feces of truss,and pieced so their center TPIIWTCA in 8151,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(10-E 10.For basic connector plate design values sae ESR-1311,ESR-1988(MIT.) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 126 4-5=(-211) 157 4-2=(-318) 75 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-190) 101 2-5=(-199) 260 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 337V -93/ 192H 5.50" 0.59 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 8.6" -119/ 78V 0/ OH 5.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -89/ 133V 0/ OH 1.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290r 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 = -0.002" @ -1'- 0.0" Allowed = 0.133" 11/1111111116.e%laNb-ii*. MAX TC PANEL LL DEFL = -0.002" @ 1'- 0.8" Allowed = 0.325" MAX BC PANEL TL DEFL = -0.000" @ 0'- 11.2" Allowed = 0.068" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.003" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 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, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. I N0 m 0 I m o iti M-1.5x3 M-1.5x3 l l l l pp 1-00 2-00 1-11-11 �r cD f R°Fe, (PROVIDE FULL BEARING;Jts:4,5,3 I 44;��C !NGINECRc. 1'a 4. �r89200PE c JOB NAME : 40-D POLYGON - SJ2 .. s 2 :7. & Scale: 0.5399 mak r„ WARNINGS: GENERAL NOTES, unless otherwise noted OREGON (f t,�' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an indNidual �}� "�,/ Truss: SJ2 and Warnings before construction commences budtlmgcomponent.Appliabllityatdesignparametersandproper ,, aJA Q�p �` • 2.2x9 compression web bracing moat be installed where shown s. incorporation of component Is the responsibility of the building designer. `/�' _T. 14 3.Additional temporary bracing to Insure slaNIIN during construction 2.Design assumes the lop and bottom chords to be througWerallhout braced at '^'� 1 �+y� by Is the responsibility of the erector.Additional permanent bracing of 2'ntinc.and at ea hin rsuch as ply unless braced Throughout r dryeir length(. 4 e,F?R1128-- DATE; V continuous Impact sheathing suchrl plywood sheathing(TC)where shown Cr drywelltBC). {� 2/9/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ S D' K2 8 3 8 8 8 2 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the raspectNe contractor. 4' fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. end are for"dry condition"of use. um 5.campurrwehas reocmre over and assumes noresponabilryrorm> 8.Design assumes Nil bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and lnstaletiun of components. 7.Design assumes adequate drainage is provided. February 10,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,end pieced so their center TPIM?CA In SCSI,copies of which will be furnished upon request. Ones coincide with joint canter lines. 9.Digits indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ES12-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-37) 11 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 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 = 92.0 PSF 0'- 0.0" -69/ 301V 0/ 2811 5.50" 0.98 KDDF ( 625) 1'- 9.2" -27/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T f MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.093" MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.057" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.00 D MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to mainwindforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. fn 11 co , I I O I 1 -7 p, 2�li 9 pp.- 1 M-3x4 1 b i 1-00 2-00 PROVIDE FULL BEARING;Jts:2,9,3I ,,,.v...0 PR press • ,, i N�€6. gi4.7 p, `: «9200PE 17c" JOB NAME : 40-D POLYGON - SJ3 Scale: 0.7412 411P.z",;;;;2 ..... WARNINGS: GENERAL NOTES, unless otherwise noted: �/ OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4. 'V'V Truss: SJ3 end Warnings before construction commences. building component.Applicability of design parameters and proper ,} (�a 2.204 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. �/y "7 1 �,/` �"'�- 3.Additional temporary bracing to insure stability during construction Z.Desitin assumes me top and bottom chorda to be laleralty braced at 'S,✓ is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at f 0 o.c.respeGNety unbss braced throughout their length by �R 1.),- DATE: 2/9/2017 the overall structure le iM1e responsibility f the building tles continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). '''/// pone y o g igner. 3.Is Impact bridging or lateral bracing required where shown++ SEQ.: K2838883 4.No mad should be applied to any component until after ell bracing and 4.Installation elms Isthe responsibility ofthe respective contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes busses are to be used In a non-corrosive environment, design loads be applied to an TRANS ID: LINK g pp any component. and are for"dry condition"of use. 5.IompaTns has no onntrot soar and essneas no reaponsibiEy for the 8bearing at afi supports shso,n.Rhie or wedge if EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 6.This design is furnished subject to the limitations set forth by B.Plates shell be located on both laces of truss,and placed so their center TPIiW1 CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc.iConlpuTrus Software 7.6.8(IL)-E 10.For bawls connector plate design values see ESR-1311,ESR-1985(Welt) This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=10) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" 0.C. 2-3=1-50) 22 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0,0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -70/ 322V 0/ 47H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 59V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. i 9.00 G,- BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.043" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.057" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, . (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads r., in the plane of the truss only. I r 0 rh I 2> . 4 /\ M-3x4 ; b y y 1-00 2-00 1-11-11 • PROVIDE FULL BEARING;Jts:2,4,31 Fr'`0 0 OFFS tp «9200PE JOB NAME : 40-D POLYGON - SJ4 Scale: 0.8860 17 ». it WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON lJa 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 IndNidual f♦., Y Truss: SJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper �,/ 7 7Y t�(t� � 2.204 compression web bracing must be Installed where shown a. Incorporation of component Is the responsibillry of the building designer. _ 1J..�s 3.Additional temporary bating to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at by Is the responsibility MIND erector,Additional permanent bracing of continuous n c.and at f 0 in.rsuch as ply woods braced throughout their length). a.s F1'\_ DATE: 2/9/2017 the overall structure ie the responsibility r the buildingdesigner. xImbridging r suchrl bracing plywood required a tamers s and/or drywell(BC). {L. (-�' 4' p ty e 3.2x Impact bridging or lateral required where shown O• SEQ.: 1<2838884 4.No load should be applied to any component until after all bracing end 4. retaliation truss Is trusses responsibility espo si used t thenon-corrosive lve environment, fasteners are complete end at no time should any meds greater than Design g s asfor sumes dry losses are'of toub. TRANS ID: LINK design CompuTeesbeapplied oany oatendassu 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 5.CompuTrue has no control over end assumes no responsibility for the necessary. fabrication,handling,shipment and insttlnofcomponents. 7.Design assumes adequate drainage is provided. February 10,2017 8.This design o famished subject to Be limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPI,w1CA In SCSI,copies of which 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(1LYE t0.For been connector plate design values see ESR-1311,E5R4 988(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. I (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. 111� Apply plates to both sides of truss 1 2 3 1, Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orX-bracing,is always required. See BCSI. TOP CHORDS 0-1116" 1f1 fi, 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves °IL\4111111A11PIA 4 may require bracing,or alternative Tor I ❑ bracing should be considered. �_ 3. Never exceed the design loading shown and never C_) stack materials on inadequately braced trusses. F p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C-a 6-7 c-s I— designer,erection supervisor,property owner and plates 0- ' �' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i�� Indicated by shown SYP represents values as published specified. bytext in thesymbolsectionwand/ore by AWC in the 2005/2012 NDS bracingSP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. •=0 reaction section indicates joint - number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18.Use ofreen or treated lumber may y pose unacceptable ►_� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TP11: National Design Specification for Metal Vill 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. , BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 4 Roseburg PL14-431 1-23-15 LIJI MAIN 9:31am Ssct'm 3 € C�<rnj�zu I of 1 CS Beam 4.11.26.1 kmBeamEngine 4.11.261 Materials Database 1516 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 'f;% r 110 0 11 0 0 p m 22 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# — 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1121# — 3 22' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 302#(189plf) 78#(49p1f) 2 863#(539p1f) 259#(162p1f) 3 302#(189p1f) 78#(49p1f) Design spans 10' 9.375" 10' 9.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 863.# 2820.# 30% 4.53' Odd Spans D+L Negative Moment 1209.# 2820.# 42% 11' Total Load D+L Shear 561.# 1220.# 45% 11' Total Load D+L End Reaction 380.# 1151.# 32% 0' Odd Spans D+L Int.Reaction 1121.# 1775.# 63% 11' Total Load D+L TL Deflection 0.0899" 0.5391" L/999+ 16.93' Even Spans D+L LL Deflection 0.0764" 0.2695" L/999+ 5.07' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115°/ Roof=125% Wind=160% SIMPSON All produc names are trademarks of their respec ive owners KAMI L HENDERSON EWP MANAGER y '� ' Copyright(C)2013 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specificatlons. 503-858-9663