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Plans (163) , - , " C-2Th20 -s 7'CTI:CS:N CONCEPT T:rC; 50%0' ':7I;:OES :C::C:TR: 'rW: NOTED 269 - 4-00NNICDRM:NG:RE :& ::, OkI.V.R.SPF:1,1:5`.1:.i Ar-,11.tE Cri.,.1.Of viHni>I.V.r: BE Alexia Falai/ Date 12/22/14 MILBRANDT ARCHITECTS _ 1 tr-0' f/-0* . g 4 ER / 12 1 ____ 4: to FF = a • j L A J1 ci: ad Te."TM 4 FA J2 11 I FJ1 ,,,,,. A IIGUERIM FJ2 I AM j4 DR All FJ4 ,Ii. a v M FJ5 / / MIA/ Mir ;:7 DJ2 , DJ3 FJ7 \ 14 FJ8 Mar • DJ4, iu / FJ9 - D.%.. DJ6- in FJ8 V 14.it 'IP !Ik FJ7 DJ550 ..., zi g ca. ii m / u. .. m a m at . : . DJ4 , LI. \ . 14:12 ,,, ,_,, / / / 1r :12 1 ; 0F) DJ3 W22 7 1: / FJ10 (6) kili DA - 111.1/40US28-2 / IIMEJlak ' / , A3 _ 1 _ ..7,.....„...„ L .. _.N, G2 (2) a II rJ2 (6) lb \ t7) G1 4s2: C2A2 ,, ...,- ,,,.. ..„, 1 . — • — fli• ,.-En . • A2 (4) ) lcji 14: e / B2 14:1L j TO 111 ._ Z CONFORMS TO DESIGN CONCEPT El CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN ri NON-CONFORMING-REVISINS lAtTEMITI6%2 1/Z 1 11%3' I 161-0' ] v4O11THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE . 501.0' WITH THE DESIGN CONCEPT SAY Ni-COIF OTT 1SLI'V:TA FABRICATORIVENDDR OF RESPONSIBILITY FOR CONFORMANCE WITH THE -GARAGE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY OVER THIS SHOP DRAWING. By: Arnold R.Solomon Date:December 10,2014 CT ENGINEERING INC (i)Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NIAAI 11/20/1 4 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER 5017-A POLYGON INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY: DM REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 5017-A / A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALLC 0 MP A N Y DELIVERY LOCA TION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. & T R U S S' ' 0.1 1"-I All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. ig CONFORMS TO DESIGN CONCEPT 51-11 0 REVISIONS NOTED RMSTO DIGN CONCEPT WITH EVI 41011 1 26%4T 11-3* 0 NON-CONFORMING-REVISE&RESUBMIT II Al, ',SI. wea.E.Pr ote. AMI".. ,OES A, ...FVF T4E ,S,,,,ORMEldav,C,etsacets.e4rt ma V.P,C.F.LIOCE Orrr:DE,. .E..-,543r,CAW. By Alexia Fukui Date 12/22/14 647' 61-0' MILBRANDT ARCHITECTS I -4 I- _ ' P /r 0 4:W J2 N Er!IT IAI ....._ _ J3 IL . , I . _ .... III IF FJ1 j4 MK A gl r FJ2 •• qr. MIL DJ1 tral • / A rre FJ3 MK / M i• A FJ5 DJ2 le&WM , / A ArAl FJ6 DJ3 lot NriL 1 wwm..111=111 AR. FJ7 LP DJ4 NS' DJ5 gp /2- / FFAj8 .,: DJ6 % FJ8 ti DJ5 _ h 7 \ 'WAIF aS 1: R. I? ' FJ7 1X14 • :12 DJ3 A7/1" : -.:: 14:12 DJ2 grA J11 1) 1 DJ1 IA \ r - I FJ10 (6) ... II J12 (2) = •• (FILS213 ... HLS25 ......... ..... G2 11=1111/ =111111 1111 II -1 1 M iMIIII I Mil I (2) 11111PMETZ !II . E. ..,._ KJ1 A2 (4) _ law II mr. re jet : I ci 16.11,1 w.: • Al • 61 le In El CONFORMS TO DESIGN CONCEr" GARAGE El CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN 41-0" 11-01 11=31 1-2 1/2' [4.6WINCONFORMING—REVISE AND RESUBMIT 5 THIS SHOP DRAWIWD HAS BEE REVIEWED FOR GEHEFAL DENFORRANCE WITH THF DESIGN CONCEPT 0%..n AND DOES WE RELIEVE THE FAERNATOR/VENDOR OF RESPINSIBILITY FOR DOW:WKS WITH THE DESIGN DRAWINGS ANC SPECIFICATIONS ALL OF WHICH/SAVE FRIORIT' EVER THIS SHOP DRAWING. By: Arnold R.Solomon Date:December 10,20 4 1 CT ENGINEERING INC ..... ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON I4A/ 1 1/20/14 PLACEMENT ONLYREFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER 5 POLYINFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD pacts fir.- . 1111111Mr RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: DM REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5017-A / ACHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRUSS ' COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.11"-I All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. r r iUSA,k U Inc. I Ct mpuirus Software Warnings General tes N o WARNINGS: 1. Bir and erection contractor should be advised of a General Dotes and Warnings before construction c ommenc s. 2, 2x4 compr:ssion fit'bracing rt t be, where shown+. 3. dit temporary bracing to sure scatty during con on Is the responsibility of therector,Additional permanent bracing of the overas stn#cue is the responsibility of tate building 4, t loud should be app ed toy txrrtpones tam after all bracing designer fasteners complete and at no time should any loads design loads be Evoratd to 0'131drir than any Component. 5. CcmtpuTnrs has no mol over and In no b y for the tion,hand,shipern and sta of components. 8. This is tumid to limitationsset forth by TP l ITCA_is_ n BCS!,cafes of which will be furnished upon request GENERAL.NOTES,unless c ft wi. r nom: 1. This design is only upon theparameters shorn and for.an. building compan nt. Applicability of design parameters anti proper ndvidual incorporation component is the responsibility oft a twice definer 2> ni and at s the and b ids to be laterally braced at 2'o.c.°and at'1tl'oc.respectively urs braced throughouttheir leno, h by continuousmtming std a rp strung CI` )andlar drywall( ) 3. 2x Ism .ng or pera racineg rtsctuired where shown+ *. 4, Installation of truss Is the rr�bii y of tt a r ve cxx . 5 a are to be used inn a non-atrreosiveerwironment, and ate for`dry c+orndillion"rrt use. 6, t3 1i assumes fug bearing at supports shown,Shim c>wr wedge nary. 7. Design assumes adequidedrainage is provided 8. Dees shed be located on both faces of truss,and so their Doings joint center fines_ carder Ines 9., t sieze of'p e i des. 10. For basic connector pate des n values see ESR-4311, 11 'Tselt). '0 R00 ' " GIN ' LI' 4,,, „1„-OREGON ,, EXPIRES , 111111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF k1aBTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF N1aBTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) 014 TOP CHORD - 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Unbalanced live loads have been TOTAL LOAD = 92.0 PSF Wind: 190 mph, h=29.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, considered for this design. LL = 25 PSF Ground Snow (P ) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), g load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 9-02-08 7-03 4 1' 1' 12 I IM-4x4 12 ,/- 19.00 7 3 \19.00 0 0 N ,-1 o 4 m �/I 0 1 '-I N Lo o 1 5 0 /— M-3x4 b 1 ). ) 1-00 16-05-08 1-00 JOB NAME : 5017-A POLYGON - Al �"tO PR(Fe Scale: 0.2991 C.j GIN �/ 0. WARNINGS: GENERAL NOTES,unless otherwise noted: {t� ti`/I/20/ 'fl 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 0 9G a®P E ("' Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper //flld,,,/ 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywooding(TC)and/or drywall(BC). DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. -fy OREGON ,(� SEQ. : 6119521 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, y/ �j �K TRANS I D• 412774 design bads be applied to any component. and are for"dry condition"of use.supports wedge / AQ L • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beans at all su its shown.Shim or if {� 1 4 4. �y�T" necessary. V fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. ri FOL. —. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center TPI CA in BCSI,copies of ch v411 be s coincide with nt center Ines. III I III(IIII IIIII IN I II I II NI I'll M TekUSA,lnc./CompuTrus'Softw a 7.6.6(1 L En request. 10.Foline bas c connectoroi ale des gn values see ESR-1311,ESR-1988(Web) 9.Digits Indicate size of late in Inches. EXPIRES:12/31/2015 IIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF Ol&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-7=(-168) 496 3-7=(-311) 304 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-694) 217 7-8=(-115) 266 7-4=(-286) 492 WEBS: 2x4 KDDF STAND 3-9=(-529) 296 7-5=(-179) 255 LOADING 4-5=(-514) 300 5-8=(-660) 227 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -92) 103 8-6=( -99) 81 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -170/ 820V -302/ 349H 5.50" 1.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16'- 5.5" -107/ 684V 0/ OH 5.50" 1.09 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND. 2: Design checked for net(-5 g psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-02-08 7-03 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1' '1 1' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-08-10 4-05-14 4-05-14 2-09-02 MAX LL DEFL = 0.014" @ 9'- 2.5" Allowed = 0.777" 1' 1' T 1' T MAX TL CREEP DEFL = -0.022" @ 9'- 2.5" Allowed = 1.036" 12 12 M-4x6 MAX HORIZ. LL DEFL = 0.006" @ 16'- 2.0" 14.007 19.00 MAX HORIZ. TL DEFL = 0.008" @ 16'- 2.0" 44.0" 8 ] NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. �„ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=26ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 ,M-3x4 Le o i 0 )11111-1.5x3 0 1 rn 1 0 0 1 1 N 'O' .. Io M-3x4 M-3x8 M-3x4 Yg 9-02-08 7-03 J, b b 1-00 16-05-08 JOB NAME : 5017-A POLYGON - A2 .,i,,, O PROpe,Ss Scale: 0.2300 Cj GIN ,_(� / WARNINGS: GENERAL NOTES,unless otherwise noted cl 4,f Ii/20 it l I11 , 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 4t' .92®4 P E f^' Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown a. incorporation of component is the responsibility of the building designer. /r"/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by0 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,.++�J° !- DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / Q"' 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ^lg` b`OREGON (V SEQ. : 6119522 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, G '�7 Nih A, design loads be applied to any component and are for"dry condition"of use. / - �,r. TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if U 14 ��y fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. �7. t 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1"'4 IIIIII IIIIIIII VIII IIII II I VIII III IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. Digit coincide with jointacenter che. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.8.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19g8(MiTek) EXPIRES:12/31/2015 IIIIII 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-05-08 GIRDER SUPPORTING 39-08-00 FROM 7-00-00 TO 16-05-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 86 2- 8=(-910) 3618 8- 3=( -2) 152 11- 7=( -768) 3542 BC: 2x8 KDDF #1&BTR 2- 3=(-6114) 1354 8- 9=(-910) 3618 3- 9=( -140) 340 7-12=(-5872) 1330 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-5894) 1404 9-10=(-900) 3708 9- 4=( -758) 3332 2x6 KDDF #2 A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-4212) 1128 10-11=1-662) 2966 4-10=(-2466) 696 2x8 DF SS B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 16'- 5.5" V 5- 6=(-4226) 1122 11-12=( -74) 264 10- 5=(-1630) 6074 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 7'- 0.0" V 6- 7=(-4654) 1092 10- 6=( -580) 276 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 470.8)+DL( 340.2)= 811.0 PLF 7'- 0.0" TO 16'- 5.5" V 6-11=( -182) 636 BC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 3470.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1188/ 5242V -293/ 341H 5.50" 8.39 KDDF ( 625) --"r- ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 5.5" -1623/ 7213V 0/ OH 5.50" 11.54 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN nails staggered at: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' XX 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6" oc in 2 row(s) throughout 2x8 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs, **, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 webs. HANGER TO APPLY CONC. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" LOAD(S) EQUALLY TO ALL MEMBERS. MAX LL DEFL = 0.046" @ 5'- 10.3" Allowed = 0.777" MAX TL CREEP DEFL = -0.127" @ 5'- 10.3" Allowed = 1.036" 9-02-08 7-03 MAX HORIZ. LL DEFL = -0.007" @ 16'- 2.8" 3-09 2-09-12 3-00-12 3-05-11 3-09-05 MAX HORIZ. TL DEFL = 0.013" @ 16'- 2.8" T 1' 1' f T fNOTE:Design assumes moisture content does 12 M-5x6 12 not exceed 19% at time of manufacture. 14.00 7 \14.00 55.0" Design conforms to main windforce-resisting system and components and cladding criteria. '# iWind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, on (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M-3x6in the plane of the truss only. M 3x9 6 + Laterally brace to roof diaphragm t + 2x4 web brace required. 0 I M-3x5 1 N `1 o M 5x16 4I . 1ao�� 1111 lD tin Z. V Z.ME N 8 9 10 11 -'12 o M-1.5x3 M-7x12 7_M-10x10 M-4x10 M-3x10 ,1 y ****39706 , y b 3-02-04 2-08 3-09-09 3-09-03 3-05-13 ,l b b 1-00 16-05-08 WEDGE REQUIRED AT HEEL(S). JOB NAME : 5017-A POLYGON - A3 �,�` � PRpr��� Scale: 0.1956 � �c%/� ¢� ✓Q�, WARNINGS: GENERAL NOTES,unless otherwise noted: 44 !!! -7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7,920®fp C f„- r" Truss•• A3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be Installed where shown*. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE is the responsibility of the erector.Additionalpermanent bracingof 7 o.c.and at 10'o.c.respectively unless braced throughout their length by Po continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). '+ '". DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bradng required where shown** "YM �^ //�� 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y OREGON W' SEQ. : 6119523 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 ID: 412 7 7 4 design loads be appied to any component. and agre for"dry condition"of use.supports wedge / -7 it rL0 +.., • 5.CompuTrus has no control over and assumes no responsibility for the 6.Desi n assumes full bearingat all su rts shown.Shim or if 14le' , fabrication,handing,shipment and installation of components. necessary.sJ� 7.Design assumes adequate drainage is provided.s, '`4R 1R i��,. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII IIID III IIII TPI VYfCA in BCSI,copies of which will be furnished upon request. Digit coincideitwith joint centernche. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 3.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDIF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. — not exceed 19% at time of manufacture. TC LATERAL SUPPORT <- 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 5-07-09 5-07-07 4 4 T 12 IIM-4x4 12 /- 19.00 7 3 \19.00 ALINI • 0 N O O 4 N I ,- -v I O O /- 14-3x4 M-3x9 ,1 ,l ,l b 1-00 11-03 1-00 JOB NAME : 5017-A POLYGON - B1 c,p PR Orr, Scale: 0.3363 So NE' s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: / C -.Y 'TruS1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 't: . T.9211 OPE 1- Truss: S' B1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c,such tivey unless braced throughout their length by �t is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as pywood sheathing(TC)and/or drywall(BC). �y. DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `i' 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '57 OREGON 40 SEQ. : 6119524 fasteners are complete and at no time should any loads greater than 5.Design assumes Pusses are to be used In a non-corrosive environment, 4.: 40d' r\P A. design bads be smiled to any component. and are for'dry condition"of use. / -7�!' 4 ZO .`. TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if fabrication,handing,shipment and installation of components. necessary. t Y y 7.Design assumes adequate drainage Is provided. t 4.1+, 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII II II VIII VIII I Il I'll TPI/WfCA In BCBI,copies of which will be furnished upon request. git coincidenicatwith joint ate In Inches.9.Digits indicate size of plate in Inches. MiTekUSA,Inc./CompuTrusSoftwere 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-/311,ESR-1988(MiTek) EXPIRES:1 /31i 015 11111 I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=(-13) 264 6-3=(0) 288 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-477) 108 6-4=(-13) 264 WEBS: 2x4 KDDF STAND 3-4=(-477) 108 LOADING 4-5=( 0) 86 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -85/ 587V -181/ 181H 5.50" 0.94 KDDF ( 625) 11'- 3.0" -85/ 586V 0/ OH 5.50" 0.94 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-07-09 5-07-07 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T T 1' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 12 MAX LL DEFL = -0.002" @ 12'- 3.0" Allowed = 0.100" M-4x6 MAX TL CREEP DEFL = -0.003" @ 12'- 3.0" Allowed = 0.133" 14.00 7 7\14.00 MAX TC PANEL LL DEFL = 0.212" @ 8'- 2.7" Allowed = 0.535" 34.0" MAX TC PANEL TL DEFL = 0.437" @ 3'- 2.6" Allowed = 0.804" AK III, MAX HORIZ. LL DEFL = 0.002" @ 10'- 9.5" MAX HORIZ. TL DEFL = 0.003" @ 10'- 9.5" �„ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ^,, Truss designed for wind loads o I in the plane of the truss only. 0 O p N M11101111 A-- -/7' rn �� i S� `n or f _� 6 ►z .,'o I M-3x4 M-1.5x3 M-3x4 A- J. b /, 5-07-09 5-07-07 ,1 ). .1 1, 1-00 11-03 1-00 JOB NAME : 5017-A POLYGON - B2 � c� PRpF�6' Scale: 0.3531 \� G�}�t j}pj-'y7 ✓0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4Ct� v����"y 1...101N7 I 1. " 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is far an individual u' ` O+P E 1`" Truss: B2 end Warnings before construction commences. building component.Applicability of design parameters and proper //��ak • 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. " 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional2'o.c.and at 10'o.c.respectively unless braced throughout their length by + `,� p ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ./' DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -40 it 4.No load should be appNed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON �. SEQ. : 6119525 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 1.,, \� design loads be applied to any component. and are for"dry condition"of use. / -p rLQ .„ TRANS I D 412774 5.CompuTrus has no control over and assumes no responsibitty for the 6.Design assumes full beating at all supports shown.Shim or wedge if O 14 �Q., fabrication,handing,shipment and installation of components. necessary. / -. • 7.Designlaesassumes odadequate ace isprovided.us, "�; � }L`,, 6.This design is furnished subject to the Nmitetlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII(IIII IIII(IIII IIII IIII TPIANTCA in SCSI,copies of which will be furnished upon request. git coincidenitwith joint tecenter nche. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1E11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=(-623) 534 1-5=(-336) 480 5-2=( 0) 240 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-459) 495 5-6=(-337) 480 2-6=(-461) 323 WEBS: 2x4 KDDF STAND; 3-4=( -24) 11 6-3=(-466) 426 2x6 KDDF 41&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -53/ 582V -267/ 436H 5.50" 0.93 KDDF ( 625) M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) 10'- 9.5" -285/ 610V 0/ OH 5.50" 0.98 KDDF ( 625) vertical members (uon). BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.005" @ 10'- 3.4" Allowed = 0.494" MAX TC PANEL TL DEFL = 0.040" @ 2'- 7.2" Allowed = 0.786" 5-07-14 4-08-14 0-04-12 Q ( .(f MAX HORIZ. LL DEFL = 0.005" @ 10'- 2.0" 12 MAX HORIZ. TL DEFL = 0.006" @ 10'- 2.0" M-1.5x3 4 14.00 7 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-3x5 Design conforms to main windforce-resisting �`� system and components and cladding criteria. Wind: 140 mph, h=16.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11 M-1.5x4 (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-3x5 Truss designed for 4x2 outlookers. 2x4 let-ins M M 3x9 M of the same size and grade as structural top ,, chord. Insure tight fit at each end of let-in. 00 X41 o Outlookers must be cut with care and are A o permissible at inlet board areas only. M (n N N All1 O 1 M-3x4 M-1.5x3 M-3x4 b y y y 5-06-02 4-07-14 0-07-08 1, y 10-09-08 JOB NAME : 5017-A POLYGON - ClPRO Scale: 0.2265 C� leAC4iN s,Q � WARNINGS: GENERAL NOTES,unless otherwise noted: 4J V///20 �E �..� 1.Builder and erecticontractoron ntractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual et' `92.0 P I 1' Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. .o .r" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at M"" DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood end/or drywell(BC). 41600 - DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n S EQ. : 6119526 4.No bad should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. -7 OREGON le Nb' �4(/ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 412774 design loads be applied to any component, and are for"dry condition"of use. Ail- n( 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at ap supports shown.Shim or wedge if 14p fabrication,handling,shipment and installation of components. necessary. 4,f ' _ l 6.This design Is famished subject to the limitations set forth 7.Design assumes adequate drainage is provided. ' f 1. VIII I'�I'11111��I�I11111�I1���1��II�II� 9 jby Platesshallbelocatedonbothfeceaoftrues,endplacedsathercenter a 1 TPINVICA In BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FQlts baindicate connector plate plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-430) 175 1-5=(-182) 261 5-2=( 0) 244 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-211) 149 5-6=(-183) 261 2-6=(-494) 312 WEBS: 2x4 KDDF STAND 3-4=( -20) 9 6-3=(-199) 234 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -54/ 453V -182/ 354H 5.50" 0.72 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 10'- 9.5" -276/ 560V 0/ OH 5.50" 0.90 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. MAX TC PANEL LL DEFL = 0.049" @ 2'- 7.2" Allowed = 0.524" MAX TC PANEL TL DEFL = 0.095" @ 2'- 7.2" Allowed = 0.786" 5-07-14 4-09-14 0-03-12 MAX HORIZ. LL DEFL = -0.003" @ 10'- 4.0" ( 1 11 MAX HORIZ. TL DEFL = 0.003" @ 10'- 4.0" 12 M-1.5x3 4 NOTE:Design assumes moisture content does 14.00 7 3 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=16.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads • in the plane of the truss only. M-3x4 , 1 1 o �t o O 0 1 Ad ..,, i O N I n Ii _, '6 I 1 M-3x4 M-1.5x3 M-3x4 ,1 y /' 5-06-02 5-03-06 .1 l 10-09-08 JOB NAME : 5017-A POLYGON - C2 <� oGPRO Scale: 0.2289 (/F0 l l /Q WARNINGS: GENERAL NOTES,unless otherwise noted: ,�. /2!®R "75..- 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: C 2 end Warnings before construction commences. building component.Applicability of design parameters and proper i 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building desgner. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE is the responsibility of the erector.Additional permanent bracingof 2 o.c.and at 10'o.c.respectively unless braced throughout their length by p ty pe continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). ` /, DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -�r� OREGON� �+c 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6119527 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / 4,J r a t design bads be applied to any component. and are for"dry condition"of use. l TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if � necessary. �•. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C R'.t.\- 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII(IIII(IIII(IIII VIII VIII IIII IIII TPIMffCA in BCSI,copies of which will be famished upon request. git coincide with joint centerInches.9.Digitssonside size oftplate in(Ines. MiTBk USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 11111111 III ( VIII This design prepared from computer input by __PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 23-09-08 HIP-D SETBACK 3-10-08 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; 23-09-08 GIRDER SUPPORTING 6-00-00 1- 2=( 0) 57 2-12=( -780) 3052 12- 3=( 0) 289 2x6 KDDF #1&BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=1-3754) 1025 12-13=( -780) 3043 3-13=(-158) 85 BC: 2x6 KDDF #1&BTR 3- 4=(-3460) 1067 13-14=(-1097) 3634 13- 4=(-259) 1136 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 14-15=(-1097) 3634 13- 6=(-877) 389 LL = 25 PSF Ground Snow (Pg) 4- 6=(-2962) 951 15-16=( -780) 3043 14- 6=( 0) 542 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 7'- 9.0" V 6- 8=(-2962) 951 16-10=) -780) 3052 6-15=(-877) 389 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 73.4)+DL( 20.6)= 94.0 PLF 7'- 9.0" TO 16'- 0.5" V 7- 8=( 0) 0 8-15=(-259) 1136 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 16'- 0.5" TO 23'- 9.5" V 8- 9=(-3460) 1067 15- 9=(-159) 85 BC UNIF LL( 0.0)+DL( 29.4)= 29.4 PLF 0'- 0.0" TO 23'- 9.5" V 9-10=(-3754) 1025 9-16=( 0) 289 NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 50.0)+DL( 34.0)= 84.0 PLF 0'- 0.0" TO 23'- 9.5" V 10-11=( 0) 57 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 185.7)+DL( 52.0)= 237.7 LBS @ 7'- 9.0" IC CONC LL( 185.7)+DL( 52.0)= 237.7 LBS @ 16'- 0.5" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -690/ 2586V -103/ 1036 5.50" 4.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 23'- 9.5" -690/ 2586V 0/ OH 5.50" 4.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacingT AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.103" @ 11'- 10.7" Allowed = 1.144" MAX TL CREEP DEFL = -0.205" @ 11'- 10.7" Allowed = 1.525" MAX LL DEFL = -0.002" @ 24'- 9.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 24'- 9.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.037" @ 23'- 4.0" MAX HORIZ. TL DEFL = 0.061" @ 23'- 4.0" 7-08-11 8-04-02 7-08-11 '( T T T NOTE:Design assumes moisture content does 3-10-06 3-03-10 0-06-11 4-02-01 4-02-01 0-06-11 3-03-10 3-10-06 not exceed 19% at time of manufacture. T T T 237.70# T 4217.70# T T Design conforms to main windforce-resisting 12 12 7.00 M-5x6 5 M-3x8 7 M-5x6 Q 7 OO system and components and cladding criteria. 4 6 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10 T2(-_7 4* (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), load duration factor=l.6, Truss designed for wind loads M-3x4 M-3x9 in the plane of the truss only. N3 9 0 rig 4190 N M-3x8 M-3x8 0 0 CD 2g 12 13 19 15 16 rlr 1 . o M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 M-7x8(S) ,1 1 3, 3. 3 1 1, 3-08-10 3-03-10 4-10-08 4-10-08 3-03-10 3-08-10 J, 3, 5 3, 1-00 23-09-08 1-00 JOB NAME : 5017-A POLYGON - D1 � `w`0 PROPe Scale: 0.2579 r^w Gy GIN c/ WARNINGS: GENERAL NOTES,unless otherwise noted: AL/cl 7'/Zd/ �-y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Q' .92,00 P E 't Truss"• D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown t. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY• EE 2'o.c.and at 10'dc.respectively unless braced throughout their length by 4140.118* is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). +�r. DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ 1M Q 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 OREGON (t SEQ. : 6119528corrosive environment, L, ipi \1h A.. TRANS I D: 412774 design bads be appied to any component. and are for"dry condition"of use. d / *41 rLZ. t�..�„ 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if 6 1 4 1y fabrication,handing,shipment and installation of components. necessary. /� 7.Design assumes adequate drainage is provided. '`, P R V G1-... 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 IIII VIII VIII IIII(IIII IIII VIII IIII IIII TPINVECA in BCSI,copies of which will be famished upon request. it coincidenictwith joint ate in nche. 9.Digits indicate of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 III III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00I. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-151) 108 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" -129/ 365V -26/ 83H 5.50" 0.58 KDDF ( 625) ** For hanger specs. See approved plans 0'- 10.8" -130/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 32V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 0-11-09 MAX TC PANEL LL DEFL = 0.001" @ 0'- 7.9" Allowed = 0.059" 1' 1' MAX TC PANEL TL DEFL = 0.001" @ 0'- 7.9" Allowed = 0.088" MAX BC PANEL LL DEFL = 0.003" @ 1'- 9.9" Allowed = 0.148" 12 MAX BC PANEL TL DEFL = -0.004" @ 1'- 11.3" Allowed = 0.197" 14.00 7 MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8" MAX HORIZ. TL DEFL = -0.001" @ 0'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. f Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I N o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r load duration factor=1.6, i Truss designed for wind loads o f- r in the plane of the truss only. FAIANIMIIIIrAM" CO Le 0 0 i N O ►�/ **4 -3x9 f 1-00 3-10-08 [PROVIDE FULL BEARING;Jts:2,3,41 Rop JOB NAME : 5017-A POLYGON - DJ1 Scale: 0.6796 �c,,�"�NGpN 661 WARNINGS: GENERAL NOTES,unless otherwise noted: ,�� � - 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 92®,P E r Truss• DJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 P ty continuous sheathing such as plywoodquiredsheathing(TC)s and/or drywall(BC). ,.+^ ` ! 11410111.* DATE• 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ at CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responslbllty of the respective contractor. OREGON (,(f SEQ. : 6119529 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L �� TRANS ID: 412774 design bads be applied to any component. and ra for"dry full condition"of t a.supports g / '�}r .10. .,,., 5.CompuTrus has no control over and assumes no responsibility for the 8.Designr assumes"dry full beedn et all su Ns shown.Shim or wedge if 14} �� fabrication,handing,shipment and Installation of components. necessary. jb7 7.Design assumes adequate drainage Is runs, . 'j RHi��;,,... 6.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center TPI/WTCA In BCSI,copies of nes IIIIII Rill ILII VIII I I I VIII II I IIII M Te USA,Inc/CompuT us rSoftware 7.6.6(1 L)E request. 10.For basic connecorjoint plate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of late In Inches. EXPIRES:12/31/2015 111111111 fIIII 11 This design prepared from computer input by _ I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-83) 71 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -37/ 292V -44/ 119H 5.50" 0.47 KDDF ( 625) 1'- 10.8" -94/ 82V 0/ OH 1.50" 0.13 KDDF ( 625) ** For hanger specs. - See approved plans 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 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.073" 1-11-09 MAX BC PANEL LL DEFL = 0.004" @ 1'- 9.9" Allowed = 0.148" T f MAX TC PANEL TL DEFL = 0.006" @ 1'- 3.6" Allowed = 0.244" MAX BC PANEL TL DEFL = -0.004" @ 2'- 0.6" Allowed = 0.197" 12 14.00-27 MAX HORIZ. LL DEFL = -0.001" @ 1'- 10.8" 3 MAX HORIZ. TL DEFL = -0.001" @ 1'- 10.8" ,-- /141/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 4 Design conforms to main windforce-resisting system and components and cladding criteria. w Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, I Truss designed for wind loads - `� in the plane of the truss only. 1 0 - n O ��0 o,- �31 **4 -� M-3x4 )' b ), 1-00 3-10-08 (PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 5017-A POLYGON - DJ2C:N `tO PROF 4 Scale: 0.6033 11P01/ f� WARNINGS: GENERAL NOTES,unless otherwise noted: 4k✓ '3� 3r(T 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual `920`Ip�E ,,, Truss• DJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper Aller 2.2x4 compression web bradng must be Installed where shown 0. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction • 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). �"' DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** ! CC 4.No bad should be tippled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 OREGON ((f SEQ. : 6119530fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a corrosive environment, L.. N .C,. TRANS I D• 412 7 7 4design bads be applied to any component and an assumes full beadngre for"dry condition"of use. 6.Desisupportswedge / 7}" r�Q 45.CompuTrus has no control over and assumes no responsibility for theat all shown.Shim or If 4 fabrication,handing,shipment end Installation of components. necessary. ` 7.Design assumes adequate drainage is provided. + R R y L�. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII ILII VIII(IIII VIII VIII III IIIIB. basicconnector TPINVTCA In BCSI,copies of which will be furnished upon request Digs coincide with Joint ppt in inches. 10.Fcenterlate lines.M iTBk USA,Inc./CompuTrus Software 7.6.6(1 L)-E Digitsr icate size oplate design values see ESR-1311,ESR-1986(MiTek) r EXPIRES:12131/2015 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-113) 97 TC LATERAL SUPPORT <= 12"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" -15/ 308V -63/ 156H 5.50" 0.49 KDDF ( 625) 2'- 10.8" -104/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.023" 2-11-09 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" f MAX TC PANEL LL DEFL = 0.025" @ 1'- 10.3" Allowed = 0.265" MAX TC PANEL TL DEFL = 0.024" @ 1'- 10.3" Allowed = 0.398" 12 MAX HORIZ. LL DEFL = -0.001" @ 2'- 10.8" 14.00 7 �� MAX HORIZ. TL DEFL = -0.001" @ 2'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. N o Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ro Truss designed for wind loads o in the plane of the truss only. 0 0 N f ulpiijAl O Of ►' **4 M-3x9 b b 'I 1-00 3-10-08 PROVIDE FULL BEARING;Jts:2,3,9I JOB NAME : 5017-A POLYGON - DJ3 v, PROpes Scale: 0.5457 Hca GI 11/20 14'`�/0 WARNINGS: GENERAL NOTES,unless otherwise noted: kJ (117711►/77 rel,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 tt' Ti 920 OPE i"""• T ru S S• DJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 11a 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. J,.�' 3.Additional temporary bracing to Insure steNliry during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE2'o.c.and at 10'o.c.tespectivey unless braced throughout their length by r is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,r' ' ! DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ® dompejai q' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON ,l, SEQ. : 6119531 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L, ,SIX A. design loads be applied to any component. and ere for"dry condition"of use. / y �. TRANS I D: 412774 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 6 1 4 2 �p'E fabrication,handling,shipment and installation of components. Designesessary. /b7 1' 7. laesassumes adequated drainage face Is provided., + `� i 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 IIII I I III VIII VIII II II VIII II II(III IIIITPINViCA in SCSI,copies of which will be furnished upon request. Digits coincidewith joint center fines. 9. Inndicatte size of platete in inches. M iTek USA,InC./COfnpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111 IIIII IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-139) 118 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 1.1" TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 326V -78/ 186H 5.50" 0.52 KDDF ( 625) 3'- 7.7" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -108/ 128V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.009" / -/ MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.012" MAX TC PANEL LL DEFL = 0.070" @ 2'- 3.8" Allowed = 0.345" MAX TC PANEL TL DEFL = 0.067" @ 2'- 3.8" Allowed = 0.518" 12 MAX HORIZ. LL DEFL = -0.002" @ 3'- 8.2" 14.00 7 �� MAX HORIZ. TL DEFL = -0.002" @ 3'- 8.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. N 0 ,� Wind: 140 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, d, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r+ ,r, load duration factor=l.6, N Truss designed for wind loads o in the plane of the truss only. 0 f ro 0 M-3 x9 s- 4, 4 kb 1-00 3-10-08 0-01-01 PROVIDE FULL BEARING;Jts:2,4,3f JOB NAME : 5017-A POLYGON - DJ4 �� ° P 0fis Scale: 0.5039 S tkOyyN )��7Qy,,`, `/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4,I /1/A0/l 7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 0:' T9244PE r Truss: DJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. -,. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 40100 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as pywooding(TC)and/or drywall(BC). ,,,, (mss- DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeed where shown++ AF 1r 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. /, SEQ. : 6119 5 3 2 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, 3'G OREGON 4�ik �ke design loads be applied to any component and are for"dry condition"of use. TRANS I D: 412774 6.Design assumes full bearing at all supports shown.Shim or wedge if Q /4 G tr 5.CompuTrus has no control over and assumes no responsibility for the necessary. AY. f I y i" fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. '4'ftj'j�RIO" 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 t n`� I IIII I III VIII VIII(IIII II II VIII IIII IIIITPI/WTCA 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./COmpuTru6 Software 7.6.6(1 L E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-290) 229 3-4=( -61) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -17/ 315V -102/ 234H 5.50" 0.50 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 8.2" -213/ 247V 0/ OH 1.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 11.6" -4/ 13V 0/ OH 1.50" 0.02 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" /- -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.019" @ 2'- 2.3" Allowed = 0.345" ,) MAX TC PANEL TL DEFL = -0.016" @ 2'- 0.9" Allowed = 0.518" 1� MAX HORIZ. LL DEFL = -0.003" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.003" @ 3'- 8.2" 12 14.00 not Eexceedn19%satetimeof moisture manufacture. ) Design conforms to main windforce-resisting system and components and cladding criteria. N Wind: 140 mph, h=23.Sft, TCDL=9.2,BCDL=6.0, ASCE 7-10, C> (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0I Truss designed for wind loads i `� in the plane of the truss only. 0 0 0 ,--'f or �� 5** -! 0 M-3x9 A- 1, ), b I 1-00 3-10-08 1-01-01 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5017-A POLYGON - DJ5 C` iN '9/ scale: 0.9914 kGJ ,'��/2�� j,� WARNINGS: GENERAL NOTES,unless otherwise noted: I �y "Yr 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 4 .92$•P E r' Truss: DJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bred to Insure stability dud construction 2.Design assumes the top and bottom chords to be laterally braced at , DES. BY: EE ry 2'o.c.end et ig'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es pywood sheathing(TC)and/or dryweli(BC). �� t�.. DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral braang required where shown++ ♦ •,+". 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -n, OREGON �+ SEQ. : 6119533 fasteners are complete and at no tinon- corrosive should any loads greater than 5.Design assumes trusses are to be used Ina environment, ' J design bads be applied to any component. and are far"dry condition"of use. ��11 TRANS I D• 412774 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �./ 14 �y�Y.... i • fabrication,handing,shipment and Installation of components. Design asscessary. �y { V 9 P Po 7.Design assumes adequate drainage is provided. rl{�`l,.`+ 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI VVECA In BCSI,copies of which will be famished upon request. Digit coincide nct withzjoint te In lines. 9.Digits ndsize of plate to Inches. MITekUSA,Inc./CompuTrusSoftware7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112015 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.0. 2-3=(-360) 294 - 3-4=( -71) 42 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -16/ 313V -120/ 272H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 8.2" -240/ 268V 0/ OH 1.50" 0.34 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.6" -48/ 57V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" - MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.020" @ 1'- 9.9" Allowed = 0.345" MAX TC PANEL TL DEFL = 0.018" @ 1'- 9.9" Allowed = 0.518" I MAX HORIZ. LL DEFL = -0.005" @ 5'- 9.8" MAX HORIZ. TL DEFL = -0.005" @ 5'- 9.8" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 14.007 Design conforms to main windforce-resisting system and components and cladding criteria. 0) Wind: 140 mph, h=29.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1j (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. 0 00 0 in 2 M-3x4 k y ) ) / 1-00 3-10-08 2-00-01 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5017-A POLYGON - DJ6 Scale: 0.3921 CS�� PR � p�sess WARNINGS: GENERAL NOTES,unless otherwise noted: ///j��T / A. II 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual �" T 92•IPE c Truss: DJ6 and Warnings before construction commences. building component.Applicadtity of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stadlity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 484000r continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). rARlg.• m DATE: 11/20/2014 the overall structure Is the toanyco responsibility of the buildingata designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON l`i SEQ. : 6119534 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `V 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: 412774 design bads be applied to any component and are far"dry condition"of use. / `Z �^ 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 >, fabrication,handling,shipment and installation of components. necessary. ��`J ` ,'V 6.This design is furnished subject to the Imitations set forth by7.Design assumes adequate drainage is provided. b V I VIII I III VIII VIII VIII VIII VIII I II IIII gJ 8.Plates shall be located on both faces of truss,and placed so their center (l r S TPIIVJICA in SCSI,copies of which will be furnished upon request lines coincide with joint center Pries.9.Digits indicate size of plate in inches. M iTBk USA,Isc./CompUTfu3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 39-08-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2-10=(-1608) 5048 10- 3=1 0) 778 14- 9=(-378) 282 BC: 2x6 KDDF #1&BTR 2- 3=(-6084) 1834 10-11=(-1608) 5036 3-11=( -594) 70 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-5292) 1862 11-12=(-2118) 5338 11- 4=( -330) 1458 LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 12-13=(-1922) 4760 11- 6=(-1142) 756 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 4- 6=(-4512) 1654 13-14=(-1294) 3060 6-12=( -324) 358 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 12'- 0.0" TO 39'- 8.0" V 6- 7=(-5230) 2064 12- 7=( -134) 820 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 39'- 8.0" V 7- 8=1-3722) 1506 7-13=(-1810) 842 8- 9=( -102) 114 13- 8=( -466) 2006 NOTE: 2x4 BRACING AT 24"01 UON. FOR TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 8-14=(-4240) 1762 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 506.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -1102/ 3809V -135/ 278H 5.50" 6.09 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 8.0" -1405/ 3470V 0/ OH 5.50" 5.55 KDDF ( 625) ( 2 ) complete trusses required. -'� Join together 2 ply with 3"x.131 DIA GUN ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L 180 MW 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = -0.009" @ -2'- 0.0" Allowed = 0.200" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.011" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.146" @ 11'- 9.5" Allowed = 1.937" MAX TL CREEP DEFL = -0.271" @ 18'- 6.0" Allowed = 2.583" ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL = -0.044" @ 39'- 4.5" *** HANGER TO APPLY CONC. MAX HORIZ. TL DEFL = 0.072" @ 39'- 4.5" LOAD(S) EQUALLY TO ALL MEMBERS. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0-05-03 Design conforms to main windforce-resisting 11-11-11 27-08-05 system and components and cladding criteria. T T Wind: 140 mph, h=29.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6-01-12 5-09-12 6-06-05 6-11-08 6-11-08 7-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TT T T T T load duration factor=1.6, 11-09-08 Truss designed for wind loads T 1,640# in the plane of the truss only. 12 M-9x6 M-5x6(5) 7.00 p 45 M-33x4 0y 25" M-3x8 M-1 95x3 rMh a 7" /\/\ + I I o o r ao M-3x8 /1\/ Iv 2 4.M-110 5x3 M-3x8 M-3x4 M-11 12 3 x4 M-3x8 y y** 1506# M=5x6(5) 7 1, y y 6-00 5-04-12 9-05-01 b 9-03-05 9-06-13 b 19-08 20-00 y y 2-00 39-08 c0 RR(Qpe JOB NAME : 5017-A POLYGON - El Scale: 0.1434 `GJ 14, IN1. iQ NI WARNGS: GENERAL NOTES,unless otherwise noted: './1120 2-Q C1` T. 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 921 SIP L-c- c Truss• El and Warnings before construction commences. building component.Applicability of design parameters and proper /�J 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional tempore bract to Insure stability Burin construction 2.Design assumes the top and bottom chords to be lateral braced at DES. BY• EE temporary n8 ty g 2'o.c,and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as ptywood sheathing(TC)and/or drywa6(BC). DATE 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � OREGON B N. �+y 4:No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 4SEQ. : 6119536 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �i 1' design beds be applied to any component and are for"dry condition"at use. �6 'T• 1 4 Q TRANS I D 412774 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTms hes no control over end assumes no responsibility for the necessa i - fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. M��t)I t\. B.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII Tlak U A in nc./ copies of which be furnished upon request 9.Digi�coincidte sizee with iointtlate terinches. MiTak USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES: 131/201EJ 11111111111 1111IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE - 1.15 1- 2=( 0) 114 2-11=(-861) 2320 3-11=( -160) 149 15-10=(-164) 92 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3-(-2719) 517 11-12=(-760) 2155 11- 4=( -12) 315 WEBS: 2x4 KDDF STAND; 3- 4=(-2566) 522 12-13=(-615) 1924 4-12=) -470) 209 2x4 DF STAND A; LOADING 4- 5=(-2120) 534 13-14=(-512) 1642 12- 5=( -108) 727 2x4 KDDF 41&BTR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 14-15=(-346) 1027 12- 7=) -273) 121 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1787) 499 7-13=( -301) 224 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1823) 513 13- 8=( -136) 578 BC LATERAL SUPPORT <= 12"0C. UON. 8- 9=(-1266) 393 8-14=( -893) 313 LL = 25 PSF Ground Snow (Pg) 9-10=( -141) 157 14- 9=( -184) 1193 9-15=(-1826) 479 NOTE: 2x4 BRACING AT 24"0C UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -345/ 1910V -182/ 374H 5.50" 3.06 KDDF ( 625) OVERHANGS: 24.0" 0.0" 39'- 8.0" -263/ 1764V 0/ OH 5.50" 2.82 KDDF ( 625) JT 2: Heel to plate corner = 2.50" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.122" @ 15'- 9.5" Allowed = 1.937" MAX TL CREEP DEFL = -0.229" @ 15'- 9.5" Allowed = 2.583" 0-05-03 MAX HORIZ. LL DEFL = 0.057" @ 39'- 4.5" MAX HORIZ. TL DEFL = 0.089" @ 39'- 4.5" 15-11-11 23-08-05 NOTE:Design assumes moisture content does 5-03-03 4-11-14 5-03-06 5-06-05 5-11-08 5-11-08 6-03 not exceed 19% at time of manufacture. T T T TT 1' 1' T T Design conforms to main windforce-resisting 15-09-08 system and components and cladding criteria. 12 M-5x6(S) Wind: 140 mph, h=25.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 56 M-3x47 0 8 25" =M-4x4 M 1.x3o load duration factor=1.6, M-5x6(5) y We 9 e Truss designed for wind loads in the plane of the truss only. 0.25" 4 N N 1 o M-1.5x3 /V\ + +e B •c 1 3 I 0 rn 2 11 12 13 19 16* M-3x6 M-3x4 M-3x8 M-3x4 =M-4x4 M-3x5 M18HS-3x18(5) .1 l .1 .1 L b L 7-10-14 7-05-14 8-01-01 7-11-05 8-02-13 L L y 20-00 19-08 L 2-00 39-08 JOB NAME : 5017-A POLYGON - E2 .c.. pRo� �r Scale: 0.1434 C r('aIIN J7,.'Q �'1, WARNINGS: GENERAL NOTES,unless otherwise noted: I!/i"� t 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 :. T. 9 PE 1- Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywoodrequired where sown drywall(BC). AI!DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4SEQ. : 6119537 .No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, may/„ 4, ..,,Ix �^f✓ design loads be applied to any component and are for"dry condition"of use. / Q TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all suppods shown.Shim or wedge if Y 1 4 4- t 4 fabrication,handling,shipment and installation of components. necessary. provided.s ry ` ` > f 6.This design is furnished subject to the limitations set forth by 8.Platiegsnshall be locateassumes gd onaboth faces of of truss,and placed so their center ��f'1.�y~ III II III VIII III VIII I II VIII IIII IIII TPINVTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MITSk USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 . 11110 1111 This design prepared from computer input by PACIFIC LUMBER-BC LBMBBR hSBOBEF3pATIONS See approved plans TRUSS SPAN 39'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41sBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2- 9=(-390) 2268 3- 9=(-252) 208 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2630) 533 9-10=(-246) 1921 9- 4=( -28) 520 WEBS: 2x4 KDDF STAND; 3- 4=(-2378) 531 10-11=(-234) 1805 4-10=(-740) 287 2x4 DE STAND A LOADING 4- 5=(-1699) 491 11- 8=(-398) 2132 10- 5=(-313) 1297 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1699) 505 10- 6=(-744) 286 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2380) 561 6-11=( -45) 532 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2633) 565 11- 7=(-256) 229 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -344/ 1903V -272/ 286H 5.50" 3.04 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 8.0" -252/ 1666V 0/ OH 5.50" 2.67 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.125" @ 19'- 10.0" Allowed = 1.938" MAX TL CREEP DEFL = -0.254" @ 19'- 10.0" Allowed = 2.583" MAX HORIZ. LL DEFL = 0.060" @ 39'- 2.5" 19-10 19-10 MAX HORIZ. TL DEFL = 0.098" @ 39'- 2.5" T f 6-08-15 6-05-10 6-07-06 6-07-06 6-05-10 6-08-15 NOTE:Design assumes moisture content does f T f f f f f not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 7.00 14-4x6 Q 7.00 system and components and cladding criteria. 4.0" 5 ,f,f Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, J\ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-5x6(5) 3.1 M-5x6(S) Truss designed for wind loads in the plane of the truss only. 0.25" 0.25" 4 6 ' +F o M-1.5x3 M 1.5x3 rh 3 + +. 0 k- : y 1 T 11 8.+ of . 1 M-3x6 M-3x4 8.25° M-3x9 M-3x6 0 M-5x8(S) .6 b b y b 10-00-10 9-09-06 9-09-06 10-00-10 1- b 1 2-00 39-08 WEDGE REQUIRED AT HEEL(S). JOB NAME : 5017-A POLYGON - E3 �Cg a PRO S6) Scale: 0.1602 �`I�Zv /� WARNINGS: GENERAL NOTES,unless otherwise noted: p cr- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 9 k-G r llet Truss: E3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. �% 3.Additional temporary bracing to insure stability during construction2•Design assumes the top and bottom chords to be laterally braced at -.- DES. BY: EE Is the responsibility of the erector.Additionalpermanent bracingof r o.c.and at 10'o.c.respectively unless braced throughout their length by i1 p ttY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` � rr DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ //''"" 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREG.1ON fy S E Q. : 6119538 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, �j9A TRANS ID: 412774 design loads be appied to any component. and are for"dry condition"of use. }r 1 4 ��"}- • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fad bearing at all supports shown.Shim or wedge if fabrication,handIn shipment and installation of components. necessary. y. ` - 9. P Po 7.Design assumes adequate drainage is provided. 4 10- 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 VIII VIII VIII(IIII(IIII VIII(IIII IIII IIII TPINVECA In BCSI,copies of which will be furnished upon request. lines coincidenictwith joint In lines. 9.Digits ndsize oplate to Mines. pp MiTeRUSA,InC./CompuTrusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-I311,ESR-1988(MITek) EXPIRES:12/31/201 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-13=(-434) 2193 3-13=(-139) 141 _ BC: 2x4 KDDF #11BTR SPACED 24.0" O.C. 2- 3=(-2648) 615 13-14=(-343) 2008 13- 4=( -1) 329 WEBS: 2x4 KDDF STAND; 3- 4=(-2462) 616 14-15=(-277) 1738 4-14=(-495) 199 2x4 DF STAND A LOADING 4- 5=(-2005) 605 15-16=(-278) 1738 14- 5=(-161) 669 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE 5- 6=( 0) 0 16-17=(-340) 1885 14- 7=(-243) 113 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1659) 575 17-11=(-479) 2121 15- 7-( -41) 57 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1752) 645 7-16=(-925) 398 8- 9=(-1828) 602 16- 8=(-484) 1484 LL = 25 PSF Ground Snow (Pg) 9-10=(-2361) 607 16- 9=(-680) 238 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-2621) 637 9-17=( 0) 425 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 114 17-10=(-216) 185 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 24.0" 24.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -359/ 1894V -270/ 269H 5.50" 3.03 KDDF ( 625) 39'- 8.0" -360/ 1894V 0/ OH 5.50" 3.03 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-11-06 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" ' 12-07-07 MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" 0-05-03f f MAX LL DEFL = -0.139" @ 19'- 2.6" Allowed = 1.937" 15-11-113-02-19 17-10 MAX TL CREEP DEFL = -0.282" @ 19'- 2.6" Allowed = 2.583" MAX LL DEFL = -0.036" @ 41'- 8.0" Allowed = 0.200" T T T T T MAX TL CREEP DEFL = -0.043" @ 41'- 8.0" Allowed = 0.267" 5-03-03 4-11-14 5-03-06 2-10-15 5-10-04 5-10-04 6-01-09 T 1' 1' 1' 1' 1' 1' 1' T MAX HORIZ. LL DEFL = 0.059" @ 39'- 2.5" 15-09-08 MAX HORIZ. TL DEFL = 0.098" @ 39'- 2.5" 12 12 M-4x6 12 NOTE:Design assumes moisture content does 7.00 7.00 Q 7.00 not exceed 19% at time of manufacture. 8 4 r Design conforms to main windforce-resisting M-4x656 M-5X10 \ M Sx6(S) system and components and cladding criteria. M-5x6(S) _�" 3.1 Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0.25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" `9 load duration factor=1.6, Truss designed for wind loads =', in the plane of the truss only. i +t 41\ M 1.5x3CD +, +I + o-1.5x3 3 + ti 0 t A A I 1�1. M 13 4 ,( T 15 ,¢ 17 1 o M-3x6 M-3x4 1,25" 0.25 M-3x4 M 3x6� 2 0 M-1.5x3 M-5x8(S) M-5x8(5) 7-10-14 7-05-14 3-08-012-09-03 7-05-10 10-04-06 .1 ) b ), 2-00 39-08 2-00 JOB NAME •. 5017-A POLYGON - E4 ' PROps l,l,..1 Scale: 0.1381 <j .01N /�/j7yrr_., / WARNINGS: GENERAL NOTES,unless otherwise noted: C/ 'C''///20/17 r #. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4 `9 i P E r Truss: E4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,, "r. 41‹.0 so is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - OREGON- SEQ. : 6119 5 3 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ,�b �A. design bads be appied to any component. and are for"dry condition"of use. / q(� TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beefing at all supports shown.Shim or wedge if ti /t� ` �h fabrication,handing,shipment and installation of components. necessary. t " 8.This design is furnished subject to the imitations set forth 7.Design assumes adequate drainage Is provided. , �`L\- 111111111111111111111111111111 9 1by 8.Plates shall be located on both faces of truss,and placed so their center TPI/VYfCA In BCSI,copies of which will be furnished upon request. Digit coincide with jointpate in inches M iTek USA,Inc./CornpUTrus Software 7.6.6(1 L)-E nches. 10.Foribasio onnectorplatetden sign values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIII I III) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #101TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2-13=(-902) 5226 13- 3=( -490) 2412 BC: 2x4 ROOF #1&BTR; SPACED 24.0" O.C. 2- 3=(-6384) 1232 13-14=(-886) 5154 3-14=(-1892) 456 2x6 KDDF #1&BTR 81 3- 4=(-4214) 806 14-15=(-522) 3540 14- 4=) -222) 1272 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-3252) 664 15-16=(-342) 2968 4-15=(-1176) 304 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 0) 0 16-17=(-344) 2966 15- 5=( -224) 1302 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2772) 602 17-18=(-238) 2208 15- 7=( -606) 220 TC LATERAL SUPPORT <= 12"0C. HON. TOTAL LOAD = 42.0 PSF 7- B=(-2224) 488 18-11=(-360) 2458 16- 7=( 0) 198 BC LATERAL SUPPORT <= 12"0C. UON. B- 9=(-2234) 506 7-17=(-1616) 390 LL = 25 PSF Ground Snow (Pg) 9-10=(-2808) 508 17- 8=( -346) 1768 ADDL: BC UNIF LL+DL= 40.0 PLF 0'- 0.0" TO 3'- 10.5" V 10-11=(-3024) 500 17- 9=( -642) 258 NOTE: 2x4 BRACING AT 24"OC UON. FOR 11-12=( 0) 114 9-18=( -26) 446 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 2307.0 LBS @ 3'- 10.5" 18-10=( -200) 184 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0" 24.0" LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -885/ 4147V -269/ 269H 5.50" 6.63 KDDF ( 625) ( 2 ) complete trusses required. 39'- 8.0" -408/ 2103V 0/ OH 5.50" 3.37 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN _, ,- nails staggered at: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 9" oc in 1 row(s) throughout 2x4 top chords, \n/ 9" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /V\ 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX LL DEFL = -0.009" @ -2'- 0.0" Allowed = 0.200" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.011" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.072" @ 15'- 2.6" Allowed = 1.937" *** HANGER TO APPLY CONC. MAX TL CREEP DEFL = -0.223" @ 15'- 0.8" Allowed = 2.583" LOAD(S) EQUALLY TO ALL MEMBERS. 0-05-03 MAX LL DEFL = -0.009" @ 41'- 8.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.011" @ 41'- 8.0" Allowed = 0.267" 11-11-11 3-02-14 6-07-07 17-10 f4-00-04 3-08-10 3-09-10 -11-06f 6-10-15 5-10-04 5-10-04 6-01-09 MAX HORIZ. LL DEFL = 0.028" @ 39'- 2.5" T T T TT T T T T MAX HORIZ. TL DEFL = 0.068" @ 39'- 2.5" 11-09-08 NOTE:Design assumes moisture content does f f not exceed 19% at time of manufacture. 12 12 M-9x6 12 Design conforms to main windforce-resisting 7.00 7.00177' 4 0" Q 7.00 system and components and cladding criteria. 8 ‘-‘ M-5x6(5) Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3.1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 5x10 0.25" load duration factor=l.6, M-4x6 Truss designed for wind loads 56 9 in the plane of the truss only. M- 0 j63x4tçj1/ 15 o2 M-3x8 3 *101-1.5x3 A o iln of 1 13 M-3x8 64. 5" M-135x8 M-11.65x3 0.25v M 3x9 M-3x5 1 2 0 M-7x8(S) *** 12307# M-5x8(S) .1 7 ) ). ), 1, 1, 1, 3-10-08 3-06-14 3-11-06 3-08-01 6-09-03 8-10-04 8-11-12 1, ,1 1, ). 2-00 39-08 2-00 � JOB NAME : 5017-A POLYGON - E5 Scale: 0.1256 CO �tkGIN60 PR(1F `�S/Q WARNINGS: GENERAL NOTES,unless otherwise noted: ///gO rt? "' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Q' T921641PE C' Truss• E5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown vIncorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction. 2•Design assumes the top end bottom chords to be laterally braced at DES. BY• EE is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P h' P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r (t' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - OREGON Al! SEQ. : 6119540fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosNe environment, �>k / TRANS I D• 412 7 7 4 design bads be applied to any component. and ra far"dry condition"assumes full bearinguse. 6.Designrat all supports shown.Shim or wedge If / Zp • 5.CompuTrus has no control over and assumes no responsibility for the '1 fabrication,handing,shipment and Installation of components. necessary. /b i ej - P Po 7.Design assumes adequate drainage Is provided. 'r R y L�;, 6.This design is furnished subject to the imitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPI/WTCA in I,copies of which will be furnished upon lines de with int nter Ines. IIIIII I II(III VIII VIII III(VIII IIII IIIIM TB SA,Inc SCOmpuTru6 Software 7.6 6(1 L)E request. 10.For basic con ectoroplateedesign values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of late in inches. EXPIRES:12/31/2015 • IIIIIIIIIIIIII This design prepared from computer input by - PACIFIC LUMBER-BC LDMBMR hSBQ@IFBPA@EONS See approved plans 35-08-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2-12=(-1958) 6382 12- 3=( -554) 2064 17- 9=( -256) 946 BC: 2x6 KDDF #10TR 2- 3=(-7620) 2070 12-13=(-1746) 5644 3-13=(-1022) 268 9-18=(-1552) 782 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-5414) 1634 13-14=(-1494) 4638 13- 4=( 0) 438 18-10=( -539) 1962 LL = 25 PSF Ground Snow (Pg) 4- 5=(-4700) 1676 14-16=(-1640) 4334 4-14=( -700) 176 10-19=(-3402) 1422 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V5- 6=( 0) 0 15-17=( -68) 176 14- 5=( -522) 1594 19-11=( -308) 232 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 12'- 0.0" TO 35'- 8.0" V5- 7=(-3988) 1486 17-18=(-1422) 3516 14- 7=(-1084) 638 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 8.0" V7- 8=(-4324) 1680 18-19=) -930) 2166 7-16=( -154) 372 8- 9=(-4122) 1656 15-16=( 0) 112 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 9-10=(-2920) 1192 16- 8=( -72) 252 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( -104) 118 16-17=(-1554) 4014 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8-17=( -926) 558 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 24.0" 0.0" 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) ( 2 ) complete trusses required. 0'- 0.0" -860/ 3030V -135/ 278H 5.50" 4.85 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN 35'- 8.0" 1292/ 3071V 0/ OH 5.50" 4.91 KDDF ( 625) nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.009" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.011" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.127" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.253" @ 13'- 7.0" Allowed = 2.317" 0-05-03 MAX HORIZ. LL DEFL = 0.059" @ 35'- 4.5" 11-11-11 23-08-05 MAX HORIZ. TL DEFL = 0.099" @ 35'- 4.5" 2-09 3-04-12 5-09-12 1-05-09 5-01-09 5-09-11 5-06-03 5-09-11 notexceedesign assumes moisture content does If 1. 1. '1 '1 not 19% at time of manufacture. 11-09-08 Design conforms to main windforce-resisting T " 640# system and components and cladding criteria. 12 M-5x6(S) 7.00 Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 56 M-3x4 M-3x4 5" M-3x5 M 1115x3 load duration factor=l.6, ).0§2 MP a Truss designed for wind loads in the plane of the truss only. M-3x9 N a y o o o M-3x5 0 i 3 W M-3x8 A ./\/i »': p z 13 14- 16 IR M-bx8 M-3x4 M-3x8 1s 17V 3.,, -f o 1 ld-1.5x3 M-7x8 0.25 M-3x5 M-6x8 4 3.75 M-7x8(5) 12 J. ), ,l ), b . ,l J' y 05-083 -09-12 5-06-08 2-02-09 5-01-04 8-05 8-06-12 b 2-00�05-08 10-11-12 22-02-12 y y 2-00 35-08 JOB NAME : 5017-A POLYGON - F1 .<<„ PanFess Scale: 0.1397 cl ��i/A©/P }` .17 WARNINGS: GENERAL NOTES,unless otherwise noted: �t?t /7CC' 1,..' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual -9.**P E Trus s• Fl and Warnings before construction commences. building component.Applicability of design parameters and proper '` • 2.204 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. �°. 3.Additional temporary bradng to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c,and of 10'o.c.respectively unless braced throughout their length by ,Aae.^ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ # ! C' 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON. t ^t i S EQ. : 6119543 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L vs TRANS I D 412774 design loads be applied to any component. and are for"dry condition"i of use. / Al i" 2-°. ' �. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 4 necessary. i^' +l PI I` ` fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. t-4 6.This design is furnished subject to the lnitatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINVTCA in BCSI,copies of which will furnished upon request. git coincideitwithzjointf center Ines. 9.Digits dsize oplate in inches.. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC BRMBBB h8B1361FipATIONS See approved plans TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11=(-678) 3149 11- 3=(-163) 1024 9-17=(0) 341 BC: 2x4 KDDF #1&8TR SPACED 24.0" O.C. 2- 3=(-3825) 826 11-12=(-612) 2800 3-12=(-752) 252 WEBS: 2x4 KDDF STAND; 3- 4=(-2462) 552 12-15=(-364) 2054 12- 4=( 0) 392 2x4 DF STAND A LOADING 4- 5=(-1827) 516 13-14=( 0) 0 4-15=(-704) 236 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 14-16=( -5) 38 14-15=( 0) 68 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 8=(-1473) 505 16-17=(-350) 1898 15- 5=( -81) 517 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 17-10=(-348) 1901 15- 8=( -68) 250 8- 9=(-1740) 501 15-16=(-152) 1358 LL = 25 PSF Ground Snow (Pg) 9-10=(-2355) 516 8-16=( -35) 352 NOTE: 2x4 BRACING AT 24"0C UON. FOR 16- 9=(-620) 242 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -331/ 1736V -214/ 227H 5.50" 2.78 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -237/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 0-05-03 0-05-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" 15-11-11 3-08-10 1`1' 15-11=11 MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.126" @ 15'- 9.5" Allowed = 1.737" 2-09 6-03 6-06-08 f 3-08-10 7-05-14 8-00-10 fMAX TL CREEP DEFL = -0.248" @ 15'- 9.5" Allowed = 2.317" f T 1 TT TT f f MAX HORIZ. LL DEFL = 0.083" @ 35'- 2.5" 15-09-08 15-09-08 MAX HORIZ. TL DEFL = 0.139" @ 35'- 2.5" T T T T 12 M-4x6 `M-6x6 12 NOTE:Design assumes moisture content does 7.00 5 b8 4 7.00 not exceed 19% at time of manufacture. * Design conforms to main windforce-resisting M-5x8(5) system and components and cladding criteria. 0.25" Wind: 140 mph, h=25.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ot M-3x4 load duration factor=l.6, I + 9 Truss designed for wind loads o in the plane of the truss only. 0 M 3x5 3 I M-5x6 - " o ��_ t,� 12 �>_rE� iii ' a_ 1 2 M-5x6 M-3x9 0l 13 19 �6 17 1f8* o / o M 1.5x3 0.25' M-1.5x3 M-3x6 0 M-5x8 a 3.75 M-5x12(S) 12 3, b b l )' 3 3. 3, 1 2- 05-0y 6-03 4-08-12 1-11 -08 4-10-08 7-05-14 7-10-14 L 2-002-05-08 10-11-12 1 y 22-02-12 L L 15-03 1-09-12 20-05 L 2-00 35-08 JOB NAME : 5017-A POLYGON - F2 � � PRO Scale: 0.1572 � 0,coN j},+Q 'S% WARNINGS: GENERAL NOTES,unless otherwise noted: <{r /!/201 !cc •?y 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and is for an individual 4t .92®®P I„" C" Truss: F2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. Aiite,001rexe''' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectivety unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as ptywood sheathing(TC)end/or drywell(BC). DATE: 11/20/2014 the overa9 structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0 0 -C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '37 )1_OREGON� �t, SEQ. : 6119544 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 1) ! design bads be applied to any component. and are for"dry condition"of use. n TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 G ty fabrication,handling,shipment and installation of components. Dnesessary. f7,S 7.Design assumes adequate drainage is provided. �y p i w. V 6.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center r'1 1-1{1. lines ncide with int center lines. IIIIIII IIII VIII VIII VIII VIII VIII IIII IIII M TB SA,Inc./CompuTrus Software 7.6 6(1 L)E request. 10.For baslic connector oplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of plate in Inches. EXPIRES:12/31/2015 • IIIIIIIMill This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 114 2-11=1-513) 3130 11- 3=(-118) 1010 7-16=1 -26) 473 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-3805) 695 11-12=1-463) 2785 3-12=1-687) 222 16- 8=1-216) 187 WEBS: 2x4 KDDF STAND; 3- 4=1-2522) 475 12-13=1-273) 2103 12- 4=( 0) 351 2x4 DF STAND A LOADING 4- 5=1-1965) 470 14-15=1 -7) 46 4-13=1-611) 167 LL( 25.0)+01,I 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1949) 590 15-16=(-206) 1601 5-13=1-331) 235 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1514) 446 16- 9=1-333) 1887 14-13=1 -6) 41 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2120) 466 13-15=1-128) 1178 8- 9=1-2341) 463 13- 6=(-319) 1019 OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) 9-10=1 0) 114 15- 6=(-108) 581 15- 7=(-661) 259 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -331/ 1726V -268/ 268H 5.50" 2.76 KDDF ( 625) 35'- 8.0" -331/ 1726V 0/ OH 5.50" 2.76 KDDF ( 625) 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.135" @ 13'- 6.1" Allowed = 1.737" 17-10 17-10 MAX TL CREEP DEFL = -0.268" @ 13'- 6.1" Allowed = 2.317" MAX LL DEFL = -0.036" @ 37'- 8.0" Allowed = 0.200" 2-09 5-04-02 5-05-14 4-01-04 6-00 5-10-04 6-01-09 MAX TL CREEP DEFL = -0.043" @ 37'- 8.0" Allowed = 0.267" 12 12 MAX HORIZ. LL DEFL = 0.080" @ 35'- 2.5" 7.00 17' IIM-6x6 Q 7.00 MAX HORIZ. TL DEFL = 0.133" @ 35'- 2.5" 6.0" NOTE:Design assumes moisture content does /- 6 not exceed 19% at time of manufacture. •k% M-5x6(5) Design conforms to main windforce-resisting M-1,5x3 system and components and cladding criteria. 5 0.25" M-5x6(5) 7 Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), `" 0.25" load duration factor=l.6, Truss designed for wind loads 1in the plane of the truss only. 41 M-1.5x3 1 8 M-3x5 3 M-5x6 o �i -5x6xwedge 1,4-3x4I4 15 0.25>,¢ '`\D o o o ld-5x8 M-3x10 M-3x6 M-1.5x4+ M-1.5x3 M-1.5x4+ a 3.75 M-5x6(S) 12 ; 1 J. 1 1 1 1 2-05-08 5-04-02 5-09-06 4-03 8-10-04 8-11-12 1 1 1 1 / 1 2-002-05-08 10-11-12 22-02-12 2-00 1 1 1 1 2-00 35-08 2-00 JOB NAME : 5017-A POLYGON - F3 ��c SR F s� Scale: 0.1457 N. ....% r/1N �h7,,� /. WARNINGS: GENERAL NOTES,unless otherwise noted: 4/ iJI2 cr- "}. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual C `92**rpG. r Truss• F3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown.. incorporation of component Is the responsibility of the building designer. f` �,vr^'� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE 2'o.c.and at 10'a c.respectively unless braced throughout their length by 44010p Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d ll BC. + : wheres M'+a( ) DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required whershown++ 4 (C 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the respunsibli `ty of the respective contractor. OREGON /•(f SEQ. : 6119545 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, G Ib A.. design loads be applied to any component. and are for"dry condition"of use. / r�Q •.t. TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bee ng at all supports shown.Shim or wedge if D 1 4, a.. necessary. /� fabrication,handling,shipment and installation of components. 7•Design assumes adequate drainage Is provided. '` R y t..„,. 6.This design Is famished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII IIII VIII 1IIII IIII II 11IIII IIII IIII TPINVECA in BCSI,copies of which will be furnished upon request. Digit coincidenitwith joint ain che. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 988(MiTek) EXPIRES: 12/3'1/201 2, ©1 11111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF tj1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-10=(-630) 3129 10- 3=(-154) 1010 14- 7=(-665) 258 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3806) 763 10-11=(-567) 2783 3-11=(-681) 246 7-15=( -43) 486 WEBS: 2x4 KDDF STAND; 3- 4=(-2523) 501 11-12=(-328) 2104 11- 4=( 0) 351 15- 8=(-226) 206 2x4 DF STAND A LOADING 4- 5=(-1966) 476 13-14=( -7) 46 4-12=(-610) 172 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1949) 611 14-15=(-210) 1602 5-12=(-331) 234 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1514) 460 15- 9=(-355) 1891 13-12=) -6) 41 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2122) 510 12-14=(-128) 1175 8- 9=(-2344) 508 12- 6=(-333) 1019 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) 14- 6=(-107) 583 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -336/ 1736V -247/ 261H 5.50" 2.78 KDDF ( 625) 35'- 8.0" -240/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.135" @ 13'- 6.1" Allowed = 1.737" MAX TL CREEP DEFL = -0.268" @ 13'- 6.1" Allowed = 2.317" 17-10 17-10 MAX BORIS. LL DEFL = 0.080" @ 35'- 2.5" 2-09f 5-05-14 9-01-09 6-00 5-10-09 6-01-09 MAX HORIZ. TL DEFL = 0.133" @ 35'- 2.5" f '1 1' T T T 1' - - -'' NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 7.00 IIM-6x6 ,:17.00 6.0" Design conforms to main windforce-resisting 6 .0 A- system and components and cladding criteria. ".a\ M-5x6(5) Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x35 3. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0.25" Truss designed for wind loads M-5x6(5) in the plane of the truss only. 0.25" r o *p M-1.5x3 , + 8 -a M-3x5 4411111 3 o M-5x6 ed '_ �� A o `, ry� ' d2xwedge II o 12: �.:. s t M-3x4 13 14 0.254 * sz 51 oM-5x8 M-3x10 x6 M 5x9+ 0 M-1.5x4+ M-1.5x3 . 3.75 M-5x6(S) 12 ). J' ). ), ,l b l 2-05-08 5-09-02 5-09-06 9-03 8-10-09 8-11-12 1, .1 3, 3. 3 2-002-05-08 10-11-12 22-02-12 1, y 3. 2-00 35-08 JOB NAME : 5017-A POLYGON - F3S , �`t'° PR0Fess Scale: 0.1434 Cj 14,0IN WARNINGS: GENERAL NOTES,unless otherwise noted: C;` I 201 (31' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual tt T (],P E f"� Truss• F 3 S and Warnings before construction commences. building component.Applicability of design parameters and proper ��4M 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous1Impact sheathing such l as acing required where sown drywell(BC). DAT E: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bating required where shown++ f+i (�'• 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -p OREGON Ev S E Q. : 6119546 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L, � design loads be applied to any component. and are for"dry condition"of use. / +� TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifnL? 7 2°�Q E" fabrication,handling,shipment and installation of components. Designe . 41' `• 7. laesassumes adequateod drainage isotrus,provided. "', •� y 4 ' - 8.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center 11111211111111111 TPINVTCA in SCSI,copies of which will be furnished upon request. git coincidewith joint ate in inches.9.Digits indicate size of plate In Inches. M iTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Bl&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-10=(-283) 1999 3-10=(-211) 184 BC: 2x4 KDDF Bl&BTR SPACED 24.0" O.C. 2- 3=(-2338) 465 10-11=(-205) 1707 10- 4=( -24) 446 WEBS: 2x4 KDDF STAND; 3- 4=(-2114) 464 11-12=(-208) 1609 4-11=(-654) 260 2x4 DF STAND A LOADING 4- 5=(-1517) 444 12- 8=(-335) 1884 11- 5=(-269) 1131 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1517) 444 11- 6=(-654) 260 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2114) 464 6-12=( -24) 446 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2338) 464 12- 7=(-211) 184 8- 9=( 0) 114 OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) • ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSE. 0'- 0.0" -331/ 1726V -268/ 2688 5.50" 2.76 KDDF ( 625) 35'- 8.0" -331/ 1726V 0/ OH 5.50" 2.76 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.099" @ 17'- 10.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.201" @ 17'- 10.0" Allowed = 2.317" MAX LL DEFL = -0.036" @ 37'- 8.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 37'- 8.0" Allowed = 0.267" 17-10 17-10 MAX HORIZ. LL DEFL = 0.048" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.078" @ 35'- 2.5" 6-00-15 5-09-10 5-11-06 5-11-06 5-09-10 6-00-15 NOTE:Design assumes moisture content does '( 1' T f ( ' 1' not exceed 19% at time of manufacture. 12 12 7.00 M-4x6 4 7.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 5 .f, Wind: 140 mph, h=25.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) Q \1 M 5x6(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0.25" 0,25" in the plane of the truss only. 4 6 0, O4 IIIIIIIIIIPP 1o +l M 1.5x3 M-1.5x3 ,--1 \ 1 o I A A d. f 12 **8\ 0 o 1/iM-3x6 M-3 1x9. 25" M-3x4 M-3x6 9 0 M-5x8(S) ,1 ), ), 1, ,1 y y 9-00-10 8-09-06 8-09-06 9-00-10 y b 2-00 35-08 2-00 JOB NAME : 5017-A POLYGON - F4 <<, o PROF s's Scale: 0.1573 � ��i,F��� �2 WARNINGS: GENERAL NOTES,unless otherwise noted: ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4' !92 0 S P CCC- r Truss: F 4 and Warnings before construction commences. building component Applicability of design parameters and properAO", 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d ll BC. W, , DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging r lateral bracing required where hown+ ( ) C 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON h 4Ct SEQ. : 6119547 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, ,G. 1 14 A„ TRANS ID: 412774 design loads be appied to any component. and are for"dry condition"of use.supports g //� 7/ SQ �4 • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all su ds shown.Shim or wedge if V '�4 , necessary.ig /j j ,RFitG8- fabdcetion,handing,shipment and installation of components. 7. eassumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 011 (IIII(IIII IIIIIIIII 12 IIII IIII TPIMffCA in BCSI,copies of which will be famished upon request. git coincidenctwith joint ate in nche. 9.Digits indicate size of plate in inches. M iTBk USA,Inc./CompuTr'us Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 ICJ This design prepared from computer input by PACIFIC LUMBER-BC ERMSBR hSBNOIEtpATiON8 See approved plans TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2- 9=1-350) 1984 3- 9=(-211) 183 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2339) 478 9-10=(-224) 1692 9- 4=) -23) 446 WEBS: 2x4 KDDF STAND; 3- 4=(-2114) 478 10-11=(-212) 1610 4-10=(-654) 259 2x4 DF STAND A LOADING 4- 5=(-1518) 443 11- 8=(-358) 1888 10- 5=(-2B3) 1132 LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1518) 458 10- 6=(-658) 259 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2117) 507 6-11=( -40) 459 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSP 7- 8=(-2341) 510 11- 7=(-218) 204 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -335/ 1736V -247/ 2618 5.50" 2.78 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 8.0" -240/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.099" @ 17'- 10.0" Allowed = 1.738" MAX TL CREEP DEFL = -0.202" @ 17'- 10.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.047" @ 35'- 2.5" 17-10 17-10 MAX HORIZ. TL DEFL = 0.077" @ 35'- 2.5" T 1' f NOTE:Design assumes moisture content does 6-00-15 5-09-10 5-11-06 5-11-06 5-09-10 6-00-15 not exceed 19% at time of manufacture. T T 4 T T T T 12 12 Design conforms to main windforce-resisting 7.00 M-4x6 Q 7.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-5x6(5) \1 M -5x6(S) Truss designed for wind loads in the plane of the truss only. 0.25" 0.25" 4 6 i +1 o M-1.5x3 M-1.5x3 3 + +. 7 0 0 ,-: x. A o A V t 2 9 1Q 'f 11 8++ o 1M-3x6 M-3x4 $.25" M-3x4 M-3x6 0 M-5x8(S) .j. , l l l l l 9-00-10 8-09-06 8-09-06 9-00-10 l 2-00 35-08 WEDGE REQUIRED AT HEEL(S). JOB NAME : 5017-A POLYGON - F5 4��, a PROF�r6: Scale: 0.1697 „1OINr per '/0 WARNINGS: GENERAL NOTES,unless othe"Mse noted: tt r /(/�/F4` �)'1')+ -y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4' .a t PE r Truss: F 5 and Wardngs before construction commences. building component.ApplicaNity of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+• Incorporation of component is the responsibility of the building designer. ,,r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,.+" DATE: 11/20/2014 the overa8 structure Is the responsibility of the building designer. 3.Zr Impact bridging or lateral bracing required where shown++ OREGON �C 4SEQ. : 6119548 .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 greater than 5.Design assumes trusses are to be used ina non-corrosive environment, j, �j9 Qat), design bads be applied to any component. and are for"dry condition"of use. f TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4 2 �0 fabrication,handing,shipment and Installation of components. necessary. A. . { S 6.This design is furnished subject to the imitations set forth7.Designlatesassumes adequatedon drainagecis fttruss, provided. �rT �y t," 9 W by 8.Plates shall be locateddboth faces of truss,and placed so their center `l ch will be furnished upon VIII IIII VIII VIII VIII VIII VIII IIII IIII MiTTPIANTCA in e USA,lncsI,copies of/Compulrus(Software 7.6.6(10-E request. 10.For balines assicctco nectorde with oint center lines. plate design values see ESR-1311,ESR-1988(MITek) 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 35-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2066) 452 1-5=(-292) 1170 5-2=( -316) 1436 7-4=(-130) 36 - 2x6 KDDF #1&BTR T2 2-3=(-1178) 290 5-6=(-324) 1382 5-3=( -286) 80 BC: 2x6 KDDF H1&BTR LOADING 3-4=( -34) 50 6-7=(-324) 1382 6-3=( -322) 1526 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 3-7=(-1896) 424 2x6 KDDF STAND A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC UNIF LL( 420.8)+DL( 306.2)= 727.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT 24"0C. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -543/ 2439V -40/ 69H 5.50" 3.90 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 0.0" -512/ 2307V 0/ OH 5.50" 3.69 KDDF ( 625) NOTE: 2x4 BRACING AT 24"0C UON. FOR BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' ALL FLAT TOP CHORD AREAS NOT SHEATHED AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ( 2 ) complete trusses required. MAX LL DEFL = -0.006" @ 3'- 8.5" Allowed = 0.254" ** For hanger specs. - See approved plans Join together 2 ply with 3"x.131 DIA GUN MAX TL CREEP DEFL = -0.013" @ 3'- 8.5" Allowed = 0.339" J.,- nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, MAX HORIZ. LL DEFL = 0.002" @ 5'- 8.5" 9" oc in 2 row(s) throughout 2x6 top chords, MAX HORIZ. TL DEFL = 0.003" @ 5'- 8.5" 6" oc in 2 row(s) throughout 2x6 bottom chords, Mw 9" oc in 1 row(s) throughout 2x4 webs. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 1-10-03 4-01-13 ,1' ,r T Design conforms to main windforce-resisting 1-10-03 1 10 04 2-03-09 system and components and cladding criteria. 1' )' 1' 1' Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.00 7 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-4x6 /- M-3x8 M-1.5x3 3 4 --s 4(D O Cu O M-5x10 O M O o 4,4411 r..1 in CD i 11.-=-4 5 6 ** 7 0 M-4x8 M-1.5x3 :-.M-6x6 1-08-02 2-00-05 2-03-09 y /' 6-00 JOB NAME : 5017-A POLYGON - F GIRD Scale: 0.4349 `CJS lea `rip WARNINGS: GENERAL NOTES,unless otherwise noted: �✓ a/I/ � 4Zft" 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual '92.O`p E. Truss: F GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rt. DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ .r 4.No load should be applied to any component until after a8 bracing end 4.Installation of truss is the responsibility of the respective contractor. OREGON (j/ SEQ. : 6119549fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1.,. of N� A, TRANS I D: 412774 design loads be applied to any component. and are for"dry condition"of use.supports ! 7 �(} • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all su its shown.Shim or wedge If t fabrication,handling,shipment and installation of components. necessary.Design �+. P Po 7. laesassumes adequate ne drainagecis provided. t4 R y i•„y 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII III) TPIANICA in SCSI,copies of which will be famished upon request. 9.Digit cndcat with joint ate in inches. 0.For basic lines. M ITek USA,IDC./CompUTrus Software 7.6.6(1 L)-EDigits connectorplaedesign values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF j1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-99) 174 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -173/ 327V -26/ 83H 5.50" 0.52 KDDF ( 625) 0'- 10.8" -74/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.2" Allowed = 0.059" MAX TC PANEL TL DEFL = -0.001" @ 0'- 7.9" Allowed = 0.088" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 0-11-09 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339" T T MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8" 12 MAX HORIZ. TL DEFL = 0.001" @ 0'- 10.8" 14.00 P NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=l.6, 4 Truss designed for wind loads in the plane of the truss only. o 0N ti m t ��0 0 M 3x9 /' J• b 1-00 1PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME : 5017-A POLYGON - FJ1 �,�`�n PRQ,c�s� Scale: 0.6354 Cj laGINN (0h, f WARNINGS: GENERAL NOTES,unless otherwise noted: � 11/2 /' I 411 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 ' '92e S P E {'' Truss• FJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ' 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC) rywa( ) npQCsown d II BC. CC� DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.Zx Impact bridging or lateral bracing required where shown++ # / 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON `r, SEQ. : 6119550 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, I. 'j Nb." ,(, design bads be applied to any component. and are for"dry condition"of use. / TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 ' 0.± fabrication,handling,shipment and installation of components. necessary. fabrication, 44: S 7.Platesassumes adequate otdrainage Istruss,a. Iw,y��„ _ 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be locatedonboth faces o1 truss,and placed so their center r-5 - TPI/WTCA In BCSI,copies of which will be furnished upon lin s ncide with IIIIII VIII(IIII I'll(IIII(IIII IIII IIII IIII M Te USA,lnc./CompuT us Software 7.6 6(1 L)E request. 10.For basiic connector oplate design values see ESR-1311,ESR-1988(MITek) int center Ines. 9.Digits indicate size of late in inches. EXPIRES;12131/2015 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=(-31) 40 6-5=( -3) 16 - BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-99) 0 6-7=( 0) 0 5-3=( 0) 56 WEBS: 2x4 KDDF STAND 3-4=(-32) 40 5-8=(-44) 55 3-8=(-56) 45 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -36/ 285V -45/ 1190 5.50" 0.46 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.8" -144/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) 6'- 0.0" 0/ 59V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 1-11-09 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T 1'AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 MAX LL DEFL = 0.001" @ 1'- 3.7" Allowed = 0.069" 14.00 7 MAX TL CREEP DEFL = -0.002" @ 1'- 3.7" Allowed = 0.092" f -, MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.179" M-9X6 MAX BC PANEL TL DEFL = -0.016" @ 3'- 5.4" Allowed = 0.247" 4 MAX HORIZ. LL DEFL = -0.003" @ 5'- 7.0" � o MAX HORIZ. TL DEFL = 0.003" @ 5'- 7.0" r, NOTE:Design assumes moisture content does 4' o not exceed 19% at time of manufacture. Cu Design conforms toe main windforce-resisting �. system and components and cladding criteria. Cu 1� Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, _� Cu 0 : (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), In f load duration factor=l.6, 0 rii rUllo M 1.5x4 Truss designed for wind loads o M6-3x4 7 Cu in the plane of the truss only. M-3x4 M-3x5 I 1• 1, 1, 1-03-12 4-08-04 1- 1- 1- 1- 1-00 1-00 1-05-08 4-06-08 1, ). 1' /, 2-05-08 1-00 3-06-08 .1 /, 6-00 'PROVIDE FULL BEARING;Jts:2,4,81 JOB NAME : 5017-A POLYGON - FJ2 ., Q, o PROF ss Scale: 0.5354 5 GIN WARNINGS: GENERAL NOTES,unless otherwise noted: ///^of air ' 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 �:. T920 OPE 1' Truss• FJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction2 Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1, is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r ! DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ # C 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7OREGON to SEQ. : 6119551fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, 4(..., v1h design loads be applied to any component. and are for"dry condition"of use. / -7 �Q .�. A. TRANS I D: 412774 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes fug bearing at at supports shown.Shim or wedge if Qv,s nfabrication,handling,shipment and installation of components. ecessary. M`"RML �y 7.Designlatesassumes adequateatedndrainage isotrus,provided. 1+, 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII I III(III IliiTPINVTCA in BCSI,copies of which will be famished upon request. lines coincide with joint center Ines. 9.Dies ndsize ofplate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) EXPIRES:12/31/2015 11 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 86 2- 6=(-164) 245 6- 7=( -16) 73 5-10=(-446) 240 2x6 KDDF #1&BTR T2 2- 3=(-496) 110 6- 8=( 0) 0 7- 3=( -29) 59 BC: 2x4 KDDF #1&BTR LOADING 3- 4=(-400) 121 7- 9=(-199) 296 3- 9=(-107) 159 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-293) 112 9-10=( -47) 72 9- 4=(-167) 139 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 0.0" V 9- 5=(-135) 353 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 3'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 125.0)+DL( 35.0)= 160.0 LBS @ 3'- 0.0" 0'- 0.0" -146/ 604V -81/ 131H 5.50" 0.97 KDDF ( 625) NOTE: 2x4 BRACING AT 24"01 UON. FOR 6'- 0.0" -205/ 507V 0/ OH 5.50" 0.81 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 2-11-09 3-00-07 MAX LL DEFL = 0.008" @ 3'- 1.1" Allowed = 0.254" f T ' MAX TL CREEP DEFL = -0.013" @ 3'- 1.1" Allowed = 0.339" 1-11-08 1-00-01 3-00-07 MAX HORIZ. LL DEFL = -0.013" @ 5'- 10.3" 1' T 1160# ' MAX HORIZ. TL DEFL = 0.015" @ 5'- 10.3" M-4x6 NOTE:Design assumes moisture content does M-3x4 not exceed 19% at time of manufacture. 12 5 Design conforms to main windforce-resisting 14.007 � system and components and cladding criteria. M-4x6 40:00=111.M C� W Wind: 140 mph, h=22.4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, liu104,11 � oTruss designed for wind loads M in the plane of the truss only. i 00 Ln oi ►s K 9 I " �� 1 M-3x8 o M-1.5x3 0 t oFzao 6 8 0 0 M-3x4 M-3x5 M-3x4 r- .1 )' k b 1-09-12 0-10-11 3-03-09 1 ). ) ), 1-00 1-11-08 4-00-08 b b 1 ), 2-05-08 0-06 3-06-08 I ), 6-00 JOB NAME : 5017-A POLYGON - FJ3Co'� `�O PRO co,fs Scale: 0.4226 (1GIN s.WARNINGS: GENERAL NOTES,unless otherwise noted: v/•I^f` /fir �IP 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual CC' ` R E 1'"^ Truss: FJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper • 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ # /�� 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. (JREGON ^N'. SEQ. : 6119552 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, / \b TRANS I D: 412774 design bads be applied to any component, and are for"dry condition" use,supports wedge / -T ' 2. .}„ n• 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all su its shown.Shim or if fcessary. 44' 0*. fabrication,handling,shipment end Installation of components. Designeass g P rnPo 7. latesassumes adequate drainagecis provided.a. `�k,,... - 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII IIII VIII(IIII(IIII VIII I III IIII IIIITPINYTCA In SCSI,copies of which will be furnished upon request. lines coincidewith jointanr tines. Di 9.Digits Indicate size offpplatete In Inches. M iTak USA,InC./CampuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 1411 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=( -81) 107 6-5=( 0) 18 - BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-179) 26 5-7=(-104) 137 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -58) 45 3-7=(-163) 125 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -17/ 356V -82/ 194H 5.50" 0.57 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 3'- 10.8" -113/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) 6'- 0.0" -11/ 109V 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3-11-09 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ,( '( MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.169" MAX TL CREEP DEFL = -0.007" @ 2'- 3.8" Allowed = 0.225" -/ MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.079" MAX BC PANEL TL DEFL = -0.006" @ 4'- 0.2" Allowed = 0.199" 12 r'Q MAX HORIZ. LL DEFL = -0.011" @ 5'- 8.6" 14.00 7 MAX HORIZ, TL DEFL = 0.012" @ 5'- 8.6" M 9x6 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. o, Design conforms to main windforce-resisting Ic, system and components and cladding criteria. ‘N o I Wind: 140 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, f,-, , (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=l.6, o Truss designed for wind loads 1 in the plane of the truss only. _ v. agm o �� gm M-3x9 I v � �� o M-1.5x3 oI 1 fa=1 6 0 cs M-3x9 M-3x5 /- ), Y / 2-03-12 3-08-04 Y Y Y Y 1-00 2-05-08 3-06-08 Y Y PROVIDE FULL BEARING;Jts:2,4,7J 6-00 JOB NAME : 5017-A POLYGON - FJ4 Scale: 0.4531 �,A eo-PROP' 6:o. WARNINGS: GENERAL NOTES,unless otherwise noted: '' i'/^y 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4C' 7 92•/P CC L. r Truss• FJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper • 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,/° 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��p DES. BY• EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by it�.11 ""•" is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheaths C and/or d ll BC. Ir ., sheathing(TC) yWa( ) DATE• 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ iA n +�' 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. 'I7 OREGON 4,i SEQ. : 6119553 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, i 1 V v. TRANS I D• 412774 design loads be applied to any component and are for"dry condition"of use.supports wedge //� 'II,' ZQ • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all su its shown.Shim or if V 14 fabrication,handing,shipment and installation of components. necessary. t 4 9 P Po 7.Design assumes adequate drainage Ia provided. C R R 1} . 6.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center INVTCA In BCSI,copies of ch will be furnished upon IIIIII Ell VIII VIII VIII VIII I III IIII IIII MITTPe USA,Inc./CompuTrus ISoftware 7.8.6(1 L)-Z request. 10.For basic connectorlines coincide with oint center Ines. plate design values see ESR-1311,ESR-1988(MITek) 9.Digits indicate size of plate In inches. EXPIRES:12/31/2015 IIIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 2-6=(-122) 140 6-5=1 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-208) 42 5-7=(-157) 180 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=(-102) 75 3-7=(-215) 188 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -25/ 380V -102/ 234H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 10.8" -110/ 107V 0/ OH 1.50" 0.17 KDDF ( 625) 6'- 0.0" -34/ 133V 0/ OH 5.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4-11-09 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1( T MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.219" ,- MAX TL CREEP DEFL = -0.009" @ 2'- 3.8" Allowed = 0.292" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.029" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" ii MAX HORIZ. LL DEFL = -0.016" @ 5'- 8.6" 12 MAX HORIZ. TL DEFL = 0.016" @ 5'- 8.6" 14.00 7 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting o M 4x6 1 system and components and cladding criteria. o Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, d. ,n (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r' p load duration factor=l.6, c Truss designed for wind loads of in the plane of the truss only. r- r 8N O° 0 ,, �>a m M-3x4 o M-1.5x3 of '►xe 6 0 0 M 3x9 M-3x5 l 1 l 2-03-12 3-08-04 l l l l 1-00 , 2-05-08 3-06-08 PRO VIDE FULL BEARING;Jts:2,4,71 6-00 JOB NAME : 5017-A POLYGON - FJ5 (` PROpr, Scale: 0.3996 �iZOT `�/� WARNINGS: GENERAL NOTES,unless otherwise noted: C '! 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual �: T 92`.P t�. tr Truss: FJ5 and Warnings before construction commences. building component.A lity of design parameters and proper 2.204 compression web bradng must be Installed where shown+. Incorporation of componentneat is Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom ds to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.suchrespectivelyas unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathln C and/or drywall(BC).11/20/2014responsibilitybuilding designer. g9(r s /r± !- It' the overall structure is the res nsibili of the 3.2x Impact bridging or lateral bradng required where shown++ � 4.No load should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ,(U SEQ. : 6119554 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, �„ 11 ,,b ,c design bads be applied to any component. and are for"dry condition"of use. / TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 14 2.0 fabrication,handing,shipment and Installation of components. necessary. i}I - 6.This design Is furnished subject to the imitations set forth 7.Plates assumes adequate one otfaces drainage Iso truss,a. ,�1 "Cf r.7f��l„ IIIIII IIII VIII(IIII VIII IIII II II IIII IIII 9 1 by 8.Plates shall be located on both feces of truss,and placed so their center r tit TPI/WfCA in SCSI,copies of which will be furnished upon request lines coincide with joint center Ines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 IIII"'"IIII This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=(-174) 179 6-5=( 0) 18 - BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 2-3=(-237) 65 5-7=(-224) 230 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=(-140) 104 3-7=(-275) 268 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -34/ 400V -122/ 276H 5.50" 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 8.6" -61/ 160V 0/ OH 5.50" 0.26 KDDF ( 625) 5'- 11.6" -107/ 127V 0/ OH 1.50" 0.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" f T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.011" @ 2'- 3.8" Allowed = 0.254" /- ,, MAX TL CREEP DEFL = -0.011" @ 2'- 3.8" Allowed = 0.339" 1) MAX HORIZ. LL DEFL = -0.022" @ 5'- 8.6" / MAX HORIZ. TL DEFL = 0.020" @ 5'- 8.6" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 19.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I m load duration factor=l.6, c M-9x6 of Truss designed for wind loads ,- 1O in the plane of the truss only. 1 0 i 411 . T A1111111111.11 _ m M-3x9 o M-1.5x3 0 M-3x9 M-3x5 .1 b b 2-03-12 3-08-09 ,1 * * * 1-00 , 2-05-08 3-06-08 y 6-00 'PROVIDE FULL BEARING;Jts:2,7,41 JOB NAME : 5017-A POLYGON - FJ6 <00.to PRape 6,s Scale: 0.3621 Co 0,GIN f WARNINGS: GENERAL NOTES,unless otherwise noted: 44✓ /1,^0 �11 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual 4t' .g2/O P E, i-'. Truss• FJ6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bredng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. -;,/` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywell(BC). DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ t1! (.r' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ((� SEQ. : 6119 5 5 5 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �1 �jd rX p design loads be applied to any component end are for"dry condition"of use. //y "7}r r�Q .t.. TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 �P fabrication,handing,shipment and installation of components. necessary. RML L\- g P Po 7.Design assumes adequate drainage is provided. rl 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be locatedppon both faces of truss,and placed so their center TPI/VVTCA In I,copies of wh ch will be furnished upon lines de with int "IIII IIII(IIII(IIII(IIII VIII VIII IIII IIII M7e USA,lnc./CompuT s iSoftware 7.6.6(1 L)-Z request. 10.For basic co connector design values see ESR-1311,ESR-1988(MiTek) 9.Digits Indicate size of late In inches. EXPIRES:12/31/2015 111110111 IIIIIIVIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-334) 185 3-4=( -83) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 11.6" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 393V -135/ 338H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDDF ( 625) 6'- 0.0" -300/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. / 4 �. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 6'- 11.6" Allowed = 0.096" MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed = 0.128" MAX TC PANEL LL DEFL = 0.295" @ 3'- 7.3" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.290" @ 3'- 5.2" Allowed = 0.864" I) MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" NOTE:Design assumes moisture content does 19.00 7 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. N O IWind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, „d_, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I opo load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. 0 t of '►. 5... - 0 M-3x9 .6 ). l 1, 1-00 6-00 0-11-09 (PROVIDE FULL BEARING;Jts:2,5,3I JOB NAME : 5017-A POLYGON - FJ70 PR OtteSS Scale: 0.3751 /,‘Gm / WARNINGS: GENERAL NOTES,unless otherwise noted: tL� IIIVE7 ©"+�. 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 IndMdual Q' {' Truss: FJ7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. ,�,✓ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 10 , 46000W DES. BY' EE 2'sc.and at 10'sc.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheethin C and/or d wail BC. ! DATE: 11/20/2019 responsibilitybuilding designer. sheathing(TC)s ry ( ) - the overall structure Is the res nsibill of the 3.co Impact bridging or lateral bracing required where shown r dCC 4.No bad should be eppied to any component until after a9 bracing and 4.Installation of truss Is the responsibility of the respective contractor. --p OREGON 40 SEQ. : 6119556fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used In a non-corrosive environment, L. .4, afl+ k design loads be appied to any component and are for"dry condition"of use. n TRANS T D: 412774 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing at ell suppo to shown.Shim or wedge if f Q 14 C fabrication,handing,shipment and installation of components. necessary. ` 7.Design assumes adequate drainage is provided. R R y`My. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II IIII ILII VIII VIII VIII III I IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request. git coincidendictwith joint ate in inches.9.Digits indicate size of plate in EXPIRES:M ITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) CxpI RE.7:12/31/ 015 IIIIIIIIIIIIII This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-417) 361 3-4=)-107) 44 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -162/ 361H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.2" -376/ 434V 0/ OH 1.50" 0.56 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.6" -20/ 12V 0/ OH 1.50" 0.02 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' A- -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" M1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.197" @ 2'- 11.6" Allowed = 0.576" MAX TC PANEL TL DEFL = 0.178" @ 2'- 11.6" Allowed = 0.869" MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 5'- 11.2" NOTE:Design assumes moisture content does 12 ti not exceed 1B% at time of manufacture. 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, 0I of Truss designed for wind loads 0, in the plane of the truss only. 1 0 0 - to o i /- _� 5._ o M-3x4 A- ,1 .0 b .0 1-00 6-00 1-11-09 (PROVIDE FULL BEARING;Jts:2,5,3,4J JOB NAME : 5017-A POLYGON - FJ8 �`` �� PR()Fe Scale: 0.3421 \Co {�1i SS /0 WARNINGS: GENERAL NOTES,unless otherwise noted: [c- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .9 *P E r Truss• FJ8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE Is the of the erector.Additional ennanent braci of 2 o.c.and at 10'o.c.respectively unless braced throughout their length by responsibility P n9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �. DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown tr,, ' 99 �fa 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ^V SEQ. : 6119557 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, / 14G Q TRANS I D• 412774 design bads be applied to any component. and are for"dry condition"of use. • S CompuTrus has no control over and assumes no responsibility for the 6.�acesse assumes fug bearing at all supports shown.Shim or wedge if Q0* fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. �".+l r-r L\''. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPINVTCA In BCSI,copies of which will be famished upon request. 9. git cond cat with joint pt ate in inches. 10.Digits r basiclines.MiTBk USA,InC./COrtlpuTrus Software 7.6.6(1 L)-E �c connector design values see ESR-1311,ESR-1988(MiTek) EXPIRES: IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 10.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF )I1&BTR SPACED 24.0" O.C. 2-3-(-471) 419 3-4=(-110) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -180/ 401H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.2" -390/ 439V 0/ OH 1.50" 0.56 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 10.2" -46/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. [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" sir MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.153" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.157" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.009" @ 8'- 9.4" MAX HORIZ. TL DEFL = -0.009" @ 8'- 9.4" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 19.00 r, system and components and cladding criteria. Wind: 140 mph, h=25.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c I load duration factor=l.6, of . Truss designed for wind loads o in the plane of the truss only. 0 La f -. r. 6. o M-3x4 .1 ). ) 1 1-00 6-00 2-10-03 'PROVIDE FULL BEARING;Jts:2,5,3,4j JOB NAME : 5017-A POLYGON - FJ9 Sale: 0.3122 ,E' S:GpN o,F�i� WARNINGS: GENERAL NOTES,unless otherwise noted: t4� ///20I I fyy t.Builder end erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and Is for an individual Q' T9200PE 1.- Truss: FJ9 and Warnings before construction commences. bulkfing component.Applicability of design parameters and proper j+� 2.2.4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. s^ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE2'o.c,and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "men DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ -10 C SEQ. : 61195584.No load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 OREGON 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, h. .1• t} W design loads be applied to any component. and are for"dry condition'of use. / ,� n � TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 p A fabrication,handling,shipment and installation of components, necessary. �P'. 7.Design assumes adequate drainage is provided. �y t� t 6.This design Is famished subject to the limitations set forth by S Plates shall be located on both faces of truss,and placed so their center +"1 fl b IIIIII I III VIII VIII VIII VIII VIII IIII IIIITPI/WTCA in SCSI,copies of which will be famished upon request. M ITBk USA,InC./CompUTnts Software 7.6.6(1 L)-E lines coincide with joint center Anes. 9.Digits Indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 . 11111111111 IIIII IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF 810TR SPACED 24.0" O.C. 2-3=(-312) 185 3-4=( -68) 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 9.5" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 396V -133/ 327H 5.50" 0.63 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDDF ( 625) 6'- 0.0" -275/ 248V 0/ OH 1.50" 0.32 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 1C0ND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.001" @ 6'- 9.5" Allowed = 0.079" MAX TL CREEP DEFL = -0.001" @ 6'- 9.5" Allowed = 0.106" MAX TC PANEL LL DEFL = 0.295" @ 3'- 7.3" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.290" @ 3'- 5.2" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" 12 NOTE:Design assumes moisture content does 14.00 7 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. r+ Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor= of I Truss designed for wind loads o in the plane of the truss only. rn 0 N 2 11 �� 5w=1., M-3x4 ), ). b b 1-00 6-00 0-09-08 `PROVIDE FULL BEARING;Jts:2,5,31 JOB NAME •. �,�o �RQ�fiss Scale: 0.3739tJ �Nt/Ao7 /Q�� WARNINGS: GENERAL NOTES,unless otherwise noted: 11 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 4' a 92le PE 1 Truss• FJ 10 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+• Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY• EE s the res otthe erector.Additional er5 fl9 cub acln of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by responsibility P 9 continuous sheathing such as plywood sheathing(TC)and/or dryweti(BC). .,,, . DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ® /`" 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. y OREGON. Ix ti,/ SEQ. : 6119559 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 1. 1 i N A.TRANS 1 D• 412 7 7 4 design loads be applied to any component. and are for"dry condition"of use. • 5.CompuTrus has no control over and assumes no respondbillty for the 8.Design assumes full bearing at all supports shown.Shim or wedge If d p` 14, tI �* fabrication,handling,shipment and installation of components. necessary. ' E" -. g P Po 7.Plates assumesadequateedthi ae isprovided.a. r+Z rD RIO - 6.This design is famished subject to the imitations set forth by a.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111111111111111111111H110.TPIMlICA In BCSI,copies of which will be famished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate In Inches. �+ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: RES:12/31 /2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 6-09-08 6-09-08 4 4 T 12 I IM-4x4 12 ,F 14.007 3 7 14.00 11 0 0 0 o, o AI1IlI1 111111164. 4 0 /— M-3x4 M-3x4 1, ). b 1, 1-00 13-07 1-00 JOB NAME : 5017-A POLYGON - G1 5�`�� �N OF��,�i Scale: 0.2996 /�/�� fij c WARNINGS: GENERAL NOTES,unless otherwise noted: 07��C')' fi, 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 4t !' `F,7 L. P' Truss: G1 and Warnings before construction commences. building component.Apptcability of design parameters and proper 2.204 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywa9(BC). DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ CC y 4.No load should be applied to any component until after all bracingand 4.Installation of truss Is the res nsibiN of the respective contractor. f, SEQ. : 6119561 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are tobe used In a non-corrosive environment, '44,�iOREGON A. TRANS I D: 412774 design loads be appled to any component. 6.and Design essumascondition" ondi sae n f at all supportsf 7 ' �� �y~ 5.CompuTrus has no control over and assumes no responslWNty for the9 9 shown.Shim or wedge If p- 1 4 2- .,, fabrication,handling,shipment and Installation of components. Decegsary. `1!'LC:' 7.Design assumes adequate drainage is provided. �y i 6.This design is furnished subject to the Fmitations set forth by 8.Plates shat be located on both faces of truss,end placed so their center r'1 i t. 1111111 I III 1 1111 VIII 11111 11111 11111 Ill TPIAWlCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center Ines. 9.Diggs indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For basic connector date design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31 /201 (III II II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- B=(-67) 389 3- 8=(-212) 241 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-565) 174 8- 6=(-56) 305 B- 4=(-219) 413 WEBS: 2x4 KDDF STAND 3- 4=(-438) 228 8- 5=(-212) 241 LOADING 4- 5=(-438) 228 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-565) 174 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 0) 86 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" -136/ 685V -246/ 246H 5.50" 1.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 7.0" -136/ 684V 0/ OH 5.50" 1.10 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 psf) uplift at 24 "Sc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - - VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6-09-08 6-09-08 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" i f T ,( MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-05-04 3-04-04 3-04-04 3-05-04 MAX LL DEFL = 0.009" @ 6'- 9.5" Allowed = 0.633" T T f ' ' MAX LL DEFL = -0.002" @ 14'- 7.0" Allowed = 0.100" 12 12 MAX TL CREEP DEFL = -0.003" @ 14'- 7.0" Allowed = 0.133" M-4x6 MAX BC PANEL TL DEFL = -0.019" @ 3'- 1.7" Allowed = 0.400" 14.007 \14.00 44.0" MAX HORIZ. LL DEFL = 0.004" @ 13'- 1.5" Al MAX HORIZ. TL DEFL = 0.006" @ 13'- 1.5" �� 1 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Ie Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 M-1,5x3 load duration factor=l.6, Truss designed for wind loads r` in the plane of the truss only. O 0 I ko 0 O, O 0 ti CD Kw wrl 1 o o M 3x9 8 M 3x8 M-3x4 • 7 0 J. 1 b 6-09-08 6-09-08 1 1• ) ), 1-00 13-07 1-00 JOB NAME : 5017-A POLYGON - G2 K.c., PRCiF�rs' Scale: 0.2735 5 c35 N (J�7,,, S/ WARNINGS: GENERAL NOTES,unless otherwise noted: CI 4V V.ihlZof IC �'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 4t T92.. 9 .P E r Truss: G2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. Al" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 111/ DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .,.�",�! DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ¢ ry (jr' 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.c -�r OREGON ,((f SEQ. : 6119 5 6 2 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to he used In a non-corrosive environment, G �f �>X (, design loads be applied to any component. and are for"dry condition"of use. / _Al rt.(} ..k„ TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all suppods shown.Shim or wedge if C7 4, ,P fabrication,handling,shipment and Installation of components. necessary. �} 7.Designlatesassumes adequateddrainage is of sa "'f 14 f�`k-L. 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 111111 11E VIII Inn II I I III IIII IIII TPINViCA in BCSI,copies of which will be furnished upon request. lines coincidendictwith jointpcentertenches 9.Digits indicate size of prate in inches. MiTek USA,IAC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-07-00 GIRDER SUPPORTING 35-08-00 FROM 0-00-00 TO 7-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5142) 1140 1- 7=(-694) 3072 7- 2=( -398) 1890 BC: 2x8 KDDF #1&BTR 2- 3=(-3938) 1002 7- 8=(-692) 3056 2- 8=(-1146) 380 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3966) 1000 8- 9=(-462) 2230 8- 3=( -724) 2774 2x8 DF SS A LL = 25 PSF Ground Snow (Pg) 4- 5=(-4164) 914 9-10=(-472) 2478 3- 9=( -736) 2950 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 7.0" V 5- 6=( 0) 86 10- 5=(-472) 2478 9- 4=( -178) 272 TC LATERAL SUPPORT <= 12"00. UON. BC UNIF LL( 420.8)+DL( 306.2)= 727.0 PLF 0'- 0.0" TO 7'- 0.0" V 4-10=( -2) 174 BC LATERAL SUPPORT <= 12"00. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 7'- 0.0" TO 13'- 7.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" ADDL: BC CONC LL+DL= 3071.0 LBS @ 7'- 7.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1269/ 5668V -228/ 219H 5.50" 9.07 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 7.0" -812/ 3616V 0/ OH 5.50" 5.79 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.l 6" oc in 2 row(s) throughout 2x8 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.027" @ 7'- 7.0" Allowed = 0.633" *** HANGER TO APPLY CONC. MAX TL CREEP DEFL = -0.071" @ 7'- 7.0" Allowed = 0.844" LOADS) EQUALLY TO ALL MEMBERS. 6-09-08 6-09-08MAX LL DEFL = -0.001" @ 14'- 7.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 14'- 7.0" Allowed = 0.133" 3-09-10 2-11-14 2-11-14 3-09-10 MAX HORIZ. LL DEFL = -0.005" @ 13'- 1.5" T T '1' T T MAX HORIZ. TL DEFL = 0.011" @ 13'- 1.5" 12 12 M-5x6 NOTE:Design assumes moisture content does 14.007 \19.00 not exceed 19% at time of manufacture. 35.0" Design conforms to main windforce-resisting Aidill system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x5 4 r- S00a, M-5xM-5x16 o IAAMIS to 1'= 7 8 9 10 i CD M-3x8 M-3x6 M-5x10 M-1.5x3 6 0 f *** 7 3071# ), b Y y y 3-07-14 2-04-02 1-07 2-04-02 3-07-14 b ). )' 13-07 WEDGE REQUIRED AT HEEL(S). 1-00 JOB NAME : 5017-A POLYGON - G3 ��,�a �Rr�,F�,s Scale: 0.2627 ��p�/q20 I WARNINGS: GENERAL NOTES,unless otherwise noted: w C�t7(�c'7 7'. .. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t' 7920 0•r-E r Truss: G 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. +"' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by e Po AY P continuous sheathing such as plywood sheathing(TC)and/or drywa6(BC). '. DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f 4.No bad should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. 7, OREGON (� SEQ. : 6119563 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, , �j N1h TRANS I D: 412774 design loads be applied to any component and gra for"dry condition" use.supports wedge 7�i rZQ • 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes tali bearingat all su its shown.Shim or if '(G{ t>. fabrication,handling,shipment and installation of components, necessary. �`.' ` 7.Design assumes adequate drainage is ed. eR R 1 t- 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request git coincideitwith joint aIn nche. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by — PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. WEBS: 2x4 KDDF STAND LOADING Design conforms to main windforce-resisting LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (P ) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9 load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I 3-04-04 0-01-12 1' TT 12 4.00 v M-1,5x3 /- 3 -7 OF in r-1 i 0 0-; o 0 -lliII n i f 1 It or, 11 o cx M-3x4 M-195x3 .1 ), 1 1-00 3-06 JOB NAME : 5017-A POLYGON - H1 Scale: 0.6715g� �GpN7111,�x ��i0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4r4CI. /l J i�Q 17. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual '4 72PE 1— Truss: H 1 and Warnings before construction commences. building component.Applicability of design parameters and proper J// $$ 2.2x4 compression web bmdng must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at sr� DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +A0. "" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). " '. DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ wt (� 4.No load should be rippled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -� OREGON 10 SEQ. : 6119564 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L vB \Q* design bads be appled to any component. and are for"dry condition"of use. /h Ail, r 1�.,i., TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge if c t 14 V , nfabrication,handing,shipment end installation of components. esessary. 6.This design is furnished subject to the imitations set forth by7.Designlaesassumes adequateatedon otdrhi facesae isotrus,provided. ` � IIII I I III VIII VIII VIII VIII III I IIII IIII 9 1 8.Plates shall be located both of truss,and placed so their center TPIMJTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. 9.Digits Indicate size of plate in inches. 10. M iTek USA,InC./CofnpuTfu3 Software L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/ 1/2015 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF j1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-283) 432 3-6=(-475) 267 BC: 2x4 KDDF 9l&BTR SPACED 24.0" O.C. 2-3=(-504) 236 6-4=(-129) 102 WEBS: 2x4 KDDF STAND 3-4=( -81) 78 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -73/ 540V -40/ 115H 5.50" 0.86 KDDF ( 625) 9'- 10.0" -49/ 412V 0/ OH 5.50" 0.66 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.238" @ 9'- 11.0" Allowed = 0.407" MAX BC PANEL TL DEFL = -0.359" @ 4'- 11.0" Allowed = 0.543" MAX HORIZ. LL DEFL = 0.004" @ 9'- 4.5" 5-03-14 4-02-06 0-03-12 MAX HORIZ. TL DEFL = 0.005" @ 9'- 4.5" NOTE:Design assumes moisture content does 12 4.00 v M-1.5x3 not exceed 19% at time of manufacture. 4 5 -/ Design conforms to main windforce-resisting system and components and cladding criteria. I Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=1.6, Truss designed for wind loads 3 o in the plane of the truss only. I ,-. r--rw ,-r 0 o t MI r"1 U, t� M o� 1 2 �5 ,, / M-3x4 M-3x4 1 1 1 9-04-08 0-05-08 1, ) 1 1-00 9-10 JOB NAME : 5017-A POLYGON - H2 o PROF Scale: 0.4636 0'13` 0"/Q WARNINGS: GENERAL NOTES,unless otherwise noted: k✓ f92 E 'Sr t' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual .92 0 0(-PE r Truss• H2 and Warnings before construction commences. building component.Applicability of design parameters and proper j 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. /SIA 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywa9(BC). DATE: 11/20/2014 the overall structure is the responsibility of the bulking designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ r�. Q 4.No bad should be applied to any component until after a8 bracing and 4.Installation of truss Is the responsibility of the respective contractor. '�,w OREGON �((� SEQ. : 6119565 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ,G, � �• TRANS I D: 412774 design loads be applied to any component. and are for"dry condition"of use.supports g / ry✓(� • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes f H bearingat all au its shown.Shim or wedge if ` necessary. A ! .C!'fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 41''R R10' - - 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 VIII VIII VIII(IIII VIII VIII VIII IIII IIII TPIIWfCA in BCSI,copies of which will be furnished upon request. Digit coincidentwith joint ain Ines. 9.Digits ndsize oplate eto I Ines. EXPIRES: yry .{!q M ITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EAi'-IrICJ.12/31/2015 11101111 This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 9-10-00 GIRDER SUPPORTING 11-03-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2006) 388 1-5=(-357) 1850 5-2=( -173) 1116 - BC: 2x6 KDDF #1&BTR 2-3=( -77) 76 5-6=(-347) 1787 2-6=(-1962) 421 WEBS: 2x4 KDDF STAND LOADING 3-4=( 0) 0 6-3=( -122) 96 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 10.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 115.6)+DL( 98.61= 214.2 PLF 0'- 0.0" TO 9'- 10.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -270/ 1368V -43/ 117H 5.50" 2.19 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 10.0" -276/ 1368V 0/ OH 5.50" 2.19 KDDF ( 625) will have 1.5" max. nail penetration. 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.033" @ 5'- 4.1" Allowed = 0.446" MAX TL CREEP DEFL = -0.067" @ 5'- 4.1" Allowed = 0.594" MAX HORIZ. LL DEFL = 0.008" @ 9'- 4.5" 5-05-14 4-00-06 0-03-12 MAX HORIZ. TL DEFL = 0.013" @ 9'- 4.5" '1 f 1' l' 12 NOTE:Design assumes moisture content does 4.00 not exceed 19% at time of manufacture. M-1.5x3 4 Design conforms to main windforce-resisting /- 3 -/ system and components and cladding criteria. I Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IIII load duration factor=1.6, M-4x4 Truss designed for wind loads in the plane of the truss only. c r- I r- Ee2 r O O I 1 CO rn u1 m o0, ~ OIMI M " oI " ' 5 ��6 M-5x10 M-3x6 . m-6x6 1 b ), 5-04-02 4-05-14 9-10 JOB NAME •. 5017-A POLYGON - H3ta pRQ�Ess Scale: 0.4956 `CJ y, NTfir? f WARNINGS: GENERAL NOTES,unless otherwise noted: A90 9 1,,, i :.' 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 .920 OPE. Truss: H3 and Warnings before construction commences. building component.Applicability of design parameters and proper /f 2.2x4 compression web bracing must be installed where shown+• Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.2'Do.c. assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rA/ . is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drYwall BC. :...W DATE• 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M8 CC 4.No load should be appNed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON &t SEQ. : 6119566 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, A 2j A A. TRANS I D: 412 7 7 4 design loads be applied to any component and areafor"dry condition"of use.supports wedge13' ° A+ • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all su rts shown.Shim or if a , fabrication,handling,shipment and installation of components. necessary.Design 1/1 /4 R`i ` g. P Po 7. laesassumes adequateatedon drainagecis ftruss, t 4.L 6.This design is famished subject to the Nmitations set forth by 8.Plates shall be locateddboth faces of truss,and placed so their center CSI,copies of ch will be furnished upon lines de with int center Nnes. IIIIII VIII(IIII VIII(IIII VIII VIII Ell MTe USA,)nC./COmpuT S ISoflware 7.6 6(1 L)E request. 10.For basic connectoroplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of plate in inches. TPI/WTCA in EXPIRES:12/31/2015 III)II IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 12 complete specifications. 4.00G- 3 i-- 3 --f ill I lh t O N M 2 111.11.11 N f 4 /— M-3x4 3. 1b 1-00 8-00 JOB NAME : 5017-A POLYGON - I1 .“° PROPE�,s Scale: 0.6391 r�w Cj !;/GJI7 /tP,, WARNINGS: GENERAL NOTES,unless otherwise noted: <45/ V 1.I1�y2oT i C 'Mj1” 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 4C' a ®P 4. r Truss: I1 and Warnings before construction commences. building component.Applicability of design parameters and proper A 2.204 compression web bracing must be instated where shown+, incorporation of component is the responsibility of the building designer. Y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'ob.respectively unless braced throughout their length by041115... is the responsibility of the erector.Additional permanent bracing of continuous sheathing suchsuch aas plywood sheathing(TC)and/or drywall(BC). '�T ' DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Ili (,C 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. "7,,.. p OREGO } 40 SEQ. : 6119567fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a corrosive environment, x, ,!' �fX design loads be applied to any component, and are for"dry condition"of use. / TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing et all suppo is shown.Shim or wedge ifQ 14 ` 0"" fabrication,handing,shipment and installation of components. Design assumesadequate drainage is provided. R R i k- 8.This design is furnished subject to the imitations set forth by 8.Plates shall11bebe located on both faces of truss,and placed so their center III IIIIII VIII VIII VIII VIII II I III IIIITPINYTCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6,6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • IIIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-50) 65 3-5=(-249) 176 - BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-103) 87 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -68/ 473V -32/ 95H 5.50" 0.76 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -39/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. -"- - --_- VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.266" @ 4'- 0.7" Allowed = 0.473" MAX TC PANEL TL DEFL = -0.356" @ 9'- 0.7" Allowed = 0.709" 7-08-04 0-03-12 T ' Q MAX HORIZ. LL DEFL = 0.001" @ 7'- 8.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.2" 4.00 v NOTE:Design assumes moisture content does M-1.5x3 not exceed 19% at time of manufacture. /- 3 4 Design conforms to main windforce-resisting '. system and components and cladding criteria. it 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, ,n Truss designed for wind loads - in the plane of the truss only. rn O i Cu M ul I M III I 1 .7- 1 2 ��6 ,' f M-3x4 M-1.5x3 b ), ), 7-08-04 0-03-12 .1 ) l 1-00 8-00 JOB NAME : 5017-A POLYGON - 12 , �`�Q PRO4 Scale: 0.5266 GIN? '�/© CI WARNINGS: GENERAL NOTES,unless otherwise noted: J' ��/�"� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 . 7 92 .PE rTruss: 1 2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,,/ 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. .+��.,^ "00 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of .r' continuousacsheathinggr such)as bracing required where .r '-1. = DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ # (t 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'f7 OREGON f(/ S E Q. : 6119568 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, I- \b. design loads be applied to any component. end are for"dry condition"of use. •4 0 TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 `✓ '� fabrication,handing,shipment and Installation of components. Designneessary. Jii 6.This design is furnished subject to the imitations set forth by7. latesassumes adequate onne bothdraface Isprovided.truss,a "" y � 111111 I I 1 9 1request. 8.Plates shall be located faces of truss,end placed so their center 1 1111 111 111111 1111111111(111 1111 TPINYiCA In SCSI,copies of which will be famished upon git coincideIndictwith joint pate center lines. 9.Digits Indicate size of plate In Inches. M ITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) ) 12/31/2015'. 111 IIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF tl&BTR LOAD DURATION INCREASE - 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF jl&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10,0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, Truss designed for wind loads I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 v / 3 --7' N .-m I ' 1--- i `i o i I ti fri f 11.1.1111 .IIIIdi t Cvlo 0 -�1 A 4 A- M-3x4 .1 b b 1-00 4-00 JOB NAME : 5017—A POLYGON — 13 '<(' o PRUiSS Scale: 0.7087 !'j OIN �h.7,, / WARNINGS: GENERAL NOTES,unless otherwise noted: 4r1 ''%I12e)�f t 7 1- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual •79240.0 92 •PE rTruss: I 3 and Warnings before construction commences, building component.Applicability of design parameters and proper f 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ' //r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibilityof the erector.Additional permanent bracing of 2'o.c.and at 10'tic.respectively unless braced throughout their length by4601001 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0+ M t• 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibitty of the respective contractor. 7 SEQ. : 6119569 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 4 -1OREGON 4(/ f �� 44,..TRANS ID: 412774 design loads be applied to any component. and are for"dry condition""ofguse. '1) -7}f 25 4r 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beefing at all supports shown.Shim or wedge if Q 14 0�. fabrication,handling,shipment and installation of components. Dnesessary. 4t P rfor 7.Design assumes adequate drainage is provided. Ft R`I y - 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII III VIII VIII VIII VIII VIII IIII IIII TPIM/i CA in BCSI,copies of which will be furnished upon request. Digs coincide with jointf center lines. 9.Digits o ncide size oplate in inches. cp� nn IIq ) MiTekUSA,Ino./CompuTfuSSOflwafe7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EAP)RES:1ud t O1 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF ql&BTR SPACED 24.0" O.C. 2-3=(-99) 174 TC LATERAL SUPPORT <= 12"0C. VON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -173/ 327V -26/ 83H 5.50" 0.52 KDDF ( 625) I 0'- 10.8" -74/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) DOES NOT APPLY DUE TO THE SPATIALspacing.' LIMITED STORAGE 0 S COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spat g REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.2" Allowed = 0.059" MAX TC PANEL TL DEFL = -0.001" @ 0'- 7.9" Allowed = 0.088" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 0-11-09 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339" f 1' MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8" 12 MAX HORIZ. TL DEFL = 0.001" @ 0'- 10.8" 14.00 7 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cv load duration factor=l.6, Truss designed for wind loads / 1 in the plane of the truss only. 0 o t ti -,f piArAmoimmiwidg 0 0 c� of ► **4 M 3x4 1, b )' 1-00 1PROVIDE FULL BEARING;Jts:2,3,41 6-00 v,t0 PP JOB NAME •. 5017-A POLYGON - J1 Scale: 0 6354 c,•<(,, �� `�,� WARNINGS: GENERAL NOTES,unless otherwise noted: 1{d ��/z0 11 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4 .92 0 0 t-E t Truss: J 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY• EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). NW r l. DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r /� 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ©RECON SEQ. : 6119570 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �j TRANS I D• 412774 design bads be applied to any component and are for"dry condition"of use.supports wedge //y '7}� �(j • 5.CampuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all su its shown.Shim or If V fabrication,handling,shipment and Installation of components. Design assumescessary. 44'4? h fi 1�w P Po 7.Design adequate drainage is provided. +l 6.This design is furnished subject to the imitations set forth by 8.Plates shall be locatedpon both faces of truss,and placed so their center TPIAA/TCA in I,copies of ch will be s de with IIIIII 1111111111111111111 M Te USA, ric./CompuTrus Software 7rn6 6(1 L)E request. 10.(For basic co nectoroplate design values see ESR-1311,ESR-1988(MiTek) int center lines. 9.Digits Indicate size of late in inches. EXPIRES:12/31/2015 1111 II IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-63) 84 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 296V -45/ 120H 5.50" 0.47 KDDF ( 625) ** For hanger specs. - See approved plans 1'- 11.2" -144/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 1'- 3.1" Allowed = 0.166" 2-00 MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.6" Allowed = 0.250" ,1' ,1' MAX BC PANEL LL DEFL = 0.009" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339" 12 14.007 MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 1'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, i (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), cs load duration factor=1.6, 0 I Truss designed for wind loads 0 in the plane of the truss only. I M O'- i . A O , , , . METai ..4 M-3x9 ), b 3. 1-00 'PROVIDE FULL BEARING;Jts:2,3,4J 6-00 JOB NAME : 5017-A POLYGON - J2 \ 4 ° pRo��� s Scale: 0.5979 4j G1N 'S% WARNINGS: GENERAL NOTES,unless otherwise noted: 4,f, ///�"Ohl I 1' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ' .92 .P E 'r' T ru S s: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 047 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. y' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at , ,00111P DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of ontinua s sheathing such as plywood sheathing(TC)nless braced and/or dhout ei( ywallBCr length)y '411110, . 44y DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (r 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 OREGON 40 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, G, 1, \bA. design loads be applied to any component and are for"dry condition"of use. / 4TRANS I D: 412774 5.CompuTrus has no control ntrol over and assumesno responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 2 v..4 fabrication,handing,shipment and Installation of components. Design assumes provided.s ry 1 t - 6.This design is furnished subject to the limitations set forth by 8.Platesshallbe locategd on both facesiof truss,and placed so their center n 4 y IIIIII I II IIIII IIIII II II IIID IIII IIII IIITPINViCA In BCSI,copies of which will furnished upon request. Digit coincidenctwith joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Ino./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIull This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 86 2-5=(-112) 226 5-3=(-106) 168 2x6 KDDF #1&BTR T2 2-3=(-449) 111 5-6=( -62) 90 5-4=(-115) 312 BC: 2x4 KDDF #1&BTR LOADING 3-4=(-229) 99 4-6=(-449) 238 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 0.0" V TC LATERAL SUPPORT 24"0C. UON. TC UNIF LL( 100.0)+DL( 28.01= 128.0 PLF 3'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -146/ 604V -85/ 143H 5.50" 0.97 KDDF ( 625) TC CONC LL( 125.0)+DL( 35.0)= 160.0 LBS @ 3'- 0.0" 6'- 0.0" -205/ 506V 0/ OH 5.50" 0.81 KDDF ( 625) NOTE: 2x4 BRACING AT 24"0C UON. FOR 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 24 "oc spacing.' I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.008" @ 3'- 1.1" Allowed = 0.339" 2-11-09 3-00-07 MAX TC PANEL LL DEFL = -0.012" @ 1'- 7.8" Allowed = 0.236" T 1160# 1' M 9x6 MAX HORIZ. LL DEFL = 0.001" @ 5'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" M-3x4 12 4 NOTE:Design assumes moisture content does -, not exceed 19% at time of manufacture. 14.007 401:0111=1 I Design conforms to main windforce-resisting I Mi 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, :r.., Truss designed for wind loads in the plane of the truss only. d' ti 1 oO I N 0 0 o li 5 *6 M-3x4 M-3x6 M-1.5x3 A- .1 1, .6 2-10-03 3-01-13 b ), k 1-00 6-00 JOB NAME •. 5017-A POLYGON - J3 'st�,to PROF 6s Scale: 0.4917 �N�i N7f l' /0'�' WARNINGS: GENERAL NOTES,unless otherwise noted: �w c�fp c- 1.Builder and erection contractor should be advised of a9 General Notes 1.This design is based only upon the parameters shown and Is for an Individual 't 72.11 E-G Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. ,!` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'IMP DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ MI OREGON (.r' 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. . toSEQ. : 6119572 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. 4t A,TRANS I D: 412 7 7 4 design loads be applied to any component. and are for"dry condition"oof use. pPo g 167 2.0.• 5.CompuTrus has no control over and assumes no responsibility for the 6.Desi n assumes full bearin at all su rts shown.Shim or wed e It /4 fabrication,handling,shipment and installation of components. necessary. p Ii`i P mPo 7.Designlaesassumes adequateed drainageh Isprovided.russ, C i.. 6.This design Is furnished subject to the imitations set forth by 6.Plates shall be locateddboth faces of truss,and placed so their center TPI/WTCA In BCSI,copies of ch will be ished upon lines de with int center lines. 11111111111111111111 M Tee USA,lnc./CompuTrus 1Software 7m6 6(1 L)E request. 10.For basic co nectoroplate design values see ESR-1311,ESR-1966(MiTek) 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 (IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-132) 131 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 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" -10/ 346V -82/ 194H 5.50" 0.55 KDDF ( 625) 3'- 10.8" -170/ 161V 0/ OH 1.50" 0.26 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-09 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.079" T T MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 7 -7 MAX TC PANEL LL DEFL = 0.054" @ 2'- 2.1" Allowed = 0.367" MAX BC PANEL TL DEFL = -0.037" @ 3'- 1.4" Allowed = 0.339" it MAX HORIZ. LL DEFL = -0.002" @ 3'- 10.8" 12 D MAX HORIZ. TL DEFL = -0.002" @ 3'- 10.8" 14.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), d o load duration factor=l.6, ^+ I to Truss designed for wind loads (.1 in the plane of the truss only. 0 0 f t �� 0 M-3x4 A- 1 1, k 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 5017-A POLYGON - J4 �� o PROF�s Scale: 0.4842rI�Q� (q,,1+] �/ WARNINGS: GENERAL NOTES,unless otherwise noted: 'e., /F� l-( 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4t 7920 0 P E 1- Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ' 3.Additional temporary bracing to Insure stability timing construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . A'. DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i 4.No load should be applied to any component until after all bracing and. 4.Installation of truss Is the responsibility of the respective contractor. -�` OREGONb �,( fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, t TRANS ID: 412774 design Ned be appied to any component. and are for"dry condition"of use. 8 / . 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at e8 supports shown.Shim or wedge if Q 14 �� fabrication,handling,shipment and installation of components. necessary. t 6.This design is furnished subject to the limitations set forth by 8.PlateDesis shall be locaten assumes d both faces drainage of trs uss,and placed so their centeided. r ���" IIII I I III VIII VIII VIII VIII(IIII IIII IIII MiTPI/WTCA in 6 USA,lnCJCompuT S Software 7.6.6(1 L)E I,copies of which will be furnished upon request. 10.For basic onnectorlines coincide with oint center lines. plate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 IIII II 1 II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF pl&BTR SPACED 24.0" O.C. 2-3=(-180) 157 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 375V -102/ 234H 5.50" 0.60 KDDF ( 625) 4'- 10.8" -172/ 180V 0/ OH 1.50" 0.29 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2. D- . - . . • -5 ,..mjvrata+rr-■nkmasymEmiva REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-11 09 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.029" '( I MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" /- -/ MAX TC PANEL LL DEFL = 0.140" @ 2'- 10.1" Allowed = 0.470" MAX TC PANEL TL DEFL = -0.132" @ 2'- 10.3" Allowed = 0.705" ° MAX HORIZ. LL DEFL = -0.003" @ 4'- 10.8" MAX HORIZ. TL DEFL = -0.003" @ 4'- 10.8" 12 NOTE:Design assumes moisture content does 14.00 7 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, `v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, o Truss designed for wind loads ,-4 ,o in the plane of the truss only. c 0 0 ,-,f- o r o 0 M-3x4 /- 1, ). .1 1-00 6-00 PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 5017-A POLYGON - J5 � � PRp�Fss Scale: 0.9299 c .1i/A0f /��� WARNINGS: GENERAL NOTES,unless otherwise noted: �! (7c-' 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 Q' =92 0 0 P E, r Truss• J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. stability during construction 2•Design assumes the top and bottom chords to be laterally braced at i. 3.Additional temporary bracing to Insure by DES. BY• EE is the responsibility of the erector.Additional permanent bracingof r ntin and at 10'o,c,such a ply unless braced throughout ). p dy continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). �• DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON ^t,j S EQ. : 6119 5 7 4 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, 1:r/ 4 20\ 'I. TRANS I D• 412774 design bads be applied to any component, and are for"dry condition"of use. 4 1 a • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ��. necessary.ass ivi"F n}f { fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. ++ll Il t.w 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IN VIII 1111111111111 IIIIVIII(IIIIVIII IIII 1E IIII TPI/WfCA in nc./ copies of which will be furnished upon request. 9 IDiggis�coincidte size of plate inint inches. tines. M iTek USA,Irlc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31 2015 11010 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-223) 185 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -33/ 265V -108/ 209H 5.50" 0.42 KDDF ( 625) TOTAL LOAD = 42.0 PSF 5'- 9.2" 0/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) 5'- 11.6" -169/ 204V 0/ OH 1.50" 0.33 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. MAX TC PANEL LL DEFL = 0.335" @ 3'- 7,0" Allowed = 0.572" 5-11-09 MAX TC PANEL TL DEFL = -0.280" @ 3'- 4.9" Allowed = 0.858" 4 q /- -/ MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" 1 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 19.00 4/ system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. N N O O 1 1 in N O o I I r t� O N n Fit 0 t- 1 f '�l 3*. --,' O M-3x4 > )- 6-00 6-00 'PROVIDE FULL BEARING;Jts:1,3,21 JOB NAME : 5017-A POLYGON - J6 �C00 NO,F6s Scale: 0.9029 1//20//7 WARNINGS: GENERAL NOTES,unless otherwise noted: 'e. /J i� 7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual !9211$PE r" Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper jj 2,204 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 8110111. DES. B Y: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t continuous sheathing such as plywood sheething(TC)and/or drywall(BC). rr. DAT E: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ SEQ. : 6119575 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ^V A. TRANS I D• 412774 design loads be applied to any component, and are for"dry condition"of use. n S.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If '�a '-/ 14 G.Q "'" fabrication,handing,shipment and Installation of components, necessary. 4F1t>1% �y 7.Design assumes adequate drainage Is provided. 4. V 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111011 VIII VIII VIII IIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center hoes. 9.Digits indicate size of plate in inches. MiTek USA,Ir1C./CompUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 ' 1111111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1-334) 186 1-4=10) 0 ' BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -83) 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"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: 0.0" 11.6" TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 274V -121/ 269H 5.50" 0.44 KDDF ( 625) 5'- 9.2" 0/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -293/ 280V 0/ OH 1.50" 0.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. MAX LL DEFL = -0.002" @ 6'- 11.6" Allowed = 0.096" MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed = 0.128" f 3 -/ MAX TC PANEL LL DEFL = 0.309" @ 3'- 4.7" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.286" @ 3'- 5.2" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" NOTE:Design assumes moisture content does 12 it not exceed 19% at time of manufacture. 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o o Truss designed for wind loads 11 1 in the plane of the truss only. r 0 0 0 1 1 00 °J 0 WAIll 1:211 /- 7,- -1 4** -/ cp M-3x4 * * * 6-00 0-11-09 PROVIDE FULL BEARING;Jts:1,4,21 JOB NAME •. 5017-A POLYGON - J7 � o P of 9 sale: 0.3,0, 4 �`%1/2o� ✓a 9 17 WARNINGS: GENERAL NOTES,unless otherwise noted: p 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 4: .920 0 r_E Truss• J7 and Warnings before construction commences. budding component.Applicability of design parameters and proper. 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE s the of the erector.Additional a manent brawn of 2'o.c.and at 10'o.c.respecsuch tivey unless braced throughout their length by responsibility P g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` r= �. DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �!, 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. 4[% SEQ. : 6119576 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, 3i t TRANS I D• 412774 design Wads be applied to any component and are for"dry condition"of use. �'0 T J 14 2 • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design rary arses full bearing al all supports shown.Shim or wedge if iii fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. /941%� 6.This design Is furnished subject to the Imitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center IIIIII VIII VIII(IIII VIII VIII(IIII IIII IIII TPINViCA in BCSI,copies of which Mil be famished upon request. git coincide with joint center Ines. 9.Digitsso nide size ofintplate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector pate design values see ESR-1311,ESR-19g8(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-417) 362 1-4=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2-3=(-108) 44 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hent ger s acs. - See approvedDL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) g p plans TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 262V -147/ 291H 5.50" 0.42 KDDF ( 625) 5'- 9.2" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -373/ 439V 0/ OH 1.50" 0.56 KDDF ( 625) 7'- 11.6" -23/ 17V 0/ OH 1.50" 0.03 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.199" @ 2'- 11.6" Allowed = 0.576" MAX TC PANEL TL DEFL = 0.178" @ 2'- 11.6" Allowed = 0.864" 14.00 MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 5'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria.Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6,Truss designed for wind loads0o in the plane of thetruss only.1I rna, 00 I rnrn 0 ti/- I o IFS f I **1 4 M-3x4 11 1 6-00 1-11-09 'PROVIDE FULL BEARING;Jts:1,4,2,31 JOB NAME : 5017-A POLYGON - J8 ,<«. ° PROF�s Scale: 0.3365 4'J - 001Ny/fit97 -/ WARNINGS: GENERAL NOTES,unless otherwise noted: 4,, v 11120/17 �,A".Sy 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Q' !92••PE 1-- Truss: J 8 and Warnings before construction commences. building component Applicability of design parameters and proper -/'is 2.204 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. . 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byAMOPPP DATE: 11/20/2014 the overall structure Is the responsibilityof the buildin designer. continuous sheathing such as plywood required hing(TC)and/or drywall(BC). rw g 9 3.20 Impact bridging or lateral bracing where shown++ O CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. f, SEQ. : 6119577 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, j." I!OREGON (t . TRANS I D• 412774 design bads be applied to any component. and are for"dry condition"of use. 4� S.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If A- 14 2•- �y `}" fabrication,handing,shipment and Installation of components. ecessary, `7 �°' 7.Designlaesassumes adequatedodthiface isprovided.truss, y v - 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111111111111111 TPINVICA in SCSI,copies of which will be furnished upon request. lines with Joint center lines. inches.9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11E1111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=(-483) 428 1-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-112) 49 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 275V -167/ 333H 5.50" 0.44 KDDF ( 625) 5'- 9.2" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -388/ 445V 0/ OH 1.50" 0.57 KDDF ( 625) 8'- 11.6" -46/ 54V 0/ OH 1.50" 0.09 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /- -" MAX TC PANEL LL DEFL = 0.168" @ 2'- 11.7" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.154" @ 3'- 2.5" Allowed = 0.864" it MAX HORIZ. LL DEFL = -0.009" @ 8'- 10.8" MAX HORIZ. TL DEFL = -0.009" @ 8'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), p, load duration factor=l.6, Truss designed for wind loads N N in the plane of the truss only. C O I N r-, N , I o o N r-I C ti I / �o y I **1 4** o M-3x4 * * * 6-00 2-11-09 PROVIDE FULL BEARING;Jts:1,4,2,31 JOB NAME : 5017-A POLYGON - J9 ��`tO+ PRoEt. Scale: 0.3129 � �al�t�/f l �{?� WARNINGS: GENERAL NOTES,unless otherwise noted: CC. �j (7C' 'V 1.Builder and erection contractor should be advised of all General Notes 1.This design is basad only upon the parameters shown and is for an Individual .92 0 O P E t Truss• J9 and Warnings before construction commences. building component.Applicability of design parameters and proper Allir/rooe.'' 2.204 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE is the res ons bili of the erector.Additional a manent braci of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Nar. " p ty P n9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rw:" ir DATE• 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ f 4.No load should be appled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -17 OREGON. b ••r f SEQ. : 6119578 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, ,j..,� $ Q TRANS I D• 412774 design loads be applied to any component. and are for"dry condition"of use. T 4 2 hV • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handing,shipment and installation of components. necessary. fin t 0.- g P Po 7.Design assumes adequate drainage is provided. �+'. 6.This design is furnished subject to the imitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center IIIIII VIII(IIII(IIII VIII VIII(IIII IIII IIII TPIMJfCA In BCSI,copies of which will be famished upon request. git coincidewith joint In I nche. 9.Digits indicatesize of tplate eto Inches. v c. nn MiTek USA,InC./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 101111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1-2=(-553) 490 1-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-133) 83 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -31/ 321V -185/ 371H 5.50" 0.51 KDDF ( 625) 5'- 9.2" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -422/ 474V 0/ OH 1.50" 0.61 KDDF ( 625) 9'- 10.2" -87/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /- , MAX TC PANEL LL DEFL = 0.162" @ 2'- 11.7" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" @ 2'- 11.9" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.011" @ 9'- 9.4" MAX HORIZ. TL DEFL = -0.011" @ 9'- 9.4" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 14.00 7 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads m / op in the plane of the truss only. 0 0 ti r-I I ,, N 0 ,,I ' . 0 M-3x9 6-00 3-10-03 PROVIDE FULL BEARING:Jts:1,4,2,3' JOB NAME : 5017-A POLYGON - J100PROpt Scale: 0.2693 �j //(Jj✓N (yp� ''2 WARNINGS: GENERAL NOTES,unless otherwise noted: 4Gr /I(jr u" I f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual .92`.PE r Truss: J 10 and Warnings before construction commences. building component.Applicability of design parameters and proper yr 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bating to Insure stability during constmctlon 2.Design assumes the top end bottom chords to be laterally braced at / DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). ,„0"t411100 - DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 10 CC S E 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 1X Q. . 6119 5 7 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4 r✓ TRANS I D: 412774 design loads be applied to any component. and are for"dry condition"of use. f .7".1k. � �. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hill bearing at all supports shown.Shim or wedge if { 1 t1 fr t� fabrication,handing,shipment and installation of components. Designeessary. � R/4`5 t may, '. 6.This design is furnished subject to the limitations set forth 7. latesassumes adequate onne drainagecis of sand 1..1. V I IIIIII I III VIII VIII VIII VIII(IIII IIII IIII 9 J by 8.Plates shall be located both faces oftruss, placed so their center TPINVTCA In BCSI,copies of which will be furnished upon request. Ilnes coincide with joint center lines. -. 9.Digits indicate size of plate in inches. MiTek USA,InC./COmpuTfu3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 This design prepared from computer input by 111111111111This LUMBER-BC . LUMBER 4PECIFICATIONS TRUSS SPAN 9'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-508) 445 1-4=(0) 02-3=(-115) 55 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 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) ** For hanger specs. - See approved plans TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 285V -172/ 343H 5.50" 0.46 KDDF ( 625) 5'- 9.2" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -396/ 451V 0/ OH 1.50" 0.58 KDDF ( 625) 9'- 2.5" -58/ 68V 0/ OH 1.50" 0.11 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX TC PANEL LL DEFL = 0.167" @ 2'- 11.7" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.152" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.010" @ 9'- 1.7" MAX HORIZ. IL DEFL = -0.010" @ 9'- 1.7" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12Wind: 140 mph, h=24.6ft, TCDL4.2,BCDL6.0, ASCE 7- , 19.00 (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. rn rn o r I N 1 1 ,-I r-1 ti o �F� A t **1 9 M-3x4 6-00 3-02-08 'PROVIDE FULL BEARING;Jts:1,4,2,31 PR Op- JOB NAME : 5017-A POLYGON - J11 Scale: 0.3023 �5 r�t�G(" . wco illzofT , WARNINGS: GENERAL NOTES,unless otherwise noted: 1� +9 SPE r- 1. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss• J11 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the building designer. , 3.Additional temporary bract to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at p ry er . ty 2'o.c.and at 10'o.c.respectively unless braced throughout their length by }'r e AVM' DES. BY: EE is the respons b lily of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). t'� DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON A..- SEQ. : w 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ^V S E Q. : 6119580 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �1 Z design loads be applied to any component. and are for"dry condition"g use. ra -7 fr 1 Q 13 TRANS I D 412 7 7 4 8.Design assumes full bearing at all supports shown.Shim or wedge if 5.Comp tion.has no,ship over and assumes no responsibility for the necessary. `t,,•. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center ch will be furnished upon lines coincide with joint center Ines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIII M Te USA,Inc./Compulr s TPINVTCA in BCSI,copies of (Software 7.6 6(1 L)-E request. late in Inches. 70. orb siinc connectorte size oplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII TPACIhis FdIC LUesign MBEprRepared from computer input by -BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( 0) 86 2-5=(0) 0 2-3=(-508) 444 TC LATERAL SUPPORT <= 12"01. DON. LOADING 3-4=(-115) 55 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.0" 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) ** For hanger specs. - See approved plans 0'- 0.0" -23/ 377V -187/ 417H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.2" -402/ 448V 0/ OH 1.50" 0.57 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 2.5" -64/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ,. THE BOTTOM CHORD D AD LOAD IS A MINIMU OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ��i MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.152" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.155" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.010" @ 9'- 1.7" MAX HORIZ. TL DEFL = -0.010" @ 9'- 1.7" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 19.00 2 Design conforms to main windforce-resisting i' system and components and cladding criteria. C,' Wind: 140 mph, h=26ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Lo Lo o load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. N N O N IA- P� 1�� 5*. M-3x4 * * * * 1-00 6-00 3-02-08 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5017-A POLYGON - J12 , D PROP Scale: 0.3094 <c-! fl /tt/p' (r2 WARNINGS: GENERAL NOTES,unless otherwise noted: ((1 V !J z("f 1.l -p' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual ;920•P E Truss: J 1 2 and Warnings before construction commences, building component.Applicability of design parameters and proper t-C. 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. ,,,„r: DES. B Y: E E 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at -. Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by DATE: 11/20/2014 the overall structure la the rea nsibi of the buildingdesigner. 2co:8 impact sheathing suchr l as ac ngoequsheathingwhen shown and/or drywall(BC). /.,fin p° �' g 3.ar Impact bridging or lateral bracing required where shown++ SEQ. : 6119581 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. �f OREGON f, fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ^W TRANS I D: 412774 design bads be applied to any component. and are for"dry condition"of use. �i 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if .c:1' "7,}� 14 re- . fabrication,handing,shipment and Installation of components. Design assumes c.Ah,T 6.This design Is furnished subject to the imitations set forth 7.Design assumes adequate drainage is provided. `f ` T' 111111111111111111111111111111111111111111111 TPI/WTCA in 8051,copies of which will be furnished upon request. 8.Platesnecoincide with Joinptt center on Noes. of buss,and placed so their center 4 4 4 M iTBk USA,InC./COrtdpuTru3 Software 7.6.6(1 L)-E 10.Digits9. For connectorcate size oplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 w TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-82) 72 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"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" -28/ 292V -40/ 108H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -87/ 79V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 34V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 1-11-11 MAX TC PANEL LL DEFL = 0.006" @ 1'- 3.7" Allowed = 0.164" T T MAX BC PANEL TL DEFL = 0.003" @ 1'- 7.7" Allowed = 0.206" MAX BC PANEL TL DEFL = -0.005" @ 1'- 12.0" Allowed = 0.206" 12 MAX HORIZ. LL DEFL = -0.001" @ 1'- 10.9" 14.00 7 MAX HORIZ. TL DEFL = -0.001" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. I') Design conforms to main windforce-resisting system and components and cladding criteria. c Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, I Truss designed for wind loads `-.1 in the plane of the truss only. M o/- t �� 0 M-3x9 * ,1 l 1-00 4-00 PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 5017-A POLYGON - KJ1 �q Scale: 0.6019 �� PF�Qfi 6S WARNINGS: GENERAL NOTES,unless otherwise noted: ./ i11 Z01/7l._ I.IP 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" 79230PE. { Truss• KJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper y 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. J 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at ,rr . DES. BY: EE is the res onsiMlity of the erector.Additlonal ermanent brecin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,r' f0,� •" p p 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1' DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I' CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 �p�OREGON. i i, SEQ. : 6119582 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 1.+ 4 \ . TRANS I D• 412774 design bads be appked to any component and are for"dry condition"of use. �} 4 `Z ���' • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge i( �+•. {S t fabrication,handling,shipment and installation of components. 7.Design s umes adequate drainage is provided. R1:110- 6. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - 1 1111111111111111 TPINVECA BCSI,copies of which will be furnished upon request git coincide with joint acenter lines. 9.Digits oncide size of plateein Inness. vy pp MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(-88) 97 3-5=(-297) 336 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-304) 270 WEBS: 2x4 KDDF STAND 3-4=( -20) 9 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -44/ 325V -105/ 172H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -107/ 201V 0/ OH 5.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.087" @ 2'- 1.5" Allowed = 0.337" 3-08-09 0-03-12 MAX TC PANEL TL DEFL = 0.086" @ 2'- 1.6" Allowed = 0.505" T T T 12 M-1.5x3 4 MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 14.007 NOTE:Design assumes moisture content does T not exceed 19% at time of manufacture. 1 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), o load duration factor=l.6, i Truss designed for wind loads 0 0 in the plane of the truss only. r`1 u7 0 so 0 i ..11111111111111.11 o �� of / ►� ��5 M-3x4 M-1.5x3 1 1 ), 3-08-04 0-03-12 1-00 9-00 JOB NAME : 5017-A POLYGON - KJ2 O PROF,-s Scale: 0.4367 `Cj GINSLLL��� `/� WARNINGS: GENERAL NOTES,unless otherwise noted: CI. v///20///7f� y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Q' ,' 72,•PE t' Truss: KJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,/y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at „/'" DES. BY: EE 2'o.c.and et 10'o,c.respectivey unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Epoppyr DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -re i. 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the res onsibii of the respective contractor. /� SEQ. : 6119583 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / OREGON (x ^V design loads be applied to any component and are for"dry condition"of use. 6. .,4�y p� 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if Q 14 `L P� TRANS I D: 412774 fabrication,hand'ing,shipment and installation of components. necessary. 6 7.Design assumes adequate drainage is provided.uss, �``i t�� 6.This design is furnished subject to the'irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center t al ch will be furnished upon lin s co with j int IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA In BCSI,copies of M Te USA,Inc./CompuT u3ISoftware 7.6.6(1 L)E request. 10.For basic con ectoroplate design values see ESR-1311,ESR-1988(MITek) center Ines. 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 or TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-70) 65 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -45/ 302V -40/ 108H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -35/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -41/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.003" @ 1'- 2,9" Allowed = 0.164" 1-11-11 MAX TC PANEL TL DEFL = -0.004" @ 1'- 2.9" Allowed = 0.246" 1' T MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 14.00 7 NOTE:Design assumes moisture content does r --, not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. F Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), d, load duration factor=l.6, o i Truss designed for wind loads orn in the plane of the truss only. O N ti C- O i O 0 MEMO 41E00 M-3x4 y y ), 1-00 2-00 PROVIDE FULL BEARING;Jts:2,4,31 e`,U PR Opts JOB NAME : 5017-A POLYGON - KS J1 Scale: 0.6019 �5� GAN iQ WARNINGS: GENERAL NOTES,unless otherwise noted: 41/ /1/ ¢ 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 It. .9''" P E r" Truss• KS J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability dining construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE p ry e ty 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Aupppr is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r gip. DATE• 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �t, Cr 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. "j' `�,t S E Q. : 6119585 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, ��^Vii OA design loads be applied to any component. and are for"dry condition"of use. 0 -7 14 w , TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 8'necessary.assumes full bearing at all supports shown.Shim or wedge if �y ry t �� fabrication,handling,shipment and Installation of components. 7.Design asumes adequate drainage Is provided. t-i R I5 \. 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center 1111111111111111111111111111111111111111111 TPINVECA in BOB,copies of which will be famished upon request. 9.IDigits Indicate sizeines coincide with ofjointcenter In Inches. Ines. MiTek USA,InC./COfnpuTfu3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPI RES:12/31/2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2-4=(0) 0 BC: 2x4 KDDF (1&BTR SPACED 24.0" O.C. 2-3=(-90) 48 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: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -164/ 578V -31/ 121H 5.50" 0.92 KDDF ( 625) 1'- 9.2" -123/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.8" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" MAX TC PANEL TL DEFL = 0.007" @ 1'- 5.1" Allowed = 0.407" 7.00 /- 3 -,. MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.1" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ca load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. to111111111111111, ,, �� 4M-3x4 .1 ,1 y 3 2-00 2-00 1-11-13 PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5017-A POLYGON - SJ1 �, pN aF�0 Co'Scale: 0.6651 / WARNINGS: GENERAL NOTES,unless otherwise noted: f ZO/ 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 �,� /I7921/OPE 9200PE c Truss: S J1 and Warnings before construction commences. building component.Applicability of design parameters and proper �+f 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and et 10'o.c.respectively unless braced throughout their length is the responsibility of the erector.Additional permanent bracing of jg ). Ate' DATE: 11/20/2014 the overall structure is the responsibility of the buildin designer. continuousxImpact sheathing such laacing required red where s shown+dryweli(BC). -AI Po h g kl 3. Impact bridging or lateral bracing required where ++ * OREGON Cr 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsiblsty of the respective contractor. OREGON SEQ. : 6119586 fasteners are complete and at no time should any loads greater than S Design assumes trusses are to be used in a non-corrosive environment, 'I1 b R. TRANS I D• 412774 design loads be appFed to any component and are for"dry condition"of use. ,j S.CompuTnn hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If © /'' 1 d Q.0 P`{^' fabrication,handling,shipment and installation of components. 7.necessary. , 6.This design Is famished subject to the Imitations set forth byg,Plates assumes adequateatedondrainage iso truss,and placed �` `s V IIIIII VIII VIII VIII VIII VIII VIII IIII IIII g j 8.Plates shag be located on both faces of truss, so their center r'1 4- TPINVECA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate in inches. MiTek USA,InC./COmpUTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 - ' I This design prepared from computer input by 1E111111This LUMBER-BC ....,a. LUMBER 4PECIFICATIONS TRUSS SPAN 7'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2-4=(0) 0 02-3=(-159) 91 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -82/ 513V -57/ 192H 5.50" 0.82 KDDF ( 625) 1'- 9.2" -113/ 294V 0/ OH 5.50" 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.8" -101/ 192V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.1" MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.1" 3 -/ �- NOTE:Design assumes moisture content does '( not exceed 19% at time of manufacture. 1 12 Design conforms to main windforce-resisting 7.00 system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. r1 0 rn r-1 i 1 in r-1 0 0 EMINIMIIM CD I f 2 1... -0 4 0 M-3x4 1 y y b y 2-00 2-00 5-11-13 (PROVIDE FULL BEARING;Jts:2,4,31 D PROfie JOB NAME •. 5017-A POLYGON - S J2 Scale: 0.4618 N-3.4.\''' '' s/!? WARNINGS: GENERAL NOTES,unless otherwise noted: d, 11 32 PE C' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Truss• S J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional tempora bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at '#u0M., DES. BY• EE temporary g h 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �„/ Ie is the responsibitty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor drywell(BC). DATE: ill'or 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON ,/././ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsiMSty of the respect.contractor. S E Q. : 6119587 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L. �q N design loads be applied to any component. and are far"dry condition"of use. '�t� P TRANS I D• 412774 6.Design assumes full bearing et all supports shown.Shim or wedge if A` �( 5.Comceton,has no control over and assumes no responsibility for the necessary. `�/ :' ` �,,. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the lin-Astons set forth by 8.Plates shall be located on both faces of truss,and placed so their center I,copies of ch will be furnished upon IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMTTPeINVICA SAnInCJCOmpuTfus(Software 7.6 6(1 L)E request. late In inches. 0.lines coincide with Joint center Nnes. 9.Digitsbasic connector oplf ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015