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Plans (52) EEED \/' ®CONFQRM5 TQ QESIGN CON�PT CfM f1� .s--2.,c-/.3V E-.1 CONFORMSTODESIGN CONCEPT wm4 „RI. 191x' I J{/1/ �- I 41� .1 LDI J REV[SIONS NOTE) ���^ _ NON-CONFORMING REVISE&RESUBMIT O w CITY OF F IGARD Al15 e IFS I /�A ��� 61N Alexia Fukui Date 12/22(14 —',�1�'���J(�t�►V1` �.o. � l co � ta�IaeAraoT ARCHITECTS v ( ' ' 11, ER 4:12 , ; cilli aa '..) J2 FJ1 ,A NGUERS42 5 A J3 FJ2 1,A ,/ / 111 , J4 DRFJ3 12 FJ4 IN M AdA 1:441:44FJ7 ! FJ8_ -- ' DJ4 • aP FJ9 - Al Iv FJ8 1 4,FJ7_._.,lit 7:; / D 4 14:12 / le:1Z DJ3 I DJ2 DJ1 FJ10 (1) 1IL428 tan rEi CI Y„r 11 G3 liter 1!.19 i A3 . , G2 (2) N �� (8) G1 \ 6 I/ r2 fit 7� A2 (4) KJ1 l62 I—WIT+ r, �i en 1 81 CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN ❑ NON-CONFORMI tG-REVISI Pii BMIT I. 8-217 I 11'x' I 16 1- 4'-0' THIS SHOP DRAWING HAS BEEi REAIEVED FOR GENERAL CONFORMANCE 50-0* WITH THE DESIGN CONCEPT a.AIC CAA NOT T LGEiC T:T ^-�� FAERICATOS!VENDOR OF RESPC44,,,A�ITY FOR CONFORMANCE WITH THE GARAGE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF YBICH HAVE PRIORITY OVER THIS SHOP DRAWING, By: Arnold R.Solomon Date:December 10,2014 CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 11/20/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE.” REVISION-1: DRGN RGNGINE R FURECER Pami- 4umber 5017-A POLYGON INFORMATION.BUILDING DESIGNERlENGINEER OF RECORD PLAN: DRAWN BY: DM REVISION-2: RE�NSIBLE FOR ALL NON-TRUSSTO TRUSS CONNECTIONS.BUILDING 5017-A / A CHECKED BY." �REVIEEW AND APPPRO°VE OF ALDL TD 0 '�RUSCOMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. IX 0.11"—1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 1 rg CONFORMS TO DESIGN CONCEPT 517-01 a. i,,%1IFSOIORNsMSNTOOTED:SIGN CONCEPT WITH i 4 RE I I I. 41.0' 26=9* 19%3" o NONCONFORMING-REVISE&RESUBMIT WS.10P DRA.INC,ALS BEM REVIEW.,,,:71.,CONF,....." WiTF ,F.F. Whti,FT'i .Y MD ',.., NOT RS,EVE THE FABRri,CahegJOR C,,2,01:5£L1,FOR'CONF-ORMANCE V,Ii DE..1 ORRY.C5 S,E,CAIT.S.A.`?,,,LIC41.:CCTES,OF VirK.,VNE, MCIFurf OVER,ii.$11G?DR.V. By Alexia P0 II Date 12/22/14 I 610 6'-O' MILBRANOT ARCHITECTS I -4 I - -e -7-- . . _ i. 0 rot / Bo J1 A 1 0 2: = • J2 V III IT r Vill — -7- J3 IIE. FJ1 . J4 MO 68 '.'' 7--p I' / over Ar •. .._ t,2 40 PS 40 A U FJ4 DJ1 X.n / M ii . 5 . fai FJ5 DJ2 V. i ILIIMM ''" P 0 Mil FJ6 DJ3 kr ...... 0 .AF . FJ7 10 DJ4 en . 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KJ1 Ir A2 (4) I rill : cl 10 - mosImon t '114— ii: • Al R1 1 CONFORMS TO DESIGN CONCE GARAGE E1 CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN 4'41I 1C-0' I 1V-3" 1 61-2 VT W.guscoNFoRmIrc-REVISE AND RESUBMIT 50'-0' THIS SHOP DRAWING HAS BEY REVIEWED FOR GENERAL CONFOR4ANCE WITH THE DFATON CONCEPT OLE AND DOES NOT RELIEVE THE EABRICATORNEWAR OF RESPCNSIBILITY FOR CONFERENCE WITH THE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORIT' OVER THIS SHOP DRAWING, Sy: Arnold R.Solomon Date:December 10,20 4 CT ENGINEERING INC 0 Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGONNW 1 1/20/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL MI PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER 5017-A POLYGON INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS ::,„ PLAN: DRAWN BY: DM REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5017-A i ACHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL Lk TRuss ''',1k, COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.1 1"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MTek USA, Inc. ! ompuTrs WarningsSoftware General dotes WARNINGS: 1, Builder and erectioncontractor shad be advised of aft GeneralNotes and Warnings 1 tare construction commences . 2. 2a 4 compression web'bracing must be insta cl where +. 3. anal temporary to insure stability d construction Is the r nsr'tiility the erector. Additional permanent to it the overt structure is the responsibility of the building 4. Na should be a toan fasteners completeaypcxe t a Ci arear f t not should any loads titan design loads be appliedto any ent, 5. CcsttpuTrus has no control over and assumes no responsibility ler the fabrication,h tg,shipment and it of components. 6, "his is furnished subject to the n set forth by TPI WTt,A in SCSI,copies of which will be furnished upon request. GENERAL NOTES,unless otherwise noted: 4. Tim design is oar upon parameters shoe nand is far div buildingcomponentApplicabilityof l and p incorporation camper is the respan of t e build designer.2. assumes the and bottom chords to be la teraly braced 2'o.c,and at 10'o.c.respectively braced ti ,gho�ut thelength b+ at continuous rid thing such asp s nag(TC) drywall(� 3. 2x Impact bridging orlateralbraving reared where shown++a ) 4. instate of truss is the responsibility of tate respective contractor. 5. i assumes trusses are to be used in a norr ent, and are Farr"dry condition"of use. 6. Desi assumes full bearing at all supports shown.=Shirrs ce wedge if n+�e sa y 7.. assumes adequate drainage is provided. 8. plates snail be located on both faces of ,artc3,p ed so center ode with joint lines. 9.,, ii size of pyla to Si inches. 10, For basic connector plate deft valuessee ESR-1311,ESR 1 M `eit). t9 PRQp. i .t. . , , , OREGON © ,• 3-48 41, W` 1A- EXPt $ 1111 1011 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" ICON)). 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF ql&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, considered for this design. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=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 complete specifications. 9-02-08 7-03 T T T 12 IIM-4x4 12 /- 14.00 7 3 14.00 iii 0 I 0 N ,--1 4 0 o � lI 0 Ii111111111111111111 N CD eiiiiiiiiiiiiiiioi,,,.,,oiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii5/i i,,i iii.,iiiiiiii/iiiiiiiiiiii,e/W/iiiiiiiiiioiii I ��5 C. f M-3x9 * b * ,1 1-00 16-05-08 1-00 JOB NAME : 5017—A POLYGON — Al �v,tn PROpe Scale: 0.2441 .S:1\ f\'`r`GIN Aii))_' / WARNINGS: GENERAL NOTES,unless otherwise noted: kt V 92 0 I rc- .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 . T.92 0 0 P E it Truss: A 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. 41100., 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 pe manent bracing of 2'o.c.and at 10'0.0.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)end/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. OREGON t.,/ S E Q. : 6119521 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. //t r�Q ..`}, 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 t! 4 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 41CR R y O- 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII I III IIID VIII VIII VIII VIII I II IIIITPINVTCA in SCSI,copies of which will be furnished upon request. Digit coincide with joint in che. 9.Diels incde size of tplate eto Inches. MiTek USA,InC./COmpulrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) E ) S;1 2f3,)/201 'IIIIII VIII 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 KID' 41&13TR LOAD DURATION INCREASE - 1.15 1-2=( 0) 86 2-7=(-168) 496 3-7=(-311) 309 BC: 2x9 KDDF 41&BTR SPACED 29.0" O.C. 2-3=(-699) 217 7-8=(-115) 266 7-4-(-286) 492 WEBS: 2x9 KDDF STAND 3-9=(-529) 296 7-5=(-179) 255 LOADING 9-5=(-514) 300 5-8=(-660) 227 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -92) 103 8-6=( -99) 81 BC LATERAL SUPPORT <= 12"01. UON. 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 (Pq) 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 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9-02-08 7-03 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1' T I' 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 = 0.019" @ 9'- 2.5" Allowed = 0.777" T T 1' 'f 1' MAX TL CREEP DEFL = -0.022" @ 9'- 2.5" Allowed = 1.036" 12 M-4x6 12 MAX HORIZ. LL DEFL = 0.006" @ 16'- 2.0" 14.007 19.00 MAX HORIZ. TL DEFL = 0.008" @ 16'- 2.0" 44.0" AlNOTE:Design assumes moisture content does Inot exceed 19% at time of manufacture. �n 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 u7 0 c O ,_, AM..1.5x3 6 ti 0 I rn OO , I 11- N M-3x4 M-3x8 M-3x4 8 A- 1, b /, 9-02-08 7-03 .1 b ), 1-00 16-05-08 JOB NAME : 5017-A POLYGON - A2 �,`� 0 PROFts Scale: 0.23000IN (/� WARNINGS: GENERAL NOTES,unless otherwise noted: 4.5.:, 11120?..[.� -57 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 t"^ Truss: A2 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 fs the responsibility of the building designer. gyp' 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 byr.+( 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 SE 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 40 Q. : 6119 5 2 2 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„ ,. \ik A... design loads be applied to any component. and are for"dry condition"of use. / A..q 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 l r y(( 2 �� fabrication,handling,shipment and installation of components. necessary. provided.s �y f-�1 t 6.This design is furnished subject to the limitations set forth by 8.Plate7. gs shall be locurnes ated on both faces drainage of truss,and placed so their center ��'1 f-1.11-�"' II II IIII VIII VIII III III III I IIII IIIITPINVICA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. M iTek USA,InC./COfIIpulrus 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 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=1-910) 3618 3- 9=( -140) 340 7-12=(-5872) 1330 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-5894) 1404 9-10=(-900) 3708 9- 4=( -758) 3332 2x6 KDDF #2 A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-4212) 1128 10-11=(-662) 2966 4-10=(-2466) 696 2x8 DF SS B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 16'- 5.5" V 5- 6=(-4226) 1122 11-12=( -74) 264 10- 5=(-1630) 6074 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 7'- 0.0" V 6- 7=(-4654) 1092 10- 6=( -580) 276 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 470.8)+DL( 340.2)= 811.0 PLF 7'- 0.0" TO 16'- 5.5" V 6-11=) -182) 636 BC LATERAL SUPPORT <= 12"0C. 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) J ( 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 )0] nails staggered at: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP �COND. 2: Design checked for net(-5 psf) uplift at 24 "Sc spacing.' 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6" oc in 2 row(s) throughout 2x8 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs, *** HANGER TO APPLY CONC. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 webs. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.046" @ 5'- 10.3" Allowed = 0.777" MAX TL CREEP DEFL = -0.127" @ 5'- 10.3" Allowed = 1.036" 9-02-08 7-03 MAX HORIZ. LL DEFL = -0.007" @ 16'- 2.8" 3-04 2-09-12 3-00-12 3-05-11 3-09-05 MAX HORIZ. TL DEFL = 0.013" @ 16'- 2.8" T T ' '( 1' T NOTE:Design assumes moisture content does 12 12 M-5x6 not exceed 19% at time of manufacture. 14.00 7 14.00 55.0" Design conforms to main windforce-resisting f system and components and cladding criteria. 1 Wind: 140 mph, h=24.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3xII Truss designed for wind loads in the plane of the truss only. + Laterally brace to roof diaphragm + 2x4 web brace required. 0 1 o M-3x5 IL 1 N /,r 4M-4x8 7 M-5x16 orn AAIK.. ... , 8 9 10 11 - 12 o M-1.5x3 M-7x12 =M-10x10 M-4x10 M-3x10 y b *** 347Q# y y y 3-02-04 2-08 3-04-04 3-09-03 3-05-13 .1 b 1-00 16-05-08 WEDGE REQUIRED AT HEEL(S). R JOB NAME : 5017-A POLYGON - A3 Sale: D.1956 ,c," - IIN /�J�{)'`�si WARNINGS: GENERAL NOTES,unless otherwise noted: CI "'/20 1710 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 '1.'g .P L r. Truss• A3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown a, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ApRom^ P ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). > !INW DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a+ 1M 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. p17a�N SEQ. : 6119523 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 ,• �Ljq 0,, �. TRANS ID: 412774 design bads be applied to any component. are for"dry condition"of use. } • 5.CompuTrus has no control over and assumes no responsibility for the 6.aandgnn assumes full bearing at all supports shown.Shim or wedge If 4 14 fabrication,handing,shipment and installation of components. necessary. `' R A y L. g P Po 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center 13111111111111111111111110.VTPI VVECA in BCSI,copies of which will be furnished upon request. Digits coincidenwith joint center te lines. 9.Digs ndtsize of IncInches. MiTek USA.lnC./CompuTfus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1g88(MiTek) EXPIRES:1 2J+ary 1/2015 11101111 IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 3.0" TC: 2x9 RIDE #1&BTR LOAD DURATION INCREASE = 1.15 �COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.) BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE' system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 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), 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 ION. 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. 5-07-09 5-07-07 T T T 12 I I M-4x4 12 /- 14.00 7 3 14.00 9I M O O co O 441111111111L4 ot CO �� O O t O M-3x4 M-3x4 b ) y y 1-00 11-03 1-00 JOB NAME •. 5017—A POLYGON — B1 Sale: 0.3363 'c,' ' ISN l�,fiss* WARNINGS: GENERAL NOTES,unless otherwise noted: ;L" /�1y/20 + , ;-s'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.' t_9`2!40PLC 1'' Truss: B 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 y+�" 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). „.�+"�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++ / ()REGION fIt S EQ. : 6119 5 2 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. `V 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^ 17�r ,\t' A.. TRANS I D: 412774 design loads be applied to any component. and are for 6.Design assumes full bearingf at all supports shown.Shim or wedge if /6E © 7 1: [� �p 5.CompuTrus has no control over and assumes no responsibility for the necessary. 44 ,/.� !)„ fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. `”+ R4112/L311: tt. 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 +l r11 1111111111101111111111111111 III I III(IIII VIII IIII VIII IIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. M)Tek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP{RES:12/31/2015 11111111 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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSE 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.i THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 5-07-09 5-07-07 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1' 1' 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-4x6MAX TL CREEP DEFL = -0.003" @ 12'- 3.0" Allowed = 0.133" 14.007 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 �� MAX BORIZ. LL DEFL = 0.002" @ 10'- 9.5" MAX HORIZ. TL DEFL = 0.003" @ 10'- 9.5" I" 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, r Truss designed for wind loads o in the plane of the truss only. I0 N O n �� i S� a of f- _� 6 ►_ t M-3x4 M-1.5x3 M-3x4 O k J, 3, 5-07-09 5-07-07 1 1, 1, 3, 1-00 11-03 1-00 JOB NAME : 5017-A POLYGON - B2 Scale: 0.3531 ,c��� GpN 00 c1��6,f WARNINGS: 11/2� GENERAL NOTES,unless otherwise noted: ((����ii �-f r 91,,. 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"4"92.4160001..:'''''0 �.rG i f"C- Truss: B 2 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 DES. BY: EE2'o.c.and at 10'o.c.respectively unless braced throughout their length byr ar. 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 applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '! OREGON I(/ SEQ. : 6119525 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 TRANS ID: 412774 design loads be applied to any component. and are for"dry condition"of use. / 2,Q -� • 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 f),,1Y. necessary. �+- v. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. c„ RML, \ 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII(IIII(IIII VIII(IIII IIII IIII TPI WfCA in BCSI,copies of which will be famished upon request. git coincidenitwith joint ate inr Ines. N 9.Digitssndsize 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 • IBM 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-623) 534 1-5=(-336) 480 5-2=( 0) 240 BC: 2x4 KDDF #16BTR 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 #1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -53/ 582V -267/ 436H 5.50" 0.93 KDDF ( 625) M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) 10'- 9.5" -285/ 610V 0/ OH 5.50" 0.98 KDDF ( 625) vertical members (uon), BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIVE 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 9-08-19 0-09-12 MAX HORIZ. LL DEFL = 0.005" @ 10'- 2.0" f f f f MAX HORIZ. TL DEFL = 0.006" @ 10'- 2.0" 12 M 1.5x3 4 14.007 ---/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-3x5 Design conforms to main windforce-resisting f system and components and cladding criteria. Wind: 140 mph, h=16.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ill 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-3X4 of the same size and grade as structural top chord. Insure tight fit at each end of let-in. t i Outlookers must be cut with care and are o �.'r' A o permissible at inlet board areas only. M M Al N , I 1 1 5 6._. -' o M-3x4 M-1.5x3 M-3x9 1, 1• ), /, 5-06-02 9-07-19 0-07-08 10-09-08 JOB NAME : 5017-A POLYGON - C 1O, t� p�Qs Scale: 0.2265 's �yG(/I N WARNINGS: GENERAL NOTES,unless otherwise noted: 41,7 11I 2077 �J7 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 e 92.0 P E r Truss: Cl 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 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 xImpact continuous sheathing such las cingoeghead where 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 `it ,� 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. -yv OREGON ✓ Q. : 6119 5 2 6 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, L„ \ A. design loads be applied to any component and are for"dry condition"of use. / 4. (3 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 d 1 4 2- ii necessary. fabrication,handling,shipment and installation of components. necessary. i 7.Designlatesassumes adequate hdrainage Is provided.a. Ly 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r,�} III I I III IIII VIII III VIII VIII III IIIITPt/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111141 II"II IIII 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 @l&BTR LOAD DURATION INCREASE = 1.15 1-2=(-430) 175 1-5=(-182) 261 5-2=( 0) 244 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-211) 149 5-6=(-183) 261 2-6=(-444) 312 WEBS: 2x4 KDDF STAND 3-4=( -20) 9 6-3=(-199) 234 LOADING TC LATERAL SUPPORT <= 12"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) 0'- 0.0" -54/ 453V -182/ 354H 5.50" 0.72 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 9.5" -276/ 560V 0/ OH 5.50" 0.90 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE '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=1/180 MAX TC PANEL LL DEFL = 0.049" @ 2'- 7.2" Allowed = 0.524" MAX TC PANEL TL DEFL = 0.095" @ 2'- 7.2" Allowed = 0.786" 5-07-14 4-09-14 0-03-12 MAX HORIZ. LL DEFL = -0.003" @ 10'- 4.0" T fMAX HORIZ. TL DEFL = 0.003" @ 10'- 4.0" 12 M-1.5x3 4 14.007 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=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 �r O 0 0 1 1 m m O 1 r� _ -, 5 r, 1 M-3x4 M-1.5x3 M-3x4 .y 5-06-02 5-03-06 .1 1' 10-09-08 .O Opt. JOB NAME •. 5017-A POLYGON - C2 Scale: 0.2284 •' ,t.GING sf�, WARNINGS: GENERAL NOTES,unless otherwise noted: ✓ /!/^0 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 ' 7, 45 P E t^ Truss: C 2 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 sheathingsuch asplywood sheethin C and/or d ll BC. cinsheathing(TC) rywa( ) DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ AO (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. 7 OREGON 4(/ non-corrosiveSEQ. : 6119527 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, h,. Vr� \b` A; TRANS ID: 412774 design loads be applied to any component and are for"dry condition"of use. 8. / -�i�T}' F .. • 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if 7 Q �}.l.. necessary. c fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. V L.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 11111 11111(IIII 11111111111111111 1111 IIIITPIM?CA In BCSI,copies of which will be famished upon request. lines coincide with Joint ptin inches. 10.Forcenter fines. MiTek USA,InC./COn1pUTfus Software 7.6.6(1 L)-E9. basicconnectlate ocate r plate design values see ESR-1311,ESR-1388(MiTek) 7 EXPIRES:12/31/2015 III) This design prepared from computer input by ' III 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&3TR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3754) 1025 12-13=1 -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=1-877) 389 LL = 25 PSE 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"01. 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=1-259) 1136 TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 16'- 0.5" TO 23'- 9.5" V 8- 9=1-3460) 1067 15- 9=1-159) 85 BC UNIF LL( 0.0)+DL( 29.4)= 29.4 PLF 0'- 0.0" TO 23'- 9.5" V 9-10=1-3754) 1025 9-16=( 0) 289 NOTE: 2x4 BRACING AT 24"01 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)+0L( 52.0)= 237.7 LBS @ 7'- 9.0" TC CONC LL( 185.7)+DL( 52.01= 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/ 103H 5.50" 4.19 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 spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.103" @ 11'- 10.7" Allowed = 1.194" 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 '( '( '( '( NOTE:Design assumes moisture content does 3-10-06 3-03-10 0-06-11 9-02-01 9-02-01 0-06-11 3-03-10 3-10-06 not exceed 19% at time of manufacture. T 12 T T 4r237.700 T +21'7.70# T T Design conforms to main windforce-resisting 7.00 17 M-5x6 5 M-3x9 7 M-5x6 Q 7.00 system and components and cladding criteria. 9 6Wind: 140 mph, h=22.9ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, • T2=3 440 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, for wind lads M-3x4 M-N3X4M:x8:;T0 M-3x8.1,1- - a Kamm/ - kai a -r i 13 1�9 '( M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 0 M-7x8(S) 11 1 1 1 1 1 3-08-10 3-03-10 9-10-08 9-10-08 3-03-10 3-08-10 1 1 ) 1 1-00 23-09-08 1-00 JOB NAME : 5017-A POLYGON - Dl R, pRo. e Scale: 0.2579 c„\Gy� GT, `'/4 WARNINGS: GENERAL NOTES,unless otherwise noted: 414 /UP 171►")' 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 R 92$OP E r 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+, incorporation of component is the responsibility of the building designer. Jrr' 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 asl b plywood required whereown drywell(BC). r �= DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bradng required where shown++ 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. OREGON SEQ. : 6119528 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, „ '1f \tjr ��/ design loads be applied to any component. and are for"dry condition"of use. / d TRANS 1 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 c� ‘5,4 fabrication,handling,shipment and Installation of components, necessary. s p ry t 6.This design Is furnished subject to the limitations set forth by 7.Plates shall be locaten assumes d uon both facese of truss,and placed so their center n.1•^ " IIII I ll 11I VIII IIII it II IIII IIII IIllTPIAITCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Rtes. 9.Digits Indicate size of plate in Inches. 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:12131/2015 IIII I) IIIIII 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=(-151) 108 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -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•I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 0-11-09 MAX TC PANEL LL DEFL = 0.001" @ 0'- 7.9" Allowed = 0.059" ,( ,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 77 MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8" MAX HORIZ. TL DEFL = -0.001" @ 0'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. /- -/ Design conforms to main windforce-resisting system and components and cladding criteria. I Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, I Truss designed for wind loads cr o - in the plane of the truss only. AI 1 1 �� 1 -3x4 l b ), 1-00 3-10-08 PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 5017-A POLYGON - DJ1 \NO PR0,� .s� Scale: 0.6796 � i/2 6'7 rilfi b WARNINGS: GENERAL NOTES,unless otherwise noted: 1 tr-�� 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 4t* ' OPE 1 Truss• DJ1 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. ,,e,' 3.Additional temporary bracing to Insure stability during constmcton 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE2'o.c.and at 10'pc.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). ,,,,,,,,w,, DATE• 11/20/2014 the overall structure Is the responsibility of the building designer. 3.lx Impact bridging or lateral bracing required where shown+♦ va 4.No load should be applied to any component until after a8 bracing and 4.Installation of truss Is the responsibility of the respective contractor. 17 OREGON �// SEQ. : 6119529 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,. \� design bads be applied to any component. and are for"dry condition"of use. .� All' 2 *' TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes"dry full beefing at all supports shown.Shim or wedge if Q t �r fabrication,handling,shipment and installation of components. necessary. { t+ 9. P P° 7.Design assumes adequate drainage is provided. R f4. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - IIIIIII VIII VIII(IIII(IIII VIII(IIII IIII IIIITPINVECA to SCSI,copies of which will be furnished upon request. Diindicate lines coincidewith Joint center in knes. 9.Digits size of cin inches. 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: 2}3 1/2015 11111 111 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 jk1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF jj16BTR SPACED 24.0" 0.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) For hanger specs. - See approved1'- 10.8" -94/ 82V 0/ OH 1.50" 0.13 KDDF ( 625) g p 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 '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 = 0.073" 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 MAX HORIZ. LL DEFL = -0.001" @ 1'- 10.8" 19.00 MAX HORIZ. TL DEFL = -0.001" @ 1'- 10.8" /- 3 -/ 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, 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, ITruss designed for wind loads in the plane of the truss only. 0 ti M O N 1 riii AA, li in O I -/ M-3x4 1-00 3-10-08 'PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 5017-A POLYGON - DJ2 ,,,, to pRa,es Scale: 0.6033 c•j /G/1IN (}t.),_ �/ WARNINGS: GENERAL NOTES,unless otherwise noted: Z1,f� rl! y ! 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 � 92 i S P E 1'++ Truss: D J2 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et - 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 sheathingsuch es ng(T ) ryw ( ) plcwgoe qureth) C and/or d all BC. AO4 CC DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ }� 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. -p OREGON 4,./ SEQ. : 6119530 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nonc ,orrosive environment, / ,d \tx A.. TRANS I D: 412774 design loads be applied to any component. and are for"dry condition"of use. j "T Q 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes Tull bearing at all supports shown.Shim or wedge If �} r 1[k n✓ t� fabrication,handling,shipment and Installation of components. Design 8SS A„, b % 6.This design Is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. '�'! Cf n I Y 4 II VIII VIII I III II II I III VIII'III'III g 1r 8.Platesshallbe with jointn on bothterfines.of truss,and placed so their center r 7 7-1 1. TPINVECA in BCS',copies of which will be furnished upon request. lines coincide with center f nes. 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-1966(MiTek) EXPIRES: IIIIII IIIIII 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 jl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-113) 97 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE 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 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" f -/ 12 MAX HORIZ. LL DEFL = -0.001" @ 2'- 10.8" 14.00 7 MAX HORIZ. TL DEFL = -0.001" @ 2'- 10.8" III NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, d' rn Truss designed for wind loads i in the plane of the truss only. 0 0 J, 0 ti/- AriliAl o I f ►� **4 0 M-3x4 k /, /' 1-00 3-10-08 PROVIDE FULL BEARING;Jts:2,3,4I fit} PRDFt� JOB NAME •. 5017-A POLYGON - DJ3 Sale: ,5:0s D.545, ,c ��1.1//201 PIT %, I.A 'TrusWARNINGS: GENERAL NOTES,unless otherwise noted: 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 I . w 9 E 1-- Truss: s• DJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper AFF 4111111"/2.2x4 compression web bracing must be instated 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'on.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++ • 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. ".9: OREGON 10corrosive environment, � SEQ. : 6119531 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a TRANS ID: 412774 design loads be appl d to any component. and Cre for"dry condie ari of use. /�h1 <�'}r 2,(1tP. . 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 V 14 necessary. 1 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 1 y 4,y 6.This design Is furnished subject to the limitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center I IIIIII I III VIII VIII VIII VIII VIII IIII IIII TPI/WPCA in BCSI,copies of which will be furnished upon request. Ilnes coincide with joint center Ines. 9,lines 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: 2/ 1/2015 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF )l&BTR SPACED 24.0" O.C. 2-3=(-139) 118 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" 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 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 = 0.009" f -> 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 IL DEFL = 0.067" @ 2'- 3.8" Allowed = 0.518" 12 0 MAX HORIZ. LL DEFL = -0.002" @ 3'- 8.2" 14.00 7 MAX(7 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 IWind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,n load duration factor=1.6, ITruss designed for wind loads o in the plane of the truss only. 0 f i ��0 ion 4** M-3x4 s- 1 ). yb 1-00 3-10-08 0-01-01 PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME : 5017-A POLYGON - DJ4 �,�'ag° PR ore Scale: 0.5039 AAGI J.,, /0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4.1.,- 11/20//4/7 fy 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 1Z . T. 920 O P E c T ru S S: 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 al 10'o.c,respectively unless braced throughout their length by ,6001150. is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as g(T ) rywa( ) � Arwood used w C and/or d II 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++ ei/ (,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. OREGON '�!, SEQ. : 6119532 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,. "t1' ,� design loads be applied to any component, and are for"dry condition"of use. j "�:}" 2� J TRANS I D: 412774 5.CampuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if ' 1 4 ��C' fabrication,handling,shipment and Installation of components. necessary. �y 7.Design assumes adequate drainage is provided. -�`"+l 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 111111 H VIII VIII VIII VIII IIII IIIITPIMfTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. M iTek USA,Ino./CorilpUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP I RES:12/31/2015 11111011 IIIIIIIIII 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 4l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF 81&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"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" -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 IOPSF 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" I� MAX HORIZ. LL DEFL = -0.003" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.003" @ 3'- 8.2" NOT12 14.00 7 notEexxceedn19% atassumes timemoisture manufacturedoes j( Design conforms to main windforce-resisting system and components and cladding criteria. N Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l,6, r, o Truss designed for wind loads i in the plane of the truss only. 0 r 0 i ��uD o� �� 5** 0 M-3x4 .1 y b l 1-00 3-10-08 1-01-01 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5017-A POLYGON - DJ5 , ` pN 6:0 Scale: 0.9919 �\%1/282i (SI' WARNINGS: GENERAL NOTES,unless otherwise noted: 4 CC 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 u: >9 I PE 1.- Truss: "• Truss• DJ5 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 designee �/ • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �, is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywali(BC). DATE• 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1 ��" • 4.No bad should be appted to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "� OREGON 4f/ SEQ. : 6119533 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, yr 4'4 lj A� TRANS ID: 412774 design bads be applied to any component and are for"dry condition"of use. / 3'' � 1�4, • 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 © P' necessary. /i,9' e 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 shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII(IIII VIII IIII IIII IIII TPIMlTCA in BCSI,copies of which will be furnished upon request Digit coincidenictwith joint ate inr che. 9.Digits ndsize of plate in inches. 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 1E11 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 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=(-360) 294 3-4=( -71) 42 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BOG 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 PSE 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. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" /- -/ MAX TL 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" 1( 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. 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. 41 Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ( oo (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, ,� o Truss designed for wind loads ti 1 in the plane of the truss only. I r oo 0 m 0 A- u7i' M-3x4 ,1 1, 1' /. 1-00 3-10-08 2-00-01 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5017-A POLYGON - DJ6 .c cs PROrss Scale: 0.3921 CJ rwj`GIN / WARNINGS: GENERAL NOTES,unless otherwise noted: �&, V�!// C- � C247 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 9211 0 PE Truss• DJ6 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 sheathingsuch as wood sheathing(TC)C and/or d ll BC. !,. ply reR s ( ) �` DATE: 11/20/2014 the overall shouldstructurea Is the responsibility of the building designer. 3.I2xn Impact bridging or th lateral bracing required where shown++ 111 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. II- OREGON ((f SEQ. : 6119534 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-. 4, Ntl‘ e(, design loads be applied to any component. and are for"dry condition"of use. / -.1 C) +.}. TRANS I D: 412774 5.CompuTms 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 ��} necessary. �" RML `t� fabrication,handling,shipment and Installation of components, 7.Design assumes adequate drainage is provided. Fl 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 wh ch TPI/WTCA In BC copies of will be furnished upon lines coincide with int center lines. IIIIII 1111 11111I(IIII IIII IIII VIII IIII IIII M Tee USA,lnCs/CompuT s(Software 7.6.6(1 L)E request. 10.For basic connectoroplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size ofplate in Inches. EXPIRES:12/31/2015 111IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 39-08-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2-10=(-1608) 5048 10- 3=( 0) 778 14- 9=(-378) 282 BC: 2x6 KDDF #1&BTR 2- 3=(-6084) 1834 10-11=(-1608) 5036 3-11=( -594) 70 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-5292) 1862 11-12=(-2118) 5338 11- 4=( -330) 1458 LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 12-13=(-1922) 4760 11- 6=(-1142) 756 TC LATERAL SUPPORT <= 12"OC. 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=(-3722) 1506 7-13=(-1810) 842 8- 9=1 -102) 114 13- 8=( -466) 2006 NOTE: 2x4 BRACING AT 24"OC 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 BOG 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. J,- Join together 2 ply with 3"x.131 DIA GUN ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, IL=L/180 XX9" 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" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.271" @ 18'- 6.0" Allowed = 2.583" MAX HORIZ. LL DEFL = -0.044" @ 39'- 4.5" *** HANGER TO APPLY CONC. MAX HORIZ. TL DEFL = 0.072" @ 39'- 4.5" LOAD(S) EQUALLY TO ALL MEMBERS. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0-05-03 Design conforms to main windforce-resisting 11-11-11 1'( 27-08-05 system and components and cladding criteria. 6-01-12 5-09-12 6-06-05 6-11-08 6-11-08 7-03 Wind: 140 mph, h=29.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T TT T T 1' T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 11-09-08 Truss designed for wind loads f ' 640# in the plane of the truss only. 12 M-9x6 M-5x6(5) 7.00 p 45 M-36 x9 0 25" M-3x8 M 195x3 1 a M-3x6 N 0 ,--r + \/\11 + i0 ,n o o i I � m ii M-3x8 2"1 10 11 12 13 1'4 * M-1.5x3 M-3x8 M-3x9 M-3x9 M-3x8 ***,L 506# M-5x6(S) 1 7 , 1 ), b 6-00 5-09-12 9-05-01 9-03-05 9-06-13 .1 1 1 19-08 20-00 1 1 1 2-00 39-08 JOB NAME : 5017-A POLYGON - Elco PROpe Scale: 0.1439 <J �O)� / WARNINGS: GENERAL NOTES,unless otherwise noted: / 11/20 " ' 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual .9211*PE Truss•• El and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be instated where shown+• Incorporation of component Is the responsibility of the budding designer. ,.r'` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'continuous and et 10'hin respectively unless braced throughout their length by DES. BY: EE Is the responsiMlity of the erector.Additional permanent bracing of sheathing ong such as plywood s braced throughout and/or drywength. , DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ti 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. "57OREGON itt SEQ. : 6119536 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L. A ,* A, TRANS ID: 412774 design loads be applied to any component and are for"dry condition"of use. //� }� ?- t.7" • 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 S./ 14 necessary. ry tt fabrication,hen/Ong,shipment and Installation of components. 7.Design assumes adequate drainage is provided. R n` ,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 IIII IIII IIIII IIIII II II IIIII IIIII IIII IIII TPIMfICA in SCSI,copies of which v411 be furnished upon request. git coincidenictwith joint In nche. 9.Digitssndsize of plate to ilines. .rry/p.t �7hh CC 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; I L7 J i 1201.5 1E11 This design prepared from computer input by ` PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11=(-861) 2320 3-11=( -160) 149 15-10=(-164) 92 BC: 2x4 KDDF J{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 )81&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"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1823) 513 13- 8=( -136) 578 BC LATERAL SUPPORT <= 12"OC. 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"OC 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" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing•I ** 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 9-11-19 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' T 1 Design conforms to main windforce-resisting 15-09-08 system and components and cladding criteria. Wind: 140 mph, h=25.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-9x6 M-Sx6(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 56 M ;x9 025" =M-9x4 M lin x3 load duration factor=1.6, M-5x6(5) '' k:tr n s Truss designed for wind loads in the plane of the truss only. 4 0.25" 4 N o M 1.5x3 1-1 CD +' + + + +€ B 1 3 II o / rn , 1N\t... .. , A 1 2 11 12 13 14 15* M-3x6 M-3x9 M-3x8 M-3x9 -M-9x4 M-3x5 M18HS-3x18(S) J., 1 1, 1- 1' 1- b 7-10-19 7-05-19 8-01-01 7-11-05 8-02-13 b 20-00 19-08 1, J, b 2-00 39-08 JOB NAME : 5017-A POLYGON - E2sale: 0.1439 ,S:a<( 6. ,cktO PR aF� sefq, j, WARNINGS: GENERAL NGTES,unless otherwise noted: ''CI /1/201 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 P r"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. Alf" 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 dle 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++ tr 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 to SEQ. : 6119537 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„ Lf r 20 -1...A, TRANS I D: 412774 deign beds be applied to any component and are for 6.Design assumes full bearing at all supportsf!/�� 1_ 5.Compu7rus has no control over and assumes no responsibility for the9 shown.Shim or wedge if �,,r 7 4 Z �tT. fabrication,handing,shipment and Installation of components, necessary. jio.,� 4- 6.This design is famished subject to the limitations set forth by7.Design assumes adequate drainage is provided. '•v 'RML. �.,, II 1 111 11111111 X111 11111 11111 11I 1ill e 1 8 Plates shall be located on both faces of truss,and placed so their center TPIM?CA in BCSI,copiesof which will be famished upon request. 9.lines coincide with Joinppt cate in inches. enter lines.USA,lnC./CompuTrus Software 7.6.6(1 L)-E 10.FForribaindicate oMate design values see ESR-1311,ESR-1988(MITek) EXP f RES:12/31/2015 1 IIIIIII 11111 This design prepared from computer input by PACIFIC LUMBER-BC tOMBBB h8B9PIFEpAfBONS See approved plans TRUSS SPAN 39'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2- 9=(-390) 2268 3- 9=)-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 DF STAND A LOADING 4- 5=(-1699) 491 11- 8=(-398) 2132 10- 5=(-313) 1297 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1699) 505 10- 6=(-744) 286 TC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2380) 561 6-11=( -45) 532 BC LATERAL SUPPORT 0= 12"0C. 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" n assumes moisture content does 6-08-15 6-05-10 6 07 06 6-07-06 6-05-10 6-08-15 NOTE:Design f T T T T '( '( not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 7.00 M-9x6 Q 7.00 system and components and cladding criteria. 4.0" 5 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=l.6, M-5X6(5) 3,1 M-5x6(5) Truss designed for wind loads in the plane of the truss only. 0.25" 0.25" 4 6 ov. o\iM-1.5x3 i +f o M-1.5x3 C•113 + + 0 V''' AN A �_ 9 7171 1 2 1 11 8** o M 3x6 M-3x4 8.25" M-3x4 M-3x6 oi M-5x8(S) ,1 ,l l ,6 / 10-00-10 9-09-06 9-09-06 10-00-10 b 1, i 2-00 39-08 WEDGE REQUIRED AT HEEL(S). JOB NAME : 5017-A POLYGON - E3 �� ia pa 'ss Scale: 0.1602 GJ c N f WARNINGS: GENERAL NOTES,unless otherwise noted: tiii. 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 4t' 1,92®40 P G C"` Truss• E3 and Warnings before construction commences. building component.Applicability of design parameters and proper yP 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. �f` •J,'d,• 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)and/or d ll BC. 9(r s n ( ) /__ 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 appled to any component until after a8 bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON 1(j S EQ. : 6119 5 3 8 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, �... \b A. TRANS ID: 412 7 7 4 design Weds be appled to any component. and are for"dry condition"of use. / • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Poll bearing at all supports shown.Shim or wedge if Q i necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 4 ' R'L\- h 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 Hill VIII VIII IIII IIII TPINViCA in SCSI,copies of which will be furnished upon request. git coincideiitwith joint center che. 9. Digits ddsize of tplate in inches. MiTek USA,InC./Compulrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E1 IIIIII 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 #1&BTR SPACED 24.0" O.C. 2- 3=(-2648) 615 13-14=(-343) 2008 13- 4=) -1) 329 WEBS: 2x4 KDDF STAND; 3- 4=(-2462) 616 14-15=(-277) 1738 4-14=)-495) 199 2x4 DE STAND A LOADING 4- 5=(-2005) 605 15-16=(-278) 1738 14- 5=)-161) 669 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 16-17=(-340) 1885 14- 7=(-243) 113 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1659) 575 17-11=(-479) 2121 15- 7=( -41) 57 BC LATERAL SUPPORT <= 12"OC. 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"01 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) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=1/180 2-11-06 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" ' '2-07-07 MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" 0-05-03 MAX LL DEFL = -0.139" @ 19'- 2.6" Allowed = 1.937" 15-11-113-02-14 f 17 10 MAX TL CREEP DEFL = -0.282" @ 19'- 2.6" Allowed = 2.583" MAX LL DEFL = -0.036" @ 41'- 8.0" Allowed = 0.200" 5-03-03 4-11-14 5-03-06 2-10-15 5-10-04 5-10-04 6-01-09 MAX TL CREEP DEFL = -0.043" @ 41'- 8.0" Allowed = 0.267" T 1' T T '( 1' T 1' T MAX HORIZ. LL DEFL = 0.059" @ 39'- 2.5" 15-09-08 MAX HORIZ. TL DEFL = 0.098" @ 39'- 2.5" T T 12 12 M-4x6 12 NOTE:Design assumes moisture content does 7.00 (7 7.00 4 0„ Q 7.00 not exceed 19% at time of manufacture. 8 -6I Design conforms to main windforce-resisting M-4x6 6 M-5x10 i;` M-5x6(S) system and components and cladding criteria. 5 7 M-5x6(S) G wilt? 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=l.6, A Truss designed for wind loads in the plane of the truss only. o'ff\o +iM 1.5x3 + +l + 0 1.5x3 ti o 3 '1 A A 1 `7 13 '4 1 1 15 T 16 17 1 2 7 - M-3x6 M-3x4 0.25" 0.25 M-3x4 M-3x61 M-1.5x3 M-5x8(S) M-5x8(S) 1, 1, b ,1 1, .1 1, 7-10-14 7-05-14 3-08-01 2-09-03 7-05-10 10-04-06 .1 1, 1, /, 2-00 39-08 2-00 JOB NAME : 5017-A POLYGON - E4 ..,<C0' �,i0 �Ro Bks Scale: 0.1381 fG1N (}��f / WARNINGS: GENERAL NOTES,unless otherwise noted: 4J /([�]]l{�0n 1 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 4 ' T 92 00 PE Truss: E4 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 N the responsibility of the erector.Additional permanent bracing of 4 " continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,+ P,- 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 SE 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 ,(g Q. : 6119 5 3 9 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, G„ NIX A, TRANS design bads be applied to any component and are for"dry condition"of use. f +� (- T RAN S 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 7 4 fi✓ �{4 fabrication,handing,shipment and installation of components. Desessary, s provided. ''RRIO- 6. T This design Is famished subject to the imitations set forth by 8.Platesshallbebelocaateduon both faces of of truss,and placed so their center 1111111111111111111111 TPI/WTCA in BCSI,copies of which will be famished upon request. lines coincide with jointppcenter lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1p Digits Iscic nneize ctorplatete in inches. 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 39'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2-13=(-902) 5226 13- 3=( -490) 2412 BC: 2x4 KDDF #1&BTR; SPACED 24.0" O.C. 2- 3=1-6384) 1232 13-14=(-886) 5154 3-14=(-1892) 456 2x6 KDDF #1&BTR 61 3- 4=(-4214) 806 14-15=(-522) 3540 14- 4=( -222) 1272 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-3252) 664 15-16=(-342) 2968 4-15=(-1176) 304 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 16-17=(-344) 2966 15- 5=( -224) 1302 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2772) 602 17-18=(-238) 2208 15- 7=( -606) 220 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- B=(-2224) 488 18-11=(-360) 2458 16- 7=( 0) 198 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-2234) 506 7-17=(-1616) 390 LL = 25 PSF Ground Snow (Pg) 9-10=(-2808) 508 17- 8=( -346) 1768 ADDL: BC UNIF LL+DL= 40.0 PLF 0'- 0.0" TO 3'- 10.5" V 10-11=(-3024) 500 17- 9=( -642) 258 NOTE: 2x4 BRACING AT 24"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 NORZ BRG REQUIRED BOG AREA OVERHANGS: 24.0" 24.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -885/ 4147V -269/ 269H 5.50" 6.63 KDDF ( 625) ( 2 ) complete trusses required. 39'- 8.0" -408/ 2103V 0/ OH 5.50" 3.37 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN -'+- nails staggered at: rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 XX 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX LL DEFL = -0.009" @ -2'- 0.0" Allowed = 0.200" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.011" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.072" @ 15'- 2.6" Allowed = 1.937" *** HANGER TO APPLY CONC. MAX TL CREEP DEFL = -0.223" @ 15'- 0.8" Allowed = 2.583" LOAD(S) EQUALLY TO ALL MEMBERS. 0-05-03 MAX LL DEFL = -0.009" @ 41'- 8.0" Allowed = 0.200" ff MAX TL CREEP DEFL = -0.011" @ 41'- 8.0" Allowed = 0.267" 11-11-11 3-02-14 6-07-07 17-10 f 1�( f '( MAX HORIZ. LL DEFL = 0.028" @ 39'- 2.5" 4-00-04 3-08-10 3-09-10 2-11-06 6-10-15 5-10-04 5-10-04 6-01-09 MAX HORIZ. TL DEFL = 0.068" @ 39'- 2.5" 1' '( 4 44 T T T T '( 11-09-08 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 12 M-4x6 12 Design conforms to main windforce-resisting 7.00 17' 7.004 0,r Q 7.00 system and components and cladding criteria. 8 ,nr M-5x6(5) Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3.1load duration factor=1.6, M-4x6 M-5x10 0.25" Truss designed for wind loads 56 9 in the plane of the truss only. t. 11-3X114 -3x4 +r 0 4 M-1,5x3 M-3x6 + + o 3 ighlib 0 M-3x8 °A411111116:411111111101111111' 0 ,i* 1� 1�3 i4 T I5 16 2'51;1 =11 7 ttBx i 2 0 0 M 3x8 b425" M ix8 M-1.5x3 0.25 M-.i 4 M-3x5 0 M-7x8(S) *** 12307# M-5x8(S) * 7 ), y 1 b ), y 3-10-08 3-06-14 3-11-06 3-08-01 6-09-03 8-10-04 8-11-12 b y b / 2-00 39-08 2-00 JOB NAME : 5017-A POLYGON - E50 PROpe, Scale: 0.1256 .) / � L;1� WARNINGS: GENERAL NOTES,unless otherwise noted: c 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4;t' '9CO P E i"" Truss• E5 and Warnings before construction commences. building component.ApplicaNtity 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 Atiordoe .fir DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by i�itrs. Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). �` ry. 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* ® ..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. "59L• 4/OREGON EGON ��(/ SEQ. : 6119540 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, rY TRANS ID412774 design bads be applied to any component and are for"dry condition"of use. / 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 14 ,o?..� . necessary. tt fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 11jR R},`,1., 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 0131111131111111111 III VIIIVIII(IIII VIII VIII IIIIIIII TPINVFCA In BCSI,copies of which will be furnished upon request. git coincideidictwith jointfpate in nche. 9.Digits dsize oplate to Inness. r MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 1111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC EOMBBR hSN8BIFRPA@0ONS 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 #1&BTR 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 #1&BTR 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=( -534) 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"00. 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"0C 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 BAG 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" -1242/ 3071V 0/ OH 5.50" 4.91 KDDF ( 625) nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 rows) throughout 2x6 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 9" oc in 1 row(s) throughout 2x9 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" tf 11-11-11 23-08-05 MAX HORIZ. TL DEFL = 0.099" @ 35'- 4.5" 2-09 3-04-12 5-04-12 1-05-09 5-01-04 5-09-11 5-06-03 5-09-11 NOTE:Design assumes moisture content does ,f f ,(f f ,( not exceed 19% at time of manufacture. 11-09-08 Design conforms to main windforce-resisting T ilF640# system and components and cladding criteria. 12 M-5x6(S) 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 8x4 0§25" M 10X5 M 1115x3 load duration factor=l.6, i y NM 1A -/ Truss designed for wind loads in the plane of the truss only. M-3x4 0.1 I o o M-3x5 0 co3 M-3x8 Ii` - 2.....011 11.0111111111111•1111.11.. 111.---_____ A Allbk 1 3 14- 16' rim 1 M-6x8 M x4 M-3x8 0 15 17 i4 19* OM-1.5x3 M-7x8 0.25' M-3x5 M-6x8 a 3.75 M-7x8(S) 12 .8 .8 ) ). )' .1 b ,8 2-05-083-04-12 5-06-08 2-02-04 5-01-09 8-05 8-06-12 .1 1 .1 1 / 2-002-05-08 10-11-12 22-02-12 1 / / 2-00 35-08 JOB NAME : 5017-A POLYGON - F1 „ '` � �'ex' Scale: 0.1397 �j !�y(i,IN '�'/ WARNINGS: GENERAL NOTES,unless otherwise noted: 6 V i1/zaf �k, 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. .92 0 i P E 1 Truss: Fl 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 DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 0 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). „,.."''ril ! DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.Zr Impact bridging or lateral bracing required where shown++ MI ('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. v OREGON ,4 SEQ. : 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, G �b 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 if Q 1 4 �tr fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. RIO- 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 II I I III VIII III VIII IIID VIII III III TPINYTCA in BCSI,copies of which will be furnished upon request. Tangs coincidedwith joint center lines. -- 9.Digits ddsize of plate eto Inness. 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:12/311201 5 1111111 111111 This design prepared from computer input by PACIFIC LUMBER-BC MMMBE@ hE@Q@IF90A@BONS See approved plans TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #16BTR 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&BTR 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 8=(-1473) 505 16-17=(-350) 1898 15- 5=( -81) 517 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 17-10=(-348) 1901 15- 8=( -68) 250 8- 9=(-1740) 501 15-16=(-152) 1358 LL = 25 PIF 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) rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 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 f'( 3-08-10 '' 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 1' 3-08-10 7-05-14 8-00-10 T MAX TL CREEP DEFL = -0.248" @ 15'- 9.5" Allowed = 2.317" '( T 1 TT Ti' T T MAX HORIZ. LL DEFL = 0.083" @ 35'- 2.5" 15-09-08 15-09-08 MAX HORIZ. TL DEFL = 0.139" @ 35'- 2.5" T T T T 12 M-4x6 :2M-6x6 12 NOTE:Design assumes moisture content does 7.00[ 6 7 ►e Q 7.00 not exceed 19% at time of manufacture. f 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, Enclosed,(All Heights), .6 Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor= oc 9 Truss designed for wind loads a in the plane of the truss only. 0 O M 3x5 3 . M-5x6 r" L = A 1� 'M-5x6 4-- M-3x4 13 14 }6 17 16* o o M-1.5x3 0.25' M-1.5x3 M-3x6 0 M-5x8 .. 3.75 M-5x12(S) 12 * * 1 1 1 1 1 1 2-05-08 6-03 4-08-12 1-11-08 4-10-08 7-05-14 7-10-14 1 1 1 3 1 2-002-05-08 10-11-12 22-02-12 1 1 1 1' 15-03 1-09-12 20-05 1 1 1 2-00 35-08 9c, 3PRQpF;S JOB NAME : 5017-A POLYGON - F2 Scale: 0.1572 ��� to O'l P .,, WARNINGS: GENERAL NOTES,unless otherwise noted: �✓ 11/20 t -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 .92•.P 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. ,/" 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 onsibili of the erector.Additional bracin at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by responsibility permanent9 continuous sheathing such as plywood sheething(fC)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 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. "f7 OREGON ((f 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, G, gia. N4*1A� design loads be applied to any component. and are for"dry conditionof use. / -y.) 12.0 Y TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Tull bearing at all supports shown.Shim or wedge if V 1 4 �` necessary. +. t fabdcation,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 11 t;.) R`.1,.... 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and pieced so their center 111111 III VIII VIII IIIb VIII VIII IIIb IIIb TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with jointfcenterinches.9.Digitssdsize of platein lines. !g 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: 2l901 5 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11=(-513) 3130 11- 3=(-118) 1010 7-16=( -26) 473 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3805) 695 11-12=(-463) 2785 3-12=(-6B7) 222 16- 8=(-216) 187 WEBS: 2x4 KDDF STAND; 3- 4=(-2522) 475 12-13=(-273) 2103 12- 4=( 0) 351 2x4 DF STAND A LOADING 4- 5=(-1965) 470 14-15=) -7) 46 4-13=(-611) 167 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1949) 590 15-16=(-206) 1601 5-13=(-331) 235 TC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1514) 446 16- 9=(-333) 1887 14-13=( -6) 41 BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2120) 466 13-15=(-128) 1178 8- 9=(-2341) 463 13- 6=(-319) 1019 OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 114 15- 6=1-108) 581 15- 7=(-661) 259 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) 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) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "cc 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" '1 1' 1' T i' T 1' 1' 12 12 MAX HORIZ. LL DEFL = 0.080" @ 35'- 2.5" 7.00 HM-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. 4\ M-5x6(S) Design conforms to main windforce-resisting M-1.5x35 system and components and cladding criteria. 0.25" M-5x6(5) Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .off (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), d' 0.25" load duration factor=l.6, 4 Truss designed for wind loads �? in the plane of the truss only. ,tet-' 11 til uplllllAllk8M-1.6X3 M-3x5 3 ,m M-5x6 i_- o '1' '.'4'.""'1 12 �� ""......... .- =', ...ri rill A 2 M 1 2xwedge M 3x9 0 14 15 � ,�0 1/ o M-5x8 M-3x10 0.25¢ M-3x6'` 0 0' M-1.5x4+ M-1.5x3 M-1.5x4+ a 3.75 M-5x6(S) 12 3' l 3' 3, 3, ,l ,3 b 2-05-08 5-04-02 5-09-06 1 4-03 8-10-04 8-11-12 y y y2-002-05-08 10-11-12 22-02-12 y2-00y 2-00 35-08 2-00 JOB NAME : 5017-A POLYGON - F3 ��� '0 PRor s Scale: 0.1457 tNACa�N S/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 45 v///�`0/ 1.Builder and erection contractor should be advised of all General Notes i.This design Is based only upon the parameters shown and Is for an individual 4t' `92$*P E ♦` Truss: F3 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 byAppir Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d wall BC. + nher s ry ( ) C' DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ' OREGON 4/ SEQ. : 6119545fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used in a corrosive environment, 4+ V \b design loads be applied to any component. and are for"dry condition"of use. /�1 [) TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4 th� fabrication,handing,shipment and Installation of components. Designnesessary. 7. latesassumes atedadequate drhinace sof truss,d.a 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 I II I III VIII(ILII II I VIII I II ILIITPIMfTCA In BCSI,copies of which will be famished upon request. lines coincide with joint aenIernes. 9.Digits indicate offplate In inches. MiTek USA,Inc./CompuTrus Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111110111 II"II I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-10=(-630) 3129 10- 3=(-154) 1010 14- 7=(-665) 258 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3806) 763 10-11=(-567) 2783 3-11=(-6B1) 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1514) 460 15- 9=(-355) 1891 13-12=( -6) 41 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- B=(-2122) 510 12-14=(-128) 1175 8- 9=(-2344) 508 12- 6=(-333) 1019 OVERHANGS: 24.0" 0.0" LL = 25 PSI 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 HOBO 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 HORIZ. LL DEFL = 0.080" @ 35'- 2.5" ( T MAX HORIZ. TL DEFL = 0.133" @ 35'- 2.5" 2-09 5-04-02 5-05-14 4-01-04 6-00 5-10-04 6-01-09 ,( f .' ' ,( >( . T NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. I I M-6x6 Q 7.00 7.00 Design conforms to main windforce-resisting 6.0" system and components and cladding criteria. 5 ,f-,( A- ��\ M Sx6(S) Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=l.6, 5 0.25" Truss designed for wind loads M-5x6(5) 7 in the plane of the truss only. '4 0.25" 1 o M 1.5x3 1 8 M-3x5 3 o M-5x6 °° o j 2•r�n5x6 wedge M-3x9 ,-- 1213 -9 *y f o /?' M-1.5x4+ o M-5x8 M-3 x10 0,25�� M-3x6 to M-1,5x4+ M-1.5x3 a 3.75 M-5x6(S) 12 ,1 ), /' .1 1' /' y b 2- 05-08 5-04-02 5-09-06 1 4-03 8-10-04 8-11-12 y 2-002-05-08 10-11-12 22-02-12 y y 2-00 35-08 JOB NAME : 5017-A POLYGON - F 3 S Scale: 0,1434 .5\ a0P� o,� �,$)2 WARNINGS: GENERAL NOTES,unless otherwise noted: C' n/20/177 17 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 1: .92$.I E r- T ru S S' F 3 S and Warnings before construction commences. building component.Applicability of design parameters and proper 411,0001 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 ,ems. 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 �rr.. p dry continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . "er ' 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 bad should be appded to any component until after ad bracing and 4.Installation of truss Is the responsibility of the respective contractor. "37Lf S OREGON , ��y SEQ. : 6119546 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, f� TRANS ID: 412774 design loads be applied to any component, and are for"dry condition"of use. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 fabrication,handing,shipment and installation of components. necessary.s c g P Po 7.Design assumes adequate drainage is provided. R I:k- 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 IN 11111111111110 IIIVIII(IIII(IIII VIII VIII III TPI VYfCA in SCSI,copies of which will be furnished upon request. git coincidenitwith joint center lines. 9.Digitssndsize oplate In Inches. 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:12/311201 , 111111111 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 #l&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-10=(-283) 1999 3-10=(-211) 184 BC: 2x4 KDDF #16BTR 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 PIF 6- 7=(-2114) 464 6-12=( -24) 446 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2338) 464 12- 7=(-211) 184 8- 9-1 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/ 268H 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 T '8 T 1' T T T not exceed 19% at time of manufacture. 12 12 7.00 17. M 4x6 Q 7.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 5 .f-4' G Wind: 140 mph, h=25.8ft, TCDL=4.2,BCUL=6.0, ASCE 7-10, M-5x6(S) \1 M-5X6(5) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0.25" Truss designed for wind loads 0.25" in the plane of the truss only. 4 6 r 1 +I M-1,5x3 M-1.5x3 3 + +. 7 ,-, \ o A ��M-3x6 M-3 / A 4.41 x4 U.25" M-3x4 M 3x66 y M-5x8(S) 1 ). 1 J, 1 1 1 9-00-10 8-09-06 8-09-06 9-00-10 1 1 2-00 35-08 2-00 JOB NAME : 5017-A POLYGON - F4c,'� �?t° PR°Fess Scale: 0.1573 `u IN (��yQ}'Q f0 WARNINGS: GENERAL NOTES,unless otherwise noted: C /"2Q ' 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 Q' 7:9211 SPE c Truss: F 4 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 41411000" Is the responsibility of the erector.Additional permanent bracing of gplywood ng(TC)end/or d ll BC. r rr . continuous Impact bridging such l g re suiredhi Q DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++�( ) � ! t� 4SEQ. : 6119547 .No load should be applied to any component until after ail bracing and 4.Installation of truss Is the responsibilty of the respective contractor. 'y OREGON (r fasteners are complete and at no time should any loads greater than 9.Design assumes trusses are to be used In a corrosive environment, G, V �ih A. design bads be applied to any component. and are for"dry condition"of use. / fl ,,+ 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 14 ��T fabrication,handling,shipment and installation of components. necessary. 41,e This design is furnished subject to the limitations set forth 7.Designlaesassumes adequateatedon otdrhi facesae i ofs truss, provided. �Pill-\- 6. IIII I 11 III IIII III IIII(IIII III III e 1 by 8.Plates shall a with joint both of truss,and placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide joint center Gibs. 9.Digits indicate size of plate in inches. [cp MiTek USA,Ino./COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 #1 111 This design prepared from computer input by PACIFIC LUMBER-BC EMMBBR h82§efFipA@BONS See approved plans TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2- 9=(-350) 1984 3- 9=(-211) 183 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2339) 478 9-10=(-224) 1692 9- 4=( -23) 446 WEBS: 2x4 KDDF STAND; 3- 4=(-2114) 478 10-11=(-212) 1610 4-10=(-654) 259 2x4 DF STAND A LOADING 4- 5=(-1518) 443 11- 8=(-358) 1888 10- 5=(-283) 1132 LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-1518) 458 10- 6=(-658) 259 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2117) 507 6-11=( -40) 459 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 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/ 261H 5.50" 2.78 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 8.0" -240/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.099" 9 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" f T 1' 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 T T T T T 12 12 Design conforms to main windforce-resisting 7.00 c77 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, 5 I,' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-5x6(S) 3.1 M Sx6(S) Trinuss thedplaneed offor thewtruo as ussonly. 0.25" 0.25" q 6 44 o* i 11 o M-1,5x3I/ M-1.5x3 ,-, 3 t +. 7 0 A w A r, v o 2 - 9 T18.25" 11 8*. o M-3x6 M-3x4 M-3x4 M-3x6 0 M-5x8(S) k 3, .3 3. 3, 9-00-10 8-09-06 8-09-06 9-00-10 ,1 ). 2-00 35-08 WEDGE REQUIRED AT HEEL(S). JOB NAME : 5017-A POLYGON - F5 �`to PR ore� Scale: 0.1697 ��//40ff/ WARNINGS: GENERAL NOTES,unless otherwise noted: w fff CC -yr 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' P L t` Truss: F 5 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 . .,rte DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �r. "' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). +"' NOW` DATE: 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging pr lateral bracing required where shown++ 4 44. 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 ,t OREGON 4(t SEQ. : 6119548 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,. 'Pr >\A` A.,. 5.CompuTrus has no control over and assumes no responsibility for the TRANS I D: 412774 design loads be applied to any component, and are for"dry conditioni of use. / 7}+ r.Q ^ - 8.Design assumes full beefing at all supports shown.Shim or wedge If �?, nfabrication,handling,shipment and Installation of components. Designeessary. r 9 P Po 7. latesassumescaedunedthifae is provided. c 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 IIii I III VIII VIII VIII VIII VIII IIII IIII TPIAMTCA in BCSI,copies of which will be furnished upon request Digit coincidenictwith jointf center Ines. 9.Digits ncidsize of plateIn(Ines. M(Tek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES: /31/2015 VIII 111IIII 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 #1&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( 306.21= 727.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT 24"OC. 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"OC UON. FOR BOTTOM CHORD CHECKED FOR 10PSF 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" -<r 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" XX 6" oc in 2 row(s) throughout 2x6 bottom chords, 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 T T T Design conforms to main windforce-resisting 1-10-03 1 10 09 2-03-09 system and components and cladding criteria. T '1" '( T 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 A- M-3x8 M-1.5x3 3 4 -A co ipriry I O N r M-5x10 0 0 N � v �, IIII Ell 0.4 O litiMillEillial A- of A- 1.1.--=-0 5 6 * 7 M-4x8 M-1.5x3 =M-6x6 .1 .1 b ), 1-08-02 2-00-05 2-03-09 ,1 1 6-00 JOB NAME : 5017-A POLYGON - F GIRD �,.to`�D PRo,� s Scale: 0.4349 NG(N �/�,7 WARNINGS: GENERAL NOTES,unless otherwise noted: {t 1�/ � '117 - WARNINGS: 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 St PE C'" T ru S S: F GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. 0' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at y�� DES. BY: EE 2'o.c.and at 10'c.c.respectively unless braced throughout their length by ,� ' Is the responsibility of the erector.Additional permanent bracing ofg(T ) rywall(BC). continuousxImpact sheathing such l acing required where C and/or d DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required wshown+ii CC. SE 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 ,((f Q. . 6119 5 4 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, t.„ Nb.* 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 if E} '�t# �✓ ty fabrication,handling,shipment and Installation of components. necessary. provided. p F- 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be locatedn assumes d on both facese of of truss,,and placed so their center R �� IIII III VIII I III IIII III NCR III TPINVTCA in BCSI,copies of which will be furnished upon request lines coincide with Joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 INN 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 N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-99) 174 TC LATERAL SUPPORT <= 12"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" -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" 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), /) vu load duration factor=l.6, • Truss designed for wind loads o in the plane of the truss only. t o s- r+ ti t I ��m o o M 3x4 1, ). J, 1-00 PROVIDE FULL BEARING;Jts:2,3,4I 6-00 JOB NAME : 5017-A POLYGON - FJ1 ,<(0.,�� PRpF�s� Scale: 0.6354 4tsCl. �`�1f No .? WARNINGS: GENERAL NOTES,unless otherwise noted: z r 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 Q' 1.;9 .PE r Truss• FJ1 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 46 DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectivey unless braced throughout their length by e po ty 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. 3.24 Impact bridging or lateral bracing required where shown++ 90 CC' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7, OREGON „ „i(/ 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 ti '7 design loads be applied to any component. and are for"dry condition"g use. TRANS 1 D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 6.andarnecessary.saumes full bearing at all supports shown.Shim or wedge if 1 ` �Q+ fabrication,handin shl ment and installation of con nents. t b y I\. 9• P Po 7.Design assumes adequate drainage is provided. 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 IIIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIMITCA in BCSI,copies of which will be furnished upon request. lines coincidedwith joint center lines. 9.Digits dsize of plate in inches. q C MiTekUSA,Inc./CompuTrusSoftware7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIII 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 81&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 2-6-(-31) 40 6-5=1 -3) 16 BC: 2x4 KDDF 81&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=1-56) 45 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -36/ 285V -45/ 119H 5.50" 0.46 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 1'- 10.8" -144/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) 6'- 0.0" 0/ 59V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 1-11-09 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T TAND 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" -s MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.179" M-4x6 MAX BC PANEL TL DEFL = -0.016" @ 3'- 5.4" Allowed = 0.247" 4 MAX HORIZ. LL DEFL = -0.003" @ 5'- 7.0" o MAX HORIZ. TL DEFL = 0.003" @ 5'- 7.0" �� o NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. N d Design conforms to main windforce-resisting r' system and components and cladding criteria. i re MEMMONOMMOMMOMMEMNOM o Ie Wind: 140 mph, h=21,Bft, TCDL=9.2,BCDL=6.0, ASCE 7-10, r:,1 o,-)/- o (:»).--- -. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), u, i�A 1 11 o M 1.5x9 load duration factor=l.6, of Truss designed for wind loads o ► M6-3x4 7 o in the plane of the truss only. M-3x4 M-3x5 1, 1, J- 1-03-12 4-08-04 ,0 ). ). 1, 1-00 1-05-08 4-06-08 ,0 J, 1, 1, 2-05-08 1-00 3-06-08 .0 /, 6-00 'PROVIDE FULL BEARING;Jts:2,4,8' JOB NAME : 5017-A POLYGON - FJ2 ...6.:?'. ��Q�fis Scale: 0.5354 GIN `-, WARNINGS: GENERAL NOTES,unless otherwise noted: Z{,J ��I AQ 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 C9"Z 0 i P L {" Truss: FJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2n4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,„a` 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.end at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as wood sheathing(TC) ) ,,,/�r, -`�'"�^ ply ng(re +drywall(BC. CC DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2z 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. non-corrosivefasteners are compiete and at no time should any loads greater than 5.Design assumes trusses are to be used In a G environment, " OREGON a �� 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 if Q 1 4 h fabrication,handling,shipment and Installation of components. necessary. \,..c!) - 7.Design assumes adequate drainage is provided. /1//&,h t•3 y 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 r'i fl 4. IIIIII I III'IIII'IIII'IIII'IIII'IIII IIII IIIITPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. M iTek USA,Inc./CofnpuTfus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) C PRE..74/31/2015 111111011 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 #16BTR 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"OC. UON. BC UNIF LL( 0.0)+DL( 40.07= 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( 35.07= 160.0 LBS @ 3'- 0.0" 0'- 0.0" -146/ 604V -81/ 131H 5.50" 0.97 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 6'- 0.0" -205/ 507V 0/ OH 5.50" 0.81 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. '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" T T 1' MAX TL CREEP DEFL = -0.013" @ 3'- 1.1" Allowed = 0.339" 1-11-08 1-00-01 3-00-07 MAX HORIZ. LL DEFL = -0.013" @ 5'- 10.3" T T 41609 ' MAX HORIZ. TL DEFL = 0.015" @ 5'- 10.3" M-9x6 NOTE:Design assumes moisture content does f M-3x4 not exceed 19% at time of manufacture. 12 5 -/ Design conforms to main windforce-resisting 14.00 7 1001111 ,1 GI D system and components and cladding criteria. M-9x6 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, 41 o Truss designed for wind loads in the plane of the truss only. i 0 0 in o -: �� G� Z . __,A�' 9 IM-1.5x3 Lc, I m M-3x8 0 o o M-3x4 M-3x5 M-3x4 y ), ), b 1-09-12 0-10-11 3-03-09 b b l ), 1-00 1-11-08 4-00-08 1, b ,l l 2-05-08 0-06 3-06-08 1 ), 6-00 00 PROF JOB NAME •. 5017-A POLYGON - FJ3 Scale: 0.4226 Ca',.'(, N �s's WARNINGS: GENERAL NOTES,unless otherwise noted: 45 /I/�� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 1'92 921$PC T ru s s: FJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. .,/°` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• 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). ' DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing 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. -7 UREGQN (U S E Q. : 6119552 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, . 4a �� TRANS ID: 412774 design loads be appled to any component and are for"dry condition"of use. �ri '7 2• "T" • 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 SJ 14 {�,{�+ fabrication,handling,shipment and installation of components. Designneessary. •• R I i ` y P P 7. latesassumes adequatedon drainagecisprovided.truss, C t.4 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located both faces of truss,and placed so their center III 111131 III(IIII I III IIII(IIIIVIIIIIIIIIII TPI/WTCA In BCSI,copies of which will be furnished upon request. Digit coincide with joint centernche. 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) E ' 2t r201 11111V(((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 #10TR 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: 2x9 KDDF STAND 3-4=( -58) 45 3-7=(-163) 125 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" -17/ 356V -82/ 194H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.8" -113/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) 6'- 0.0" -11/ 109V 0/ OH 5.50" 0.17 KDDF ( 625) 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" 1' T 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 MAX HORIZ. LL DEFL = -0.011" @ 5'- 8.6" 14.00 7 MAX HORIZ. TL DEFL = 0.012" @ 5'- 8.6" M 4x6 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. o Design conforms to main windforce-resisting system and components and cladding criteria. t�N.„.... o Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), <-,1load duration factor=l.6, o Truss designed for wind loads m in the plane of the truss only. NIo A M-3x4 i �' o 111111111111111 o M-1.5x3 I /- t o �� 6 0 M-3x4 M-3x5 .6 1, y 2-03-12 3-08-04 b l y y 1-00 2-05-08 3-06-08 b y 'PROVIDE FULL BEARING;Jts:2,4,7I 6-00 JOB NAME •. 5017-A POLYGON - FJ4 ,,, PN Q`e, , �� Scale: 0.4531 //zp/ WARNINGS: GENERAL NOTES,unless otherwise noted: v.� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual '' ^92 i,P E. rr` Truss: FJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper y 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. s „d�j 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap 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.respectivey unless braced throughout their length by , continuousxImpact sheathing such las bracing sheathing(TC) +drywell(BC). ,,nr+,,, DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 6119 5 5 3 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 t,� 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, 74. 4/ W design loads be applied to anycomponent and are for"dry condition"of use. a A. TRANS I D: 412774 5.CompuTrus has nocontrol over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /2 7; 7 c� 2 fy fabrication,handling,shipment and installation of components. necessary. A � y {�S' 6.This design Is furnished subject to the limitations set forth by7.Designlaesassumes adequateated otfaces drainage istru ,provided. `v! f+, 1 5. V 1111111 VIII VIII VIII VIII VIII VIII(III(III e.Plates shall be located on both faces of truss,and placed so their center i MLA-. TPIANICA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z9.10.FFor basiits c connectorplate cate size mf te in inches. design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 111 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=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 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"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 PSE BEARING MAX VERT MAX HORD 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" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.219" T 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" MAX HORIZ. TL DEFL = 0.016" @ 5'- 8.6" 12 19.00 7 not esign assumes moisture content does not exceed 19% at time of manufacture. 166.„ Design conforms to main windforce-resisting o system and components and cladding criteria. M-4x6 i r Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,ti do load duration factor=l.6, �� Truss designed for wind loads d' in the plane of the truss only. 0 r- r U� III 00 -/ o r.'� i ��-m M-3x4 o M-1.5x3 1 o M-3x4 M-3x5 b 1, b 2-03-12 3-08-04 ,1 y .6 1 1-00y 2-05-08 3-06-08 y (PROVIDE FULL BEARING;Jts:2,4,71 6-00 JOB NAME . 5017-A POLYGON - FJ5 �O PROF4� Scale: 0.3996 , 9 �,NGIN V WARNINGS: GENERAL NOTES,unless otherwise noted: 451 �Il zv _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 CC' -`J21®f-E r Truss: FJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper +!/� 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 dudn construction 2.Design assumes the top and bottom chords to be laterally braced at mpo ry N 9 2'continuous and at 10'o.c.respectively unless braced throughout their length by > rw i�, ^" DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 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 wherepshown++ ® rQ 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. 'q' OREGON 'W 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-corrosNe environment, G. 'y +fit' A.... design loads be applied to any component, and are for"dry condition"of use. 1^ •"/' 1 4 Q(�, 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 V V� fabrication,handing,shipment and installation of components. ry. C �„� V p P 7.Design assumes adequate drainage is provided. 6.This design Is fumished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII(IIII(IIII VIII VIII VIII IIII IIII TPINVTCA in BCSI,copies of which will be 7.6.ed upon request. 9. nes. (Digits Indicate sizanes coincide with jof plate Inoint riliiches. MiTek USA,InC./COmpuTnl3 Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • 11111111 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 2-6=(-174) 179 6-5=( 0) 18 BC: 2x4 KDDF #1&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"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" -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. 1COND. 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 5-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 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" 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. Design conforms to main windforce-resisting system and components and cladding criteria. oWind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rnload duration factor=l.6,c Truss designed for wind loadsinthe planeof thetrussonly.i 0o 4616\ IMIIIIIIIIIik.) 1 0� /11/1 /- M 3x9M-3x5 ,1 y ), 2-03-12 3-08-04 ,1 . b /, 1-00 b 2-05-08 3-06-08 y 6-00 'PROVIDE FULL BEARING;Jts:2,7,41 JOB NAME : 5017-A POLYGON - FJ6 ��' PROi Scale: 0.3621 l GN `'�/� WARNINGS: GENERAL NOTES,unless otherwise noted: 4J V II/20 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 07 T 92 0 0 P E 1' Truss: FJ6 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 r.. 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 sheething(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++ 4 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. ., OREGON 4/ �((f SEQ. : 6119555 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, L. design loads be applied to any component. and are for"dry condition"of use. / eQ ..., 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 fI , fabrication,handling,shipment and Installation of components. eo necessary.as. RML 7.Design assumes adequate drainage 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 II I III VIII III IIII I II VIII IIII IIII TPINYFCA in BCSI,copies of which will be furnished upon request. lines coincidedwith Joint center lines. 9.lines 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) ) S'12/31/2015 III V((((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 #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"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 BOG 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. THE BOTTOM CHORD DEADLOAD IS A MINIMUM OF 10 PSF. 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" 11 � MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" 12 14.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting N system and components and cladding criteria. 0 I Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I 4, load duration factor=1.6, o Truss designed for wind loads t in the plane of the truss only. . 0 r �L oIMINIMMIIIMIEll f f ,►� 5►m -/ M-3x4 A- / / / / 1-00 6-00 0-11-09 (PROVIDE FULL BEARING;Jts:2,5,3] JOB NAME : 5017-A POLYGON - FJ7 ��`c51 PR Opt Scale: 0.3751 Co f1.4,01 WARNINGS: GENERAL NOTES,unless otherwise noted: kta. � vl�� v E "0 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 u: T.92!$P r" Truss: FJ7 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. SY• 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). ...'"'"'All" 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. "n7 OREGON ' , noncorrosiveSEQ. : 6119556fasteners are complete and at no time should any loads greater than ti.Design assumes trusses are to be used In a G•environment, -j ,�Dr k. TRANS ID: 412774 design loads be applied to any component. Des gra for s"dry full o bearing of use, pPg /a q',.^ 1 4, r(} A. • 5.CompuTrus hes no control over and assumes no responsibility far the 8.Design assumes full at all supports shown.Shim or wedge if �V„ fabrication,handling,shipment and installation of components. Desessary. pk. P Po 7.Design assumes adequate drainage is provided. n i t- 6.This design is furnished subject to the 5mitatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII II II VIII III I VIII VIII II II III)(III TPI WfCA In BCSI,copies of which will be famished upon request. git coincide with jointfcenternche. 9.Digitssdicdsize oplateininches.One. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1311,EBR-1988(MiTek) EXPIRES:12/31/ 015 1011 111111 IIII 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=10) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-417) 361 3-4=(-107) 44 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"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 POE. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0I MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" y 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 = 0.864" MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 5'- 11.2" NOTE:Design assumes moisture content does 12 it not exceed 19% at time of manufacture. 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. no 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), rn load duration factor=l.6, 1 I Truss designed for wind loads ,o rn in the plane of the truss only. 0 0 1 /- ,,,7 �� f -V _� 5►z. M-3x4 ; ), I b 1-00 6-00 1-11-09 PROVIDE FULL BEARING;Jts:2,5,3,4I JOB NAME : 5017-A POLYGON - FJ8 ��' � PRorss Scale: 0.3421 Cj G/I� WARNINGS: GENERAL NOTES,unless otherwise noted: C .4Cf 11/20It 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 ' T. `OPEi' Truss: FJ8 and Warnings before construction commences. building component.Applicability of design parameters and proper 1��/r)r 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. .gyp' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by450000, Is the responsibility of the erector.Additional permanent bracing of continuous sheanginr such l 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. -y, OREGON (4 SEQ. : 6119557fasteners 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„ -j N design loads be applied to any component, and are for"dry condition"of use. / TRANS I D: 412774 5.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 2 0-Irs fabrication,handling,shipment and Installation of components. necessary. provided.s 6.This design is furnished subject to the limitations set forth by 8.PlateDesis shall be locatedn assumes d on both fay se iof truss,and placed so their center PRIO, 1111111111111111 TPIMlrCAin BCSI,copies of which will be furnished upon request. Digitsgit coincidewithizjoint pate center lines. 9.linesindicate 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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 10.2" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #103TR SPACED 24.0" O.C. 2-3=(-471) 419 3-4=(-110) 47 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLI 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" fi 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 7 4 system and components and cladding criteria. Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), I load duration factor=1.6, c o Truss designed for wind loads o i i in the plane of the truss only. , o , 0 '0 ri 0 f 5 -/ o M-3x4 .1 b b 1, 1-00 6-00 2-10-03 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5017-A POLYGON - FJ9 � t) PRt1FFS�i Scale: 0.3122 11/20/ 0# WARNINGS: GENERAL NOTES,unless otherwise noted: �f c 1.Builder and erection contractor should be advised of all General Nates 1.This design Is based only upon the parameters shown and is for an individual T.92 0 0 PE 1r Truss: FJ 9 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• EE2'o.c.and at 10'o.c.respectively unless braced throughout their length by ��a. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such asplywood sheathing(TC)C and/or d tl BC. ' DATE: 11/20/2014her s ry ( ) _* Q 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 ager all bracing and 4.Installation of truss is the responsibiNty of the respective contractor. -, OREGON �(/ SEQ. : 6119558 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L �.i .) TRANS I D• 412774 design loads be appNed to any component, and are for"dry condition"of use. .� 7 2,Q 4=. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Decese assumes full bearing et all supports shown.Shim or wedge If Q 1'% fabrication,handing,shipment and installation of components, 7.Design sumes adequate drainage is provided. Filii�„�. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII I III VIII VIII VIII VIII VIII IIIb IIIbTPI A in SCSI,copies of which will be furnishedished upon request. 9.lines oincide ate size oint f plate in center 10.r MiTak U USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988 NIT(*) EXPIRES:12/31/2015 1111 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 2-5=)0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-312) 185 3-4=( -68) 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" 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. '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 4 -s 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" (IMAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" 12 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. Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, c (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), '7 '7 load duration factor=l.6, 0 0 Truss designed for wind loads o in the plane of the truss only. rn 0 1 211111111111111111111111.1111110 0 M-3x4 .1 ) ). b 1-00 6-00 0-09-08 PROVIDE FULL BEARING;Jts:2,5,3' JOB NAME : 5017-A POLYGON - FJ 10 ,.o Po��es. Scale: 0.3739 Co ��GIN /, WARNINGS: GENERAL NOTES,unless otherwise noted: it 20/" 11 1.Bulkier and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 92 0 OPE Truss•• FJ10 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 ,r� 2'o.c.and at 10'o.c.respectivey unless braced throughout their length by / q� - DES. BY: EE is the responsldlity 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++ AR LC 4.No load should be appbed to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON Q1 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, G. 4, .AC TRANS I D• 412774 design loads be applied to any component. and are for"dry condition"of use.supports wedge1/� T�' � - • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearingal all su rts shown.Shim or if C✓ 14 �� necessary. '*>'�7!l 44..1"' fabrication,handing,shipment and installation of components. 7,Design assumes adequate drainage Is provided. n 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII IIII IIII TPINYFCA In BCSI,copies of which will be furnished upon request. git coincide with jointf center lines. 9.Digitssindsize oplatein inches. /qi �7 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: 27:J 11201 5 111111111 III I I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.0" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF kl&BTR SPACED 29.0" 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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 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. Gable end truss on continuous bearing wall DON. 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 1' 1' 1' 12 HM-4x412 f 14.007 3 \14.00 41 0 0 rn 0 Al1Ill ,4 0 of 11 10 0 0 f- M-3x4 M-3x4 .1 b ), b 1-00 13-07 1-00 JOB NAME : 5017-A POLYGON - G1 �t4 PRj�p�.o� Scale: 0.2996 Tr r-,��j O.G7Ntt l WARNINGS: GENERAL NOTES,unless otherwise noted: 414 /p//�^1` p17 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 .. .✓r f E t" Truss•• 51 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. ,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.Additionalpermanent of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r/' bracing continuous sheathing such as plywooding(rC)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++ A 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. OREGON 1.0SEQ. : 6119561 ! \t 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 gn assumes full bearingra for"dry condition"ofuse.all su PPo wedge / rLO 14 • 5.CompuTrus has no control over and assumes no responsibility for the 6.Desiatits shown.Shim or If ‘,' fabrication,handing,shipment and installation of components. necessary.Design 11/ 7. laesassumes atedadequaten ..1‘ provided.furnished faces of truss,and placed so their center III I I III VIII VIII VIII VIII VIII IIII IIIITPIMlTCA In BCSI,copies of which will be famished upon request. sgit coincide with Joint center lines. 9.Digitsindicatesisize of tplate 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(Wok) 5:12/31/2015 111011101111 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- 8=(-67) 389 3- 8=(-212) 241 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2- 3=(-565) 174 8- 6=(-56) 305 8- 4=(-219) 413 WEBS: 2x4 KDDF STAND 3- 4=(-438) 228 8- 5=(-212) 241 LOADING 4- 5=(-438) 228 TC LATERAL SUPPORT <= 12"00. 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=( 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6-09-08 6-09-08 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T T T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-05-04 3-04-04 3-04-04 3-05-04 MAX LL DEFL = 0.009" @ 6'- 9.5" Allowed = 0.633" T 1' T ,. ' 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" 14.00 7 M-4x6 19.00 MAX BC PANEL TL DEFL = -0.019" @ 3'- 1.7" Allowed = 0.400" 44.0" MAX HORIZ. LL DEFL = 0.004" @ 13'- 1.5" f �o �( MAX HORIZ. TL DEFL = 0.006" @ 13'- 1.5" ilIlip/o4,( Ak1 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.6ft, TCDL=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- N. in the plane of the truss only. I 0 0 0 0 ti I o -►, n • B �= O O M-3x4 M-3x8 M-3x4 7 I 1 1 1 6-09-08 6-09-08 1 1 ) ) 1-00 13-07 1-00 JOB NAME : 5017-A POLYGON - G2 ,,° PR opt s Scale: 0.2735 �,,`:o „.,‘..,‘GIN ,40,,, WARNINGS: GENERAL NOTES,unless otherwise noted: 'Vr II120/ r '.5, 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' .�'�++p G {r" Truss: G2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2o4 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 .fir is the responsibility of the erector.Additional permanent bracing of continuousImtsheathing suchr l plywood required where sheathing(TC)and/or drywall(BC). A1r!= DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1ACC 4.No load should be a ed to anycomponent until after all bracingand 4.Installation of truss is the responsibility of the respective contractor. OREGON /�� SEQ. : 6119562 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, � ,N,/).' k. design loads be applied to any component and are for"dry condition"of use. / �.� S_ 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 7(} 2 �+ fabrication,handling,shipment and Installation of components, necessary. g S 7.Design assumes adequate drainage is provided. 'Ylt"i rj'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 +'i!l 1. III1 I III VIII VIII IIII IIII III I I II IIIITPIMlTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. M iTBk USA,InC./CompuTfu9 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 III)IIIIIIIII 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- B=(-692) 3056 2- 8=(-1146) 380 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3966) 1000 8- 9=(-462) 2230 8- 3=( -724) 2774 2x8 DE SS A LL = 25 PSF Ground Snow (Pg) 4- 5=(-4164) 914 9-10=(-472) 2478 3- 9=( -736) 2950 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 7.0" V 5- 6=( 0) 86 10- 5=(-472) 2478 9- 4=( -178) 272 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 420.8)+DL( 306.2)= 727.0 PLF 0'- 0.0" TO 7'- 0.0" V 4-10=( -2) 174 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL) 0.0)+DL( 20.0)= 20.0 PLF 7'- 0.0" TO 13'- 7.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" ADDL: BC CONC LL+DL= 3071.0 LBS @ 7'- 7.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1269/ 5668V -228/ 2190 5.50" 9.07 KDDF ( 625) ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 7.0" -812/ 3616V 0/ OH 5.50" 5.79 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN nails staggered at: REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 6" oc in 2 row(s) throughout 2x8 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.027" @ 7'- 7.0" Allowed = 0.633" MAX TL CREEP DEFL = -0.071" @ 7'- 7.0" Allowed = 0.844" *** HANGER TO APPLY CONC. MAX LL DEFL = -0.001" @ 14'- 7.0" Allowed = 0.100" LOAD(S) EQUALLY TO ALL MEMBERS. 6-09-08 6-09-08 MAX TL CREEP DEFL = -0.001" @ 14'- 7.0" Allowed = 0.133" 1' 3-09-10 2-11-19 2-11-19 3-09-10 MAX HORIZ. LL DEFL = -0.005" @ 13'- 1.5" ,0' T f ,( 1' MAX HORIZ. TL DEFL = 0.011" @ 13'- 1.5" 12 12 M-5x6 NOTE:Design assumes moisture content does 14.00 7 \14.00 not exceed 19% at time of manufacture. 35.0" Design conforms to main windforce-resisting Pi isystem 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=l.6, Truss designed for wind loads in the plane of the truss only. M-3X5,4 M9-3x5 0 0� 0 0 rn M-5x16 I M-5x16 At MI . lliN‘ . .t ►_ 0 1 M-3x8 M-3x6• M-5x10 M-117 8 905x3 6 0 *** *3071# y )' b 7 b b 3-07-14 2-09-02 1-07 2-04-02 3-07-14 .1 ), )' 13-07 WEDGE REQUIRED AT HEEL(S). 1-00 JOB NAME : 5017-A POLYGON - G3 tO PR°Fe�� Scale: 0.2627 �� ��%/�ZP� /p�� WARNINGS: GENERAL NOTES,unless otherwise noted: 4t' a 92 SPE 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 . "' Truss: G 3 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 - rt✓ DES. BY: EE Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p ty continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). , DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ OREGON� �L/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. 40 SEQ. : 6119563 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./ �� 1 �� 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 8.Dne sign se assumes full bearing at all supports shown.Shim or wedge if fabrication,handing,shipment and installation of components. ry4C R R t„�» g P Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center EN111111C1111111 III VIII VIII VIII VIII VIII IIII ill TPIANlCA in BCSI,copies of which will be furnished upon request. git coincidenitwith joint tecenter lines. 9.Digitssndsize of plate in inches. s. 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:12/31/201CJ IIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" rOND. 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, 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. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-04-04 0-01-12 T TT 12 4.00 v M-1.5x3 A- 3 -/ ill11111111111111111111111111111111111111111111111111111111 ,c, ci C' i 0 2 i I - El o� 1 =/y///N////////////////% /- M-3x4 M-145x3 b .6 y 1-00 3-06 JOB NAME : 5017-A POLYGON - H 1 ,`t0 PROpt6 Scale: 0.6715 /� WARNINGS: GENERAL NOTES,unless otherwise noted: 4J OliZO *"'fr 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' 1'92e$P E 1.-• Truss: H 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: EE2'o,c.and at 10'o.c,respectively unless braced throughout their length by 41 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywail(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++ 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. -�/ OREGON (u SEQ. : 6119564 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, �j4J�� 1X . design leads be applied to any component and are for"dry condition"of use. / -7 0 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 'f 4 2✓ �1y fabrication,handling,shipment and installation of components. necessary. i 7.Design assumes adequate drainage isr provided. `P PRO- 6. ��- 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 II II I III III IIII III I II IIII III IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-283) 432 3-6=(-475) 267 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 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"00. 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" T f NOTE:Design assumes moisture content does 12 4.00 v M 1.5x3 not exceed 19% at time of manufacture. /- 4 6 -/ 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, 41...41111111111111"4111111111111111111111111* (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5X3 load duration factor=l.6, Truss designed for wind loads 3 o in the plane of the truss only. .-a o t+t rn Lo A- ' IgigglihiS111111111 o Ila ►� -/ 1 2�� 6 A- o M-3x9 M-3x4 .1 ), ), 9-04-08 0-05-08 1, 1, y 1-00 9-10 JOB NAME : 5017-A POLYGON - H2 . t0 PRp,p4s Scale: 0.9636 ��L,, l `�� WARNINGS: GENERAL NOTES,unless otherwise noted: 4 T. 92„'P E 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 /' I-L Truss: H2 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 bracingto Insure stability dud construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE p 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / CC DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown a+ � " 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibifty of the respective contractor. "j7�f t OREGON �./ SEQ. : 6119565 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, if design beds be applied to any component and are for"dry condition"of use. }' 1 4 TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If RIO �y� fabrication,handling,shipment aril Installation of components. necessary. M 4- v p Po 7.Design assumes adequate drainage Is provided. r-7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII VIII VIII VIII IIII IIII TPI WfCA In BCSI,copies of which will be furnished upon request. git coincide with jointinches 9.Digits ndsize of tplate In Inches. v 1 MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) EXPIRES:R 12/31/2015 2/ 1 01 IDA 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 0= 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 0= 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 IOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.033" @ 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" T T T 1' 12 NOTE:Design assumes moisture content does 4.00 r 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), load duration factor=l.6, M-4x4 Truss designed for wind loads in the plane of the truss only. v' Z d, o o e r E IIII 0 0 0 i i rn rn e i 01=101=1 c ME M f of 110- 1 5 ►/6 -/ M-5x10 M-3x6 -M-6x6 1, /, ), 5-04-02 4-05-14 1, ), 9-10 JOB NAME : 5017-A POLYGON - H3 ` � PRpC1S✓� Scale: 0.4956 O N WARNINGS: GENERAL NOTES,unless otherwise noted: 4,4 /J/2a1 r 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 ' 7,92®0 P E C'r T ru s S: H3 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'c.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)C and/or d ✓� 9lr s rywall(BC). !M 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. q� �y OREGON �4(/ SEQ. : 6119566 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' N� cc TRANS I D: 412774 design loads be applied to any component. and 6.Designaassure for mes full bearing all supports 5.CompuTrus has no control over and assumes no responsibility for the 9 shown.Shim or wedge if 1[} 2��1� fabrication,handing,shipment and installation of components. Dnesessary. p SF 6.This design is furnished subject to the Imitations set forth by 8.Plates nshall be locassumes ateduon both fac fage aces of truss,and placed so their center } VIII'II III IIID VIII II II VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. 9.lines coincide with jointpate in centerinches. lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-EDigitsindicate connector plate 10.For ba design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111011 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 12 complete specifications. 4.00v 3 -/ f .-+ i `r rh i O N rn 2 .- I 01 1 Or o 1 _������������������������������������������������������������4 0 M-3x4 ,1 1' 1' 1-00 8-00 00 PR JOB NAME : 5017-A POLYGON - I1 Scale: 0.6391 ,,5� all619 Ope• WARNINGS: GENERAL NOTES,unless otherwise noted: 'y�^f/q"0p f 117 " 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 individualjr . >7r t G ce Truss: 1 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 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)C and/or d well BC. glr s rY ( ) :� CC DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ � +i 4.No bad should be appAed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -p OREGON 4(/ L. 2j N �, TRANS ID: 412 7 7 4 design loads be applied to any component. and are for"dry condition"of use. }� Q }- • 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 111. e� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 1 R R y 0,- 6.This design is furnished subject to the Andtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 11111 1E VIII VIII VIII 11111 IIII IIII TPIMlTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111VIII 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 H16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=)-50) 65 3-5=(-249) 176 BC: 2x4 KDDF jf1&BTR SPACED 24.0" O.C. 2-3=(-103) 87 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 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 = 92.0 POP 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" @ 9'- 0.7" Allowed = 0.973" MAX TC PANEL TL DEFL = -0.356" @ 4'- 0.7" Allowed = 0.709" 7-08-04 0-03-12 1' ., 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. 4 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 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. I , 0 r'1 N ,r)f o 1 II 0 2 1114.- 11 1144- 115 M-3x4 M-1.5x3 y / / 7-08-09 0-03-12 1, J. / 1-00 8-00 JOB NAME : 5017-A POLYGON - I 2 �,t° PROPe Scale: 0.5266 \F� tIGIN �/� WARNINGS: GENERAL NOTES,unless otherwise noted: I'(4 N/20/[77 �/A0 ( ''Y 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 CC' r 92$40 f'p1 G,- I-- T ru S s: 12 and Warnings before construction commences. building component Applicability of design parameters and proper a/ 2.2a4 compression web breang 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: EE2'o.c.and at 10'o.c.respectively unless braced throughout their length by gar is the responsibility of the erector.Additional permanent bracing of ,,r+, /I�*"' continuous t sheathing suchr las bplywgoegheed where s and/or drywail(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; SE 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON W. Q. : 6119 5 6 8 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 Nb' TRANS I D: 412774 design loads be applied to any component. 6. and nar assumes"dry d ys condition" beerin of use.all supports L. '7 5.CompuTrus has no control over and assumes no responsibility for the Design9 shown.Shim or wedge if 1' /4 2.°- �4 fabrication,handling,shipment and Installation of components. Dnesessary. ti (� 6.This design Is furnished to the Imitations set forth by7.Plates assumes adequateatedon bothfaces drainage iso truss,and A b`�4 IIID I II VIII VIII 1111111111 VIII III III 9 subjectrequest. 6. lines coincidehcil be with jointn ternof truss, placed so their center `'7 r't I TPIM/ICA in BCSI,copies of which will be famished upon lines with center Ines. 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-1966(MITek) EXPIRES:12/31/2015 I'llllllllllll 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 #16BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #168TR 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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall 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 s- trt i i o I r-+ '1 i 2 - un ,--f i _� off 1 � 49 –/ 0 f M-3x4 1-00 4-00 JOB NAME : 5017-A POLYGON - 13 �`�' � PROF Scale: 0.7087 �� � 0 WARNINGS: GENERAL NOTES,unless otherwise noted: CI 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 Ct. .!n�a ♦rCf E 1- Truss: - Truss: 13 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 #r 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++ OREGON • �' 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON 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, it. 'V.. Nt A., TRANS ID: 412774 design loads be appked to any component and are for"dry condition"of use. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 4 Stt fabrication,handling,shipment and installation of components. 7.Design umes adequate drainage Is provided. +.'.R R 11..\ 6.This design is furnished subject to the(imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII IIIA IIIA VIII VIII VIII III)IIII TPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B. Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES;12/31/2015 III I I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-99) 174 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" -173/ 327V -26/ 83H 5.50" 0.52 KDDF ( 625) For hanger specs. - See approved plans 0'- 10.8" -74/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 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 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 190 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), ru load duration factor=l.6, • Truss designed for wind loads o in the plane of the truss only. CD 41 , MAII. 1111111111111111.1Ad CO Le 0 0 N of �/ **4 M 3x4 ), y ), 1-00 (PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME •. 5017-A POLYGON - J1 '#c"'` PRp SS Scale: 0.6354 .,v II/20/Gfb WARNINGS: GENERAL NOTES,unless otherwise noted: CI'tC! " 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$$P E r Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper may► 2.204 compression web bradng must be Instated where shown+, incorporation of component is the responsibility of the building designer. .+° 1'�/ 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 4' continuous sheathing such as plywood sheathing(TC)end/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++ 111 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 14/ SEQ. : 6119 5 7 0 %stoners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L,. tj 4s,1.• A., design loads be appied to any component and are for"dry condition"of use. / r (� 4. 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 Q 1 4 �✓ �ty fabrication,handing,shipment and installation of components. necessary. n ` ` T 7.Design assumes adequate drainage is ed. F rl y Ly 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I I III VIII IIII VIII II III)IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate in inches. MiTekUSA,InC./CofnpuTfusSoftware 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-19B8(MiTek) EXPIRES:12/ 1/ Q15 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 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/ 1200 5.50" 0.47 KDDF ( 625) 1'- 11.2" -144/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 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 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" f f 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 MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" 14.00 7 MAX HORIZ. TL DEFL = 0.000" @ 1'- 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. o Wind: 140 mph, h=21.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), NJ load duration factor=l.6, I of Truss designed for wind loads 1 in the plane of the truss only. M o� t �� 0 O/11 **4 M-3x4 ,1 ,i 1 1-00 PROVIDE FULL BEARING;Jts:2,3,4I6-00 JOB NAME : 5017-A POLYGON - J2 .`to PROFS� Scale: 0.5979 C' '(.71/20/P17„ION tit,,,„, /0� WARNINGS: GENERAL NOTES,unless otherwise noted: Cr�7C' .� 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 1 L, c' T ru s s• J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. f` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless bathed throughout their length by efe'i 4111016W DES. BY: EE s 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 bredng required where shown++ OREGON it 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 OREGON��, �44f S E Q. : 6119571 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �t TRANS ID: 412774 design loads be applied to any component. and are for"dry condition"at use. < '7)= 2- �*- • 5.CompuTrus has no control over and assumes no responsibility Srothe 6.Denassumes full bearing at all supports shown.Shim or wedge it 4 �y fabrication,handling,shipment and installation of components. necessary. `� P Pa 7.Design assumes adequate drainage is provided. S.This design is furnished subject to the Nmltations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111 TPI WfCA in SCSI,copies of which will be furnished upon request. git coincideidictwith joint center lines. 9.Digits ddsize of tplate in inches. 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 111111 IIIIII 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"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 3'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+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 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 OVERHANGS: 12.0" 0.0" 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" ** 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" 1 41606 T 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 -7 not exceed 19% at time of manufacture. 14.007 lirpIIIIIIEIIIIPIJ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '.. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, o Truss designed for wind loads r i 4„11111111I in the plane of the truss only. 1 O M O in O p� r� of ►A- -� 5 *+6 M-3x4 M-3x6 M-1.5x3 A- 1. 1, b 2-10-03 3-01-13 .1 .1 k 1-00 6-00 JOB NAME : 5017-A POLYGON - J3 ��,t0 PRFs Scale: 0.4917 rf�J1N �,p �/ WARNINGS: GENERAL NOTES,unless otherwise noted: ���j /�,I N ai 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' 7920•P E 1'~ Truss• J3 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: EE2'o.c.and at 10'o.c.respectively 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++ 110 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. "yT OREGON��, � ' SEQ. : 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, 1,,. �j design loads be applied to any component. and are for"dry condition"of use. / •7�,r r�(} ..i„ 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 �t1 fabrication,handling,shipment and Installation of components. necessary. 7.Design assumes adequate drainage Is provided. `LA,, 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 III ILII III I I VIII VIII I II IIII TPIM/TCA In SCSI,copies of which will furnished upon request. Digit coincide with Joint te in lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EIE 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 #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=(-132) 131 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I REQUIREMENTS OF IBC 2012 AND DEC 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" '1 T MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" /- -, MAX TC PANEL LL DEFL = 0.054" @ 2'- 2.1" Allowed = 0.367" MAX BC PANEL TL DEFL = -0.037" @ 3'- 1.4" Allowed = 0.339" q MAX HORIZ. LL DEFL = -0.002" @ 3'- 10.8" 12 f/ MAX HORIZ. TL DEFL = -0.002" @ 3'- 10.8" 14.00 77 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), o load duration factor=l.6, ,y Lo Truss designed for wind loads i N in the plane of the truss only. O O f O mi M-3x4 F 1• /- b 1-00 6-00 PROVIDE FULL BEARING;Jts:2,3,4I JOB NAME : 5017-A POLYGON - J4 �` PR Op- Scale: 0.4842 Cj h-%GIIN j�jp' W WARNINGS: GENERAL NOTES,unless otherwise noted: 4✓ I/16+Q1 ! '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 4t' ;920 e PE r Truss• J4 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 bf is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). ,.+SAO!- DATE• 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON to SEQ. : 6119573fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, y a TRANS I D• 412 7 7 4 design loads be applied to any component. and Ore for"dry condition"of use.supports wedge /h j. i(} t • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all su its shown.Shim or if 5..+ 1ue'P, fabrication,handling,shipment and installation of components. Desessary. y� i 7.Design assumes adequate drainage is provided. R n b`'.. 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 1111111111111111111111111 IIIIIIIIIIII TPI/WTCA in BCSI,copies of which will be furnished upon request lines coinciae with jclnt center Knee. 9.Digits Indicate size of plate in Inches. MITfik USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1388(MiTek) EXPIRES:12/31/2015 1EVIII 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=(-180) 157 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" -22/ 375V -102/ 234H 5.50" 0.60 KDDF ( 625) 4'- 10.8" -172/ 180V 0/ OH 1.50" 0.29 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 29 "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" 9-11-09 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 = 0.029" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" /- -/ MAX TC PANEL LL DEFL = 0.190" @ 2'- 10.1" Allowed = 0.970" 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" of 12 NOTE:Design assumes moisture content does 14.00 7 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. N Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,,1, load duration factor=l.6, of Truss designed for wind loads 1 . in the plane of the truss only. m 0 r 0 t /- o o O *4 M-3x9 f y b ), 1-00 6-00 PROVIDE FULL BEARING;Jts:2,3,91 JOB NAME : 5017-A POLYGON - J5 �` � paQ>� $ Scale: 0.4299 Co GI�/N /{7„ �/ y WARNINGS: GENERAL NOTES,unless otherwise noted: ~ /�Is"� r I -Y'f7_ 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 ‘t414../.0 '.9`ZPE '' Truss: J5 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 DES. BY: EE 2'o.c.and at 10'c.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). 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+* p f(���;' 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 I , SEQ. : 6119574 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, L„ 41 \t � design Wads be applied to any component. and are for"dry condition"of use. �, (^D. 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 :41 �p'f fabrication,handing,shipment and installation of components. necessary. r- 7.Designlasassumes adequate one dctorprovided.faces of buss,and placed so their center IIIIII I II VIII III I IIII VIII IIII IIII IIII TPI WfCA In SCSI,copies of which will be famished upon request. it coincidenctwith Joint ate in nches 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: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=(-223) 185 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. TC LATERAL SUPPORT <= 12"00. 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 PSP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -33/ 265V -108/ 209H 5.50" 0.42 KDDF ( 625) ** For hanger specs. - See approved plans 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) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 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" T fMAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" f MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" 1j( NOTnotEexceedn19�sates timelofure content manufacturedoes 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. N N O 0 I I r o o r I r- O u1 N1111110.1111111111111111111/4 F /- r ** 1 3- 0 M-3x4 * b 6-00 PROVIDE FULL BEARING;Jts:1,3,21 JOB NAME : 5017-A POLYGON - J6 �.r�00 PR OPE- A, 0.4024 tN (3 f /} WARNINGS: GENERAL NOTES,unless otherwise noted: ( C(f7C' 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ' ''g ,I�C� Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. 4011:0 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 anspoli of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p tyP nO continuous sheathing such as plywood sheathing(TC)and/or drywat(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 10 4.No load should be applied to any component until ager ail bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON N �i j SEQ. : 6119575 fasteners are complete and at no time shouts any loads greater than 5.Design assumes trusses are to be used in anon corrosive environment, �j. 24\ ^�. design loads be appled to any component and are for"dry condition"of use. r14 TRANS I D: 412774 5.CompuTrus has no control over and assumes no responsibility for the 6.andssumes full bearing at all supports shown.Shim or wedge if +Ay/`r ` `Y fabrication,handing,shipment and installation of components. 7.Design necessary.assumes adequate drainage is provided. "cC PRO- 6. R f 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 VIII(IIII(IIII(IIII VIII IIII IIII IIII TPIMIfCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digitssndsize oft plate to Inches. M 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:1 f /201.5 [00 II Al 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=(-334) 1B6 1-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -83) 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 11.6" TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 274V -121/ 269H 5.50" 0.44 KDDF ( 625) 5'- 9.2" 0/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) ** For hanger specs. - See approved plans LL - 25 PSF Ground Snow (Pg) 6'- 0.0" -293/ 280V 0/ OH 1.50" 0.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 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 = -0.002" @ 6'- 11.6" Allowed = 0.096" 3 MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed = 0.128" 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 li not exceed 19% at time of manufacture. 14.00V 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=l.6, oo o Truss designed for wind loads i r in the plane of the truss only. 0 0 cO m 0 IA- � o� I.F_ a * 1 4 O M-3x4 1 3 ), 6-00 0-11-09 !PROVIDE FULL BEARING;Jts:1,4,21 JOB NAME : 5017-A POLYGON - J7 ��'rn PRripr Scale: 0.3707 SCJ 0` G�N WARNINGS: GENERAL NOTES,unless otherwise noted: 444 0.G 7f/15, 0 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 ' $P E 1- Truss: J7 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.Addtional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 2'o,c,and at 10'o.c.respectively unless braced throughout their length by re DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r•" °OW` DATE• 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 411 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. ' ' OREGON i(, SEQ. : 6119576 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 �L' TRANS I D• 412774 design loads be applied to any component. and are for"dry condition"of use.supports wedge /�y }r j r�(a {- • 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all su rts shown.Shim or if v necessary. / riIt 14\," fabdcatlon,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 shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII VIII illll IIII IIII IIII TPIMlTCA In BCSI,copies of which will be furnished upon request. git coincidewith joint In Ines. 9.Digits indicatesize of tplate eto inches.In . 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 111111 IIIIII 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 #1&BTR SPACED 24.0" O.C. 2-3=(-108) 44 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) ** For hanger specs. - See approved 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" f -, MAX TC PANEL TL DEFL = 0.178" @ 2'- 11.6" Allowed = 0.864" bi MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 5'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.007 0 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads N N in the plane of the truss only. O 0 O 0 o o i ,4, 0 0 ti� I oi- 1:1 1 4• --/ O M-3x4 y y ), 6-00 1-11-09 PROVIDE FULL BEARING;Jts:1,4,2,31 r to PR JOB NAME : 5017-A POLYGON - J8 Scale: 0.3365 �Co [!`aG.IN s/Q WARNINGS: GENERAL NOTES,unless otherwise noted V!/��/20 pt- 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 79210 S P Truss• J8 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 at40# 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. 3.23,Impact bridging or lateral bracing required where shown++ ♦ tr 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. 'T7 OREGON 40 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, ,1,. N A+ TRANS I D• 412774 design loads be applied to any component. and are for"dry conditionof use. �0 4 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 4 �`?. necessary. l �+. v fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. ``c„ },,,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 IIIIIII VIII VIII VIII VIII VIII IIIb IIIIIII TPINYfCA in SCSI,copies of which will be furnished upon request. git coincidenctwith joint In che. 9.Digitssndsize of tplate to 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 III I II 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: 2x9 KDDF #1&HTR LOAD DURATION INCREASE = 1.15 1-2=(-983) 428 1-4=(0) 0 BC: 2x4 KDDF #15810 SPACED 24.0" O.C. 2-3=(-112) 49 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. 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 = 92.0 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" -96/ 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. !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 /- -V 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" id 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. 14.007 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 0 o in the plane of the truss only. 1 1 0 1 ti o,--, 0 ti I isi A 1 1 4++ M-3x4 b 1, b 6-00 2-11-09 PROVIDE FULL BEARING;Jts:1,4,2,3F JOB NAME : 5017-A POLYGON - J9 �,, p PRpF���' Scale: 0.3129 ! edN /fip+ fQ WARNINGS: GENERAL NOTES,unless otherwise noted: vl/lG�0l I 1-�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 92 0 0 P E 1' Truss: J9 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 uous sheangin r such l plywoodrequired where s and/or drywall(BC). DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ rr 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 `', SEQ. : 6119578fasteners are complete and at no time should any loads greater 5.Design assumes trusses are to be used in a non-corrosive 7-,orrosive environment, h. \p A. TRANS I D: 412774 design loads be applied to any component. 6. and are assumes fulldbeann at ell f 9t` 5.CompuTrus hes no control over and assumes no responsibility for theDesign9 supports shown.Shim or wedge if O f 14 `14 t$4 fabrication,handling,shipment and installation of components, necessary. s pr r", `7. T 6.This design is fumished subject to the Imitations set forth by 8.Platesshallbe locateassumes gd on both faces drainage of truss,and placed so their center d"1.I I VIII 101111111111111111111111111 TPI/WfCA 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(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3««�� 1/2015 IIIIIII IIIIII 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 81&BTR LOAD DURATION INCREASE = 1.15 1-2=(-553) 490 1-4=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-133) 83 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" -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 f -s 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" ii MAX HORIZ. LL DEFL = -0.011" @ 9'- 9.4" MAX HORIZ. TL DEFL = -0.011" @ 9'- 9.4" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14.007 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads ,i in the plane of the truss only. m W o o I I rl ,, I 1 O N 1 s-c, l 4 I ca M-3x4 .1 ) ), 6-00 3-10-03 PROVIDE FULL BEARING;Jts:1,4,2,3I il° PRIJFfi JOB NAME : 5017-A POLYGON - J10 �`� �/ Scale: 0.2893 ��%/Zv/l7' 4 WARNINGS: GENERAL NOTES,unless otherwise noted: � 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 4 . T 92 0 0 P E c Truss: J10 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 bredng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at oily'DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by oil is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` n.. DATE. 11/20/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ v. 4.No bed should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 A OREGON ((/ SEQ. : 6119579 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G.. \ A., TRANS ID: 412774 design loads be applied to any component, and are far"dry condition"of use. .A -7.3' 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 Q `?.. necessary. r ` V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. C �,,,-. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I III VIII VIII VIII VIII VIII IIII IIIITPINVECA in BCSI,copies of which will be furnished upon request. git coincidenwith jointcenterInches.Ines. 9.Digits indicate size off platein MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) EXPIRES:12/31/2015, 11111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF $11870 LOAD DURATION INCREASE = 1.15 1-2=(-508) 445 1-4=(0) 0 BC: 2x4 KDDF @1&BTR SPACED 24.0" 0.1. 2-3=(-115) 55 TC LATERAL SUPPORT <= 12"01. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 285V -172/ 3439 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. 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 = 0.167" @ 2'- 11.7" Allowed = 0.576" -< MAX TC PANEL TL DEFL = -0.152" @ 3'- 2.5" Allowed = 0.864" 14.007 ° MAX HORIZ. LL DEFL = -0.010" @ 9'- 1.7" MAX HORIZ. TL DEFL = -0.010" @ 9'- 1.7" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 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), load duration factor=l.6, Truss designed for wind loads rnrnin the plane of the truss only. 00 NN00 I1 Nti 0 1 ++1 4** o M-3x4 b 1, /' 6-00 3-02-08 'PROVIDE FULL BEARING;Jts:1,4,2,3I JOB NAME : 5017-A POLYGON - J11 A' " paQF6-6, Scale: 0.3023 GJ f GIN /}per_' / WARNINGS: GENERAL NOTES,unless otherwise noted: <<,l vI/z d I' I "'y 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 ' .„,,.7:920 1 P E I Truss• J11 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 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)end/or drywell(BC). .;IP, DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ O !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. ^S7 OREGON ^c!' SEQ. : 6119580 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, G /i9 \ A TRANS I D• 412774 design loads be applied to any component. and are for"dry condition"of use.supports wedge / y )4O .( • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beano at all su rts shown.Shim or if fabrication,handing,shipment and installation of components. necessary. ` `� 7.Design assumes adequate drainage is provided. �• 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 II II I II'III ILII II l II'III'III I'll TPIIIM'CA in BCSI,copies of which will be famished upon request. git coincidenitwith joint ain nche. 9.Digits Indicate size of plate in Inches. 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 111110 'III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2,5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 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=(-508) 444 3-4=(-115) 55 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" -23/ 377V -187/ 417H 5.50" 0.60 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.2" -402/ 448V 0/ OH 1.50" 0.57 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 2.5" -64/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD D AD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) f -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 yi 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 not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 14.00 7 system and components and cladding criteria. IJ: Wind: 140 mph, h=26ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), n (v load duration factor=l.6, of I Truss designed for wind loads o in the plane of the truss only. 0 .f- 6+* o M-3x4 .6 3, ), b 1-00 6-00 3-02-08 'PROVIDE FULL BEARING;Jts:2,5,3,4I JOB NAME : 5017-A POLYGON - J12 �.�`�'O, PRQF � Scale: 0.3094 �y ��� f WARNINGS: GENERAL NOTES,unless otherwise noted: 4.45\ .4 °iJf cZOfil9 <1;k., 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C !920 0 PE r' Truss• J12 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.214 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 responsibilityof the erector Additional of zoo.o.and at 10'o.c.respectively unless braced throughout their length by � permanentbracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,� ! DATE: 11/20/2014 the overaH structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* sf 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 b � non-corrosiveSEQ. : 6119581fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, �t TRANS ID: 412774 design loads be applied to any component.CompuTrus has no control over and assumes no responsibility for the and rassumes full bearing for"dry condition" dsn ggat all supports shown.Shim or wedge use, 8.Designr ppo g e if / -p Y 2O „� B � fabrication,handIn,shipment and installation of components. Desessary. A� g P Po 7.Design assumes adequate drainage is provided. 'r .P RI ��,,, 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 1111111111 111111111111111 TPINViCA In BCS',copies of which will be furnished upon request. git coincideiditwith joint aIn che. 9.Digits indicate size of plate in inches. MiTekUSA,Inc./CompuTrusSoftware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,EBR-1988(MiTek) EXPIRES:12/3 /2015 'IIIIIIIH This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-82) 72 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"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 '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 = 0.078" 1-11-11 MAX TC PANEL LL DEFL = 0.006" @ 1'- 3.7" Allowed = 0.164" 4 4 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 14.00 7 MAX HORIZ. TL DEFL = -0.001" @ 1'- 10.9" f 3 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=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, of (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, I Truss designed for wind loads N in the plane of the truss only. r%h o f N VA0 M-3x4 r b 1, b 1-00 4-00 'PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 5017-A POLYGON - KJ1 �` � PRpr�6� Scale: 0.6019 SCJ it._k yy WARNINGS: GENERAL NOTES,unless otherwise noted: �t 1"t��/" 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$®P E �1-- Truss: -- T ru s S• KJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper • 2.2x4 compression web bradng must be installed where shovel+• 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 ��r DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,�+ , 00 Is the responsibility of the erector.Additional permanent bracing of 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*• /,/ " 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 1 S E Q. : 6119582 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, A 4? \b` A„.. TRANS I D 412774 design bads be applied to any component and are for"dry condition"of use. / '7 2- ��^- • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing al all supports shown.Shim or wedge if © 4 fabrication,handling,shipment and Installation of components. necessary. 55 P Po 7.Design assumes adequate drainage is provided. �0?R.`�t.• 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111411111 TPI/WTCA in BCSI,copies of which will be furnished upon request. Digit coincideiictwith jointfp ate In inches.9.lines ndsize of plate to tines. MITek USA,InC./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 11111111 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 #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(-88) 97 3-5=(-297) 336 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-304) 270 WEBS: 2x4 KDDF STAND 3-4=( -20) 9 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" -44/ 325V -105/ 172H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -107/ 201V 0/ OH 5.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.087" @ 2'- 1.5" Allowed = 0.337" 3-08-04 0-03-12 MAX TC PANEL TL DEFL = 0.086" @ 2'- 1.6" Allowed = 0.505" T T T 12M-1.5x3 4 MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 14.00 7 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=l5ft, 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 o in the plane of the truss only. o i UD m 0 0 o rAA >r I r . _�5 --, 0 M-3x4 M-1.5x3 A- ; 1 1 3-08-04 0-03-12 b ), 1-00 4-00 JOB NAME : 5017-A POLYGON - KJ2 K(C�cO PROFS Scale: 0.4367 c"qf ��,p %Q', 4. WARNINGS: GENERAL NOTES,unless otherwise noted: 44 1!/20/r1�7r 11 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual .92®.f G V'w Truss: KJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper Air 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ,,.+` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .. ,. DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by ,r� 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. 3.2z Impact bridging or lateral bracing required where shown++ ®f ir 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 ,(V non-corrosiveSEQ. : 6119583fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, 4. 4, a!t4 .C, TRANS I D: 412 7 7 4 design Mads be applied to any component. and are for"dry condition" f use.supports g //r�� `�Q • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all su rts shown.Shim or wedge If t,/ 1 4 necessary. /� fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 41 v. ''R R}L1;,, 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 1111111111111111110.TPI/VYfCA 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(Wok) EXPIRES:12/3 /201 5 ' VIII IIIIII This design prepared from computer input by I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 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=)-70) 65 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" -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 10PSF 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" '( T MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 19.00 7 NOTE:Design assumes moisture content does /- -, not exceed 19% at time of manufacture. Design conforms to main windforce-resisting Ord system and components and cladding criteria. 0 1 0 0 0 0 I Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, I Truss designed for wind loads o in the plane of the truss only. N ,-i ti I c7 O/- priummimO o� ►1 4►1 M-3x4 f- ,1 1• 1, 1-00 2-00 1PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5017-A POLYGON - KSJ1 ,s��_[� ��aF�ts Scale: 0.6019 sj aG -, WARNINGS: GENERAL NOTES,unless otherwise noted: C .It ,I/2o�Air ' 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 92$$P E r Truss: KSJ1 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. ,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'c.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous Impact sheathing such as b acing eadhwhere s and/or drywell(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++ eii (r 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsiblity of the respective contractor. ' OREGON ((f SEQ. : 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, ,G, \b .' design bads be applied to any component. and are for"dry condition"of use. / '�•�. ��..i.. TRANS I D: 412774 S Design assumes full bearing at all supports shown.Shim or wedge If Cl 1 d . S CompuTrus has no control over and assumes no responsibility for the necessary. t fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. WeL 1`I 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 II I III VIII VIII IIII IIII VIII IIII IIII TPIMlTCA in BCSI,copies of which will be furnished upon request, git coincidenitwith joint tecenter che. 9.Digits indicate size of plate in inches. MITek USA,InalCompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12 r Q15 111 10111 III 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 N1&BTR SPACED 24.0" O.C. 2-3=(-90) 48 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: 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 "or spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 12 MAX TC PANEL TL DEFL = 0.007" @ 1'- 5.1" Allowed = 0.407" 7.00 s- 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.1" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=21.8ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cs load duration factor=l.6, ,n N Truss designed for wind loads 1 in the plane of the truss only. o, 0 r to o'- o 0 2 Pilleill 4�J M-3x4 I ,1 ), ), b 2-00 2-00 1-11-13 PROVIDE FULL BEARING;Jts:2,4,31 �� �n Qtt JOB NAME : 5017-A POLYGON - SJ1 619 Scale: 0.6651 `c�� �aOPRO, . WARNINGS: GENERAL NOTES,unless otherwise noted: 447 In//^0fir�1 t- 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 - .a2 i S r G r Truss: S 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 during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P dY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '•c 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 load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibilty of the respective contractor. OREGON 4f/ non-corrosiveSEQ. : 6119586 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, ,G, � N� (, TRANS ID: 412 7 7 4 design bads be applied to any component and are for"dry condition"of use. / •7 k. r-Q "+�. • 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 `}. necessary. � `�y fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �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 VIII VIII VIII VIII VIII IIII IIII TPINVECA In BCSI,copies of which will be furnished upon request. git coincideidictwith joint In che. 9.Digits dsize of tplate eto inches. vv c+ M iTek USA,InC./CompuTrus Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:REil;12/ 1J 01J III I I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-159) 91 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 PIE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -82/ 513V -57/ 1920 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" 3 MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 7.00 C7 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, MWERS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. in o � N O O Ol f 2PM4►� M-3x4 1 f 2-00 2-00 5-11-13 (PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5017-A POLYGON - SJ2 � �, t� pRQ�F6:0 Scale: 0.4618Gj n ({� 1 l WARNINGS: GENERAL NOTES,unless otherwise noted: 'a✓, ///2y/' r 7�'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 92 /PE r Truss: S J2 and Warnings before construction commences. building component.Applicability of design parameters and properAl �S 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designer. d" :+�/r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at 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 sheathing such as plywood sheathing(TC)and/or drywall(BC). !z DATE: 11/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ 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. '57 OREGON 44/ SEQ. : 6119587fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �„ r�� \� design loads be appied to any component and are for"dry condition"of use. f 4� TRANS I D: 412 7 7 4 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if Q 4 `} fabrication,handing,shipment and installation of components. necessary. n 7.Design assumes adequate drainage Is provided. ,RIl RPM- 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I I III VIII VIII IIII'Il VIII III I'llTPIMITCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 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