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Plans (124) A-1.S7a.ot Ct — UL Ss_ / 5-2-3 CJ w Ly ` r 0 CONFORMS TO DESIGN CONCEPT 17-3 REV SFONS NOTEDSIGN CONCEPT WITH ® CONFORMS TO DESIGN CONCEPT 0 NON-CONFORMING-REVISE BRESUBMIT ❑ CONFORMS TO DESIGN CONCEPT WITH THIS.i.C4.843,5 Mi.:R%.1E`tR:.shx.Ira=.K..44, vCE L0* REVISIONS AS SHOWN ' - .`*' ElNCN CCNFCRMIt G REVISE AlD RESUBMIT nev Alexia Fukui Data 9/22/14 THIS SHOP ORAWIf+;HAS BEES RE1'IEWE0 FOR GENERAL CONFRB4;CE MILBRANDT ARCHITECTS WITH THE DESIGN CONCEPT Ob_Y AI NOT RELIEVE THE FABRICATORiVEiIOO,R OF RESPONSIBP CONFORMANCE WITH THE CR1DESIGN 0-. NOS SPECIFICATIONS ALL OF NISCH::AVE PRIORITY r 1 OVER TRI,,,.aP"" JIM', CONTRACTOR SHALL VERIFY ALL DIMENSIONS. Eti ) By: T'r'•'. Date:September 19.2014 CJ 11. `. V .r CJ' K 1V CJ3 45� CJ4 �. CJ5 1✓ 8:12 _ H Cr CM CJS ; V CJI 2-10 CJ ' 14 IL 1140 R. 2? CJ1a 4 IIII!" ..^ .m. "=1 Ca * CJI ILS ` ` 0:12 12 W 8:12 \ CJ6 1 CJ5 CJ1� �p:1, 1s CJ , sliI , cs� C,N7 -� 3 0:2 �_Hou82e z ___�_ CJ16 - �' 2) ... Ail�) Ai l■ t7'_1 ■W 4,, 10 12• iii . ,1 < 1- � ��I � • as g s g A 1 GARAGE RIGHT 11'-r 11-71/2" 40'-0' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 TRUSS PLACEMENT LCUNLATIOSAND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL PLAN DRAWINGS FOR ALL FURTHER II ��I IIE Lim er PLAN 5-D COFFER INFORMATION.BUILDING DESIGNERIENGINEER OF RECORD I. DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 5 / D-D CHECKED BY: DESIGNER AND EER OF RECORD TO COMPANY O M P A N Y REVIEW ANDAPPROVE OF TRUSS DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. g CONFORMS TO DESIGN CONCEPT I 1 El CONFORMS TO DESIGN CONCEPT 0=gs NOTED CONCEPT WM5 0 NON-CONFORMING—REVISE&RESUBMIT I El CONFORMS TO DESIGN CONCEPT WITH I 44)14). REVISIONS AS SHOWN FZ.ITOWEND-OF 0,fiES.,.....17,FC,0.......V., ‘.' 'ING-REVISE An RESUBMIT RAlexia Fukui Or, 9/22/14 I THIS SHOP DRAWING HAS:EN REVIEWED FOR GENERAL CONFORMNCE MILBRANDT ARCHITECTS I IfITH THE DESIli CCACEP ONLY AND DOES NOT RELIEVE 7+2 — C•1 rA2RICATWirlaOR OF RE.PONSIBILITY FOR CORFORVANCE WITH THE de.% DESTA,VIAWINW.AVD SPEC ' .'DNS ALL OF WHICH HAVE PRIORITY ‘",b Cl) W OVER 5'I'rJAAAING. ACTOR SHALL VERIFY ALL DIVERSIONS. 9' 0 0W CO • : i dd' aton Date:September 19,2014 \ 1 ' T :1 ; EER/ G INC , 9 - . . . 9 9 CJ1 kimmil - i . CJ1 . v , „ - CJ2 MI 1 1 1 I g i CJ2C Milki - N II 11° 0001/Oro 0 re4, CJ3C . . . . . . . o CJ5 - • , ,..S.P.-: 6:12 CJ6 IIIIL c., a . CJ6C CJ7 __ CJ8 __ • _ , i . CJ8 . CJ9 A- CJ9 -0 CJ10 111 . CJ10 CJ11 CJ11 9 '4 zo CJ10 MIMINI-IIMINEW __ CJ10:9 r,_ F';. v. 4 ar, "do ‘- X = CJ9 .3. -;r CJ9 - - - _ --- , , , , / c.1 - CJ8 _ 1 0:1 a-i- iii Mb C:1 • : C., . - CJ7 .. - / , , 6:12 CJ5 , . CJ12 (5) : • • , \ . \ . , . . , CJ13 io:1' 1 CJ14 . 1 CJ16 _1Irtr ---- = riirm 00' HGUS26-2_ cji7 u.) 1.1117441 1 iii. Ilk • „ , oir' . , • ,••••, ..., AORMili . eI 1 1 AerAlismismilmwewiemmk' .1 Alimimimis•r...-.1 IP:..401._ __ ASJ1 I r...r 1 . / '1,.7.1 , AM 12 ll .;! .2 .2 .;! -4 /(8.- -_____ _... ...,............. ..1\ --- (51, ;L / GARAGE LEFT - -• - 0.1 el (NI \ 77, 1 9'-8 1/2' . , 11'-7 1/2' 401-0" iv-r , ., , , BERING WALL ©Copyright mpuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL _,...,...jea. PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 5-D COFFER INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 5 / D-D CHECKED BY: DESIGNER/ENGINEER Of RECORD TO REVIEW AND APPROVE OF ALL 8t TRUSS ' COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. i MiTek USA, Inc. ! CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4, No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design Is furnished subject to the limitations set forth by TPI)WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). 4\ Artie 14 ,k . 4 � te bait,,,, l A xp 't t .Oiks9.402150 -41�� A.JD'�N .p....','t'3 (0/4/1), XPIRES 613u/IS IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-07-08 HIP SETBACK 2-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 11-07.08 GIRDER SUPPORTING 43-09-00 FROM 7-00-00 TO 11-04.08 1- 2=( 0) 72 2- 9=( -598) 2906 9- 3=( -572) 2674 13- 7=(-974) 4430 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4068) 864 9.10=(-1382) 6446 9- 4=(-4418) 994 WEBS: 2x4 KDDF STAND 3. 4=(-2906) 618 10.11=(•2326) 10538 4.10=( -552) 2538 LOADING 4- 5=(-6996) 1538 11-12=(-2326) 10538 10- 5=(-4306) 998 TC LATERAL SUPPORT <= 12'OC. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=(-9246) 2080 12.13=(-1910) 8634 11- 5=( -718) 3206 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 2'- 0.0" V 6- 7=(-4800) 1090 13- 8=(-1054) 4800 5.12=(-2114) 342 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 2'- 0.0' TO 9'- 7.5' V 7- 8=(-6686) 1490 12- 6=( -612) 2824 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 7.5' TO 11'- 7.5' V 6-13=(-4768) 1062 NOTE: 2x4 BRACING AT 24"0C UON. FOR BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 11'- 7.5" V ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 7'- 0.0' TO 11'- 4.5' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 2'- 0.0' 0'- 0.0' -682/ 3075V -34/ 41H 5.50" 4.92 KDDF ( 625) OVERHANGS: 12.0" 0.0" TC CONC LL( 16.7)+DL( 4,7)= 21.3 LBS @ 9'- 7.5' 11'- 7.5" -1228/ 5488V 0/ OH 5.50" 8.78 KDDF ( 625) ADDL: BC CONC LL+DL= 3584.0 LBS @ 6'- 0.0" Connector plate prefix designators: [COND. 2: Design checked for net(-5 psfl uplift at 24 'ac spacing.) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.001" @ -i'- 0.0' Allowed = 0.133' Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.060" @ 5'- 9.8' Allowed = 0.535" nails staggered at: MAX TL CREEP DEFL = -0.178' @ 5'- 9.8" Allowed = 0.714" 9" oc in 1 row(s) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY 5" oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.015" @ 11'- 2.0' 9' oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.033" @ 11'- 2.0" T 1-11-11 7-08-02 1-11-11 NOTE:Design assumes moisture content does T T not exceed 19% at time of manufacture. 1-11-11 1-07-08 2-02-09 2-02-09 1-07-08 1-11-11 Design conforms to main windforce-resisting 21.30# 21.30# 12 system and components and cladding criteria. 12 NJ 10,00 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10.00 V (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-4x6 M-5x8 in the plane of the truss only. M-3x8 M-4x10 0 M-3x8 4 5 e _ _vp//_ / \ _ M-5x10 ch �_ _ rn I I ::1-,_. 1 1 rn I 1 4‘111111114°' ..0- o/- 9 10 it 12 13 - 8 9, M-5x10 M-3x8 M-3x8 M-3x8 M-5x6 M-7x8 3584# 1, y 1, y y y y 1-09-14 2-00-13 1-11-01 1-11-01 2-00-13 1-09-14 1, /, y 1-00 11-07-08 �C .c'p PROF JOB NAME: POLYGON PLAN 5-D NH - AH1 Scale: 0.4231 \CI }t WARNINGS: GENERAL NOTES,unless otherwise noted: (t' !9 /PE 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 Truss: AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. / 3.Additional temporary brad to Insure stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at Pil rY n9 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by r�rr > DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheaf hing(TC)and/or drywall(BC). ic DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 9L 'OREGON (V SEQ. : 60512 99 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used in anon-corrosive environment, 1. 110- �,•{__ design loads be applied to any component. and are for"dry condition"of use. '�v_ r '(ttT' TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.nDe sigsse ssumres full bearing at all supports shown.Shim or wedge if p ` 8‘;' )‘ t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 4/1R R L‘" 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111$11111111111110.TPINVTCA In BCSI,copies of which will be furnished upon request. Digs cIndicawith jointcenter ete in inches'9.DigitssIndicate size ofpcin Ines. c+ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1588(MITek) EXPIRES RES:12131/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2.3=(-64) 38 72 2 4=(0) 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2' -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (PO) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series 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 psfl uplift at 24 'oc spacing.' 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" 1 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' MAX BC PANEL LL DEFL = 0.001' @ 1'- 0.1' Allowed = 0.054' MAX IC PANEL TL DEFL = -0.002" @ 1'- 2.9' Allowed = 0.196' 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 10.00 V MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9' 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=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, a, Truss designed for wind loads o in the plane of the truss only. 0 0 N M/- V O 8 ••0lIlr/mLrjjllMIMI-- 41.--: M-3x4 ,1 ), y 1-00 2-00 'PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : POLYGON PLAN 5-D NH - AJ1 ' (,' IPN ��6s/ Scale: 0.6772 `a �`2 E' b WARNINGS: GENERAL NOTES,unless otherwise noted: •9,' Dr -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 Individual4 . 1-- Truss: AJ1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. �/ Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at DES. BY: LJ Is the responsibility of the ere3. dor.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood ing(e and/or drywal C). Vi - DATE: 9/5/2014 P tY 9 3.2x Impact bridging or lateral bracing required where shown++ wCr C/� 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsidlity of the respective contractor. OREGON S E Q loadsnon- iii corrosive greater than 5.Design assumes trusses are to be used In a environment, ��� 5. 2 ^- TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. 6. L . 1- o P CompuTrus has no control over end assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge If Q �4 fabrication,handling,shipment and installation of components. Design cessary. R R 1 O` 7.Design assumes adequateodrainageciso provided. 1+ 6.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center 'VIII II II IIIA I III VIII VIII VIII IIII IIIITPI/WTCA In BCS',copies of which will be furnished upon request, lines coincide cola Joint confer 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:12/3 /2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-96) 73 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' -41/ 322V -44/ 132H 5.50' 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100V 0/ OH 1.50' 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 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 IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 12 --/ MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1' Allowed = 0.054" 10.00[7. MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" '' MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19`k at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. O Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 cc load duration factor=l.6, c%, Truss designed for wind loads in the plane of the truss only. M� d' Oy c, ►/ 4►1 M-3x4 y 1, y 1, 1-00 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:2,4.3I ��Q,c.p PR Ore JOB NAME: POLYGON PLAN 5-D NH - AJ2 Scale: 0,6371 ti WARNINGS: GENERAL NOTES,unless otherwise noted: ± IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15q BC: 2x4 KDDF A16BTR SPACED 24.0" O.C. 2.3=(-138 101 0) 4=(0) 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0,0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 313V -63/ 178H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -55/ 142V 0/ OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 8.7" -99/ 146V 0/ OH 1.50' 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 sof) uplift at 24 "oc spacing.) 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 BC PANEL LL DEFL = 0.005" @ 1'- 0.1' Allowed = 0.054" MAX BC PANEL TL DEFL = -0.004' @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001' @ 5'- 7.9" 12 I MAX HORIZ. TL DEFL = -0.001" @ 5'- 7.9" 10.00 V 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=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, w Truss designed for wind loads o in the plane of the truss only. v7 r) v - o/- o 4►� M-3x4 1, ), y y 1-00 2-00 3-08-11 (PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME : POLYGON PLAN 5-D NH - AJ3 \v(•.v*�G N �fiss, Scale: 0.5270 *'715// O WARNINGS: GENERAL NOTES,unless otherwise noted: SLI `7ri ' „DC .yy 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 r Truss: AJ3 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: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by Vie ' the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheatwng(TC)and/or drywaa(BC). ;.i DATE: 9/5/2014 Po ty 9 3.2x Impact bridging or lateral bracing required where shown++ (� 4SEQ. : 6051302 .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 fti loadsfasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used In a non-corrosive environment, £ Y 2� 44.. / "9 and are for"dry condition"of use. TRANS I D: 407540 design loads be applied to any component. 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 t7 14 P fabrication,handling,shipment and installation of components. Designeass /? 6.This design is furnished subject to the Irritations set forth 7. laesassumes adequateatedon both drainage is otrus,provided.111111111111111111111111111111111111111111111 9 1 by 8.Plates shall located faces of truss,and placed so their center TPIANfCA in BCSI,espies of which will be furnished upon request. lines coincide with Joint center Ines. 9.Digits indicate size of plate in Inches. MiTekUSA,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 1111411 IIIIIII1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-64) 38 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" -68/ 301V -23/ 81H 5.50' 0.48 KDDF ( 625) 1'- 9.2' -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7' -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psfl 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" 1 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001' @ 1'- 0.1' Allowed = 0.054' ,1' ' MAX TC PANEL TL DEFL = -0.002' @ 1'- 2.9" Allowed = 0.196" MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9' 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 10.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting -/ system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 O N M-- 8 O -/ O� ►�� 4 M-3x4 J, y ), 1-00 2-00 'PROVIDE FULL BEARING:Jts:2.4.31 � tess 0 PROF JOB NAME : POLYGON PLAN 5-D NH - ASJ1 Scale: 0.6772 o WARNINGS: GENERAL NOTES,unless otherwise noted: 4. '. SPE 1•"' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual Truss: ASJ1 and Warnings before construction commences. building component Applicability of design parameters and proper. 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top end bottom chords to be laterally braced at Ate'-. Po ry 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by �"!, DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). f (� DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ pRE GON (V 4.No load should be appied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. >k SEQ. : 6051304 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 ry �.1�" design loads be applied to any component. and are for"dry condition"of use. L'�.O j 4 Q� 'S' TRANS I D: 407540 5.CompuTrus hes no control over and assumes noresponsibility for the 6.Decessassumes Ng bearing at all supports shown.Shim or wedge if tp ` 0 fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. �� .1:1..y 6.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center ll be upon es 1111111111111111111111111111111111111111 MiTek USA,lnC.CA in SI,copies of/CofnpuTf which oftware 7n6.6(1 L)-E request. de with joint center Pries. 90 r Digits indsicconnectorof platete in design values see ESR-1311,ESR-19118(MiTek) EXPIRE5;12I31l2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 19-11-08 HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR 19-11-08 GIRDER SUPPORTING 43-09-00 FROM 0-00-00 TO 14-11-08 1. 2=(-4208) 990 1.12=( -700) 3012 12- 2=( -652) 2762 17- 8=(-2250) 562 BC: 2x6 KDDF #18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3012) 732 12-13=(-1126) 4566 12- 3=(-1854) 526 18- 8=(-1012) 4520 WEBS: 2x4 KDDF STAND; 3. 4=(-4726) 1198 13.14=( -674) 2628 3.13=( -126) 758 8-19=(-3356) 864 2x6 KDDF #2 A LOADING 4- 5=( -996) 4070 14-15=( -698) 2738 13- 4=( -562) 2454 19- 9=( -714) 3114 LL = 25 PSF Ground Snow (Pg) 5- 6=(-1000) 4076 15-16=( -580) 2416 14- 4=( -368) 1860 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 4'- 0.0" V 6- 7=(-5838) 1502 16.17=( -528) 2170 4-15=(-7398) 1894 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0" TO 15'- 11.5" V 7- 8=(-4484) 1176 17.18=(-1390) 5802 15- 5=( -740) 282 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 15'- 11.5' TO 19'- 11.5" V 8- 9=(-3932) 1020 1B-19=(-1390) 5802 15. 6=(-8356) 2104 BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 19'- 11.5" V 9.10=(-5328) 1322 19.10=( -908) 3932 16- 6=( -128) 754 NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 0'- 0.0" TO 14'- 11.5" V 10.11=( 0) 72 6-17=( -678) 2882 ALL FLAT TOP CHORD AREAS NOT SHEATHED 17- 7=( -714) 3176 TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 15'- 11.5" BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 0.0" 12.0" ADDL: BC CONC LL+DL= 3584.0 LBS @ 13'- 11.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -912/ 3929V -83/ 74H 5.50' 6.29 KDDF ( 625) 9 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 7.3' -2972/ 11613V 0/ OH 3.50' 7.82 KDDF (1485) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 11.5' -934/ 3796V 0/ OH 5.50" 6.07 KDDF M,M2OHS,M18HS,M16 = MiTek MT series ( 625) ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND, 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY MAX LL DEFL = -0.032" @ 4'- 1.6' Allowed = 0.400" 5" oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.062" @ 4'- 1.6' Allowed = 0.533' 9" oc in 1 rows) throughout 2x4 webs, MAX LL DEFL = 0.036" @ 14'- 1.5" Allowed = 0.537" 9" oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.100" @ 14'- 1.5' Allowed = 0.717" MAX LL DEFL = -0.001' @ 20'- 11.5" Allowed = 0.100' MAX TL CREEP DEFL = -0.001' @ 20'- 11.5' Allowed = 0.133" 1-11-11 7-10-05 2-05-03 3-08-10 3-11-11 T ' f T f ' MAX HORIZ. LL DEFL = -0.009" @ 19'- 6.0" 1-11-11 1-10-07 2-05-07 2-03-11 0-11-04 2-06-14 2-00-02 2.00-02 3-09-14 MAX HORIZ. TL DEFL = 0.020" @ 19'- 6.0" f 12 f 4128# ' ' T ' ' '1128# f NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 10.00 V 10.007 N10.00 Design conforms to main windforce-resisting M-4x6 M-4x6 system and components and cladding criteria. 7 M-48X8 • Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, et - ' \ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x6 M-5X16 Truss designed for wind loads M-5X11 M-3x4 M-5x12 M-1.5x3 in the plane of the truss only. 3 4 5 �D Oft ° OOP r i A. r r c 1 - 12 13 14 ''15 16 v 17 18 19 a�1 , M-5x8 M-4x6 M-3x6 M-1.5x3 M-7x8 M-4x8 M-3x6 M-5x10 8 1, 1, 1 y M-8x14 y y , �y3584# , 1, 1-09-14 2-03-11 2-01-15 2-03-11 1-01 2-03-06 2-01-14 2-00-02 3-09-14 y yy y 8-04-08 0-05-08 11-01-08 1-00 1, 1, 1, Id:I rBI.I aU1[l ormi,[rwi la r1 19-11-08 1-00 A„to RJOB NAME : POLYGON PLAN 5-D NH - BH1 Scale: 0.2765 .5.<os PN F�.��/p WARNINGS: GENERAL NOTES,unless otherwise noted: i, • / 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 14t' _(�f72$$fn�CC,- r Truss: BH 1 and Warnings before construction commences. building component.Applicability of design parameters end proper /M 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 stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at ,r�r. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous2'o.c.and st 1a'hin as y dss braced(TC)and/or heirlengtC by 1, r Bar^ DATE: 9/5/2014P ty g Imactsheathing suchr as plywood sheathing(TC)where sown drywall BC. / the overall structure is the responsibility of the buildingdesigner. 3.2x Impact bridging or lateral bracing required where shown++ AO 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. �}`OREGON /, SEQ. : 6051305 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,. 'cy 2.0.N� �w design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407540 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /Q �� 14 � fabrication,handling,shipment and installation of components. 7.Dnecessary. provided. (� �FM.- S ` 6.This design is furnished subject to the imitations set forth by 8.Katesshallbe locateassumes gd on both faces of of tr ss,and placed so their center 4.1. 111111111111011111111 TPVWTCA in BCSI,copies of which will be furnished upon request. lines coincidedicatwith 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-1e88(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-67) 43 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 BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SM.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -52/ 294V -23/ 81H 5.50' 0.47 KDDF ( 625) 1'- 10.9' -73/ 68V 0/ OH 1.50' 0.11 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 (IDE ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' REQUIREMENTS OF IBC 2012 AND IAC 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" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" - I MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.078" MAX TC PANEL LL DEFL = 0.003' @ 1'- 3.7' Allowed = 0.131' MAX BC PANEL TL DEFL = 0.003" @ 1'- 7.7' Allowed = 0.206' 12 MAX BC PANEL TL DEFL = -0.005' @ 1'- 12.0" Allowed = 0.206" 10.00 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9' MAX HORIZ. TL DEFL = -0,000" @ 1'- 10.9' 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. 0 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=1.6, C. Truss designed for wind loads O in the plane of the truss only. c'., V M-3x4 y 1, I 1-00 4-00 'PROVIDE FULL BEARING;Jts:2,3,4I r�tO PR 04,, JOB NAME: POLYGON PLAN 5-D NH - BJ1 Scale: 0.6882 '*� ! (N /22 GENERAL NOTES,unless otherwise noted: �.. �« �� - 1 iNGS: �. >174 0 0 P C 1`r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual //I,�/ and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: BJ 1incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at .ate. 3.Additional temporary bracing to insure stabitty during construction 2'o.c.end at 10'o.c.respectively unless breced throughout their length by 460op DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /`" DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QREGON i t1 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. S E:Q. : 6051306 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, Y ",k„ design loads be applied to any component. and are for"dry condition"of use. tz., TRANS I D: 407540 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 / �}�a ni 4 �S' necessary. +1 R`�� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Nmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII'III'IIITPIMlTCA in BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digitsindicate ndtsize of plateIn inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,EOR-1988(Welt) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 1.2= BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3.(-95)0) 3-( 95) 72 2.4=(0) 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0,0" -35/ 332V -44/ 132H 5.50' 0.53 KDDF ( 625) 3'- 9.2" 0/ 49V 0/ OH 5.50' 0.08 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -68/ 106V 0/ OH 1.50" 0.17 KEW ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" 3-11-11 MAX TC PANEL LL DEFL = 0.042" @ 2'- 5.3" Allowed = 0.305" MAX TC PANEL TL DEFL = 0.039" @ 2'- 5.3" Allowed = 0.458" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9' 12 -, MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.9" 10.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, co o Truss designed for wind loads ao in the plane of the truss only. 0 t7 4 0 CJS 1.---- --44►t '� M-3x4 y ), y 1-00 4-00 1PROVIDE FULL BEARING:Jts:2,4,3) >r0 PROF JOB NAME : POLYGON PLAN 5-D NH - BJ2 (ry pus, Scale: 0.5824 51 � 5if1 �* WARNINGS: GENERAL NOTES,unless otherwise noted: ZCt ^/ 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`0 PE r Truss: BJ 2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2. r.'/'/� 2x4 compression web bracing must be installed where shown+, incorporation of component Is the rasponsibilly 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: LJ 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 the snareH structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywal C). DATE: 9/5/2014 P tY 9 3.2x Impact bridging or lateral bracing required where shown++ eY CC /� 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. Ad�OREGON S E Q ld any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, '" ! •r�� TRANS I D: 407540 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 fug bearing at all supports shown.Shim or wedge if O 14 fabrication,handling,shipment and installationp of corn onents. - necessary. 4it R �` �F 7.Design assumes adequate drainage is provided. 4. 8.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 IIIA VIII VIII VIII IIIA IIII IIIITPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center toes. 9.Digits indicate size of plate In inches. MiTek USA,lnc./C0n1pulrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) .EXPIREc.";12/31/201.5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 3171 .4.) -58)1 25 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -16/ 314V -64/ 179H 5.50' 0.50 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 8.2' -139/ 216V 0/ OH 1.50" 0.28 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 9.2" 0/ 42V 0/ OH 5.50' 0.07 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.9' -30/ 48V 0/ OH 1.50" 0.08 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP )GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.l 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" @ -I'- 0.0" Allowed = 0.133" MAX TO PANEL LL DEFL = 0.009' @ I'- 10.0" Allowed = 0.286" oo/vimmimmimm.10.001// MAX TC PANEL TL DEFL = -0.008' @ 1'- 11.4' Allowed = 0.428' MAX HORIZ. TL DEFL = -0.002' @ 5'- 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. o Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, w (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, u1 Truss designed for wind loads in the plane of the truss only. M,s-- -/ 0 M-3x4 > y ,. J' 1-00 4-00 1-08-15 [PROVIDE FULL BEARING:Jts:2.5,3.4I �vc,q PRQFe JOB NAME: POLYGON PLAN 5-D NH - BJ3 Scale: 0.5270 `� WARNINGS: GENERAL NOTES,unless otherwise noted: .,- PE s-- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual Truss: BJ 3 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabigty during construction 2.Design assumes the top and bottom chorda to be laterally braced et Pil ry 9 9 2'o.c,and at 10'o.c.respectively unless braced throughout their length by �r,�� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywall(BC). /'' DATE' 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ yy+G 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. SEQ. : 60513 08 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, 1 design loads be applied to any component. end are for"dry condition"of use. t�, TRANS I D: 407540 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 / 14411 44Z. 64O're) fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. �R1 O- 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 114101111111111111 in furnished request MTe SAlnC/CompuTrus Software6.6(1L)E Is joint center lines. 0Fceoet For baconnectorplte design values see ESR-1311,ESR-1968 GAITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-48) 41 1.3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connectorplate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -18/ 42H 5.50' 0.16 KDDF ( 625) 9 TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 25V 0/ OH 5.50' 0.04 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 1'- 11.7" -39/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.9" Allowed = 0.131' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX IC PANEL TL DEFL = 0.002" @ 1'- 2.9' Allowed = 0.196' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" t-11-11 NOTE:Design assumes moisture content does '( ,r not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. -/ Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 10.00 Truss designed for wind loads 01 in the plane of the truss only. 'r rn 0 0 0 N 09,‘- O 8,- -/ i►� 3 11111e- M-3x4 2-00 'PROVIDE FULL BEARING;Jts:1,3,21 fit,, 0 PR 04c, JOB NAME : POLYGON PLAN 5-D NH - BSJ1 Scale: 0.7703 \c� ,I" �d WARNINGS: GENERAL NOTES,unless otherwise noted: , �� c 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual CC" '9 P E 1' Truss: BSJ 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 LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4r is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as ' � Cr" unle braced and/ornd/ordrywall C). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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 Ix 4,/ SE Q. : 6051310 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, Gf -47A II\ A•. design loads be applied to any component. end are for"dry condition"of use. Q _7 142, `y.^- TRANS I D: 407540 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 �y fabrication,handling,shipment and installation of components. necessary. FM- 6. -� V 7.Designlatesassumes adequateatedon drainage Is Bess, C tl 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center III VIII IIID VIII VIII III IIII IIII III) TPIAMTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. 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 IIIIIIHIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2-10=( -983) 3050 3-10=(-298) 299 BC: 2x4 KDDF N18BTR SPACED 24.0" 0.C. 2- 3=(-3345) 1280 10-11=( -749) 2567 10- 4=(-182) 615 WEBS: 2x4 KDDF STAND 3- 4=(-3184) 1317 11-12=( -413) 1876 4-11=(-746) 536 LOADING 4- 5=(-2473) 1183 12-13=( -791) 2399 11- 5=(-406) 1050 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2474) 1183 13- 8=(-1026) 2857 5-12=(-406) 1051 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3187) 1318 12- 6=(-747) 536 TOTAL LOAD = 42.0 PSF 7- 8=(-3348) 1281 6-13=(-183) 618 OVERHANGS: 18.8' 18.8' 8- 9=( 0) 79 13- 7=(-300) 300 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 0'- 0.0' -341/ 2026V -262/ 262H 5.50' 3.24 KDDF ( 625) 44'- 0.0' -341/ 2026V 0/ OH 5.50" 3.24 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.t VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.016" @ -1'- 6.8" Allowed = 0.208" MAX LL DEFL = 0.206" @ 25'- 11.9' Allowed = 2.154" MAX TL CREEP DEFL = -0.397" @ 18'- 0.0" Allowed = 2.872" MAX LL DEFL = 0.017' @ 45'- 6.8' Allowed = 0.156' MAX TL CREEP DEFL = -0.016' @ 45'- 6.8" Allowed = 0.208" MAX HORIZ. LL DEFL = 0.085" @ 43'- 6.5" 21-11-15 22-00-01 MAX HORIZ. TL DEFL = 0.139" @ 43'- 6.5' 1' ( f NOTE:Design assumes moisture content does 7-04 7-01 7-06-15 7-06-15 7-01 7-04-02 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 6.00 M-4x6 4 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 '6( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Isom load duration factor=1.6, M-5x8(S) M-5x8(S) Truss designed for wind loads in the plane of the truss only. 0.25" 1%14440.25" M-1.5x3 M-1.5x3 3 /1111111111116-. co N „aiaidik \ / 13 O o M-3x8 M-3x4 10 id.25.. -612 M-3x4 M-3x8' o M-5x8(S) M-5x8(S) 1, y 1, .1 .1 1, 9-00-11 8-11-05 7-11-14 8-11-05 9-00-13 y y y ), 1-06-12 44-00 1-06-12 PR JOB NAME : POLYGON PLAN 5-D NH - Cl �� ,oiNEA�s Scale: 0.1506 \ !�''(Ly[�J�+))1N s WARNINGS: GENERAL NOTES,unless otherwise noted: v. 5/IEr 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 =g ®P E r' and Warnings before construction commences. building component.Applicability of design parameters end proper Truss: C 1 incorporation of component Is the responsibility of the building designer. .4111",008:0,0""' 2.2x4 compression ar web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction2'o.c.end at 10'o.c.respectively unless braced throughout their length by ',wr. +01"'-" DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,* !� DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON <C/ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6051311 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y NB.}A,. design loads be applied to any component. and are for"dry condition"of use. Q 1 4 2.0- l,,,` TRANS I D: 407540 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 p�1�cessary. ` 11 fabrication,handling,shipment and Installation of components. resign assumes 'i/ P R}L� V P Po 7.Design adequate drainagehIs provided.tr'i 6.This design is furnished subject to the Fmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111 TPINYfCA in BCSI,copies of which will be furnished upon request. linescoincide with joint aIn fines. 9.Digitsindicate size of plate to Inness. o MiTekUSA,Inc./COf1lpuTrusSoftware7.6.6(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 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( 0) 792- 0=(•1809) 30219. 4=(•282) 299 WEBS: 2x4 KDDF STAND; 2- 3=(-3324) 12711 9.10=( •809) 25388 9- 4=(•182) 616 4=(-3164) 1308 1 .11=( -431) 1847 4-10=(•746) 536 2x4 DF STAND A LOADING 4- LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(•2452) 1174 111.12=( -780) 2358 10- 50(.406) 1050 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 65- - 6=(-2444) 1195 12- 8=(-1049) 2770 5.11=(-396) 1027 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- N(-3267) = 3108) 1368 11- 6=(-721) 526 8=((-3267) 1326 6 6--12=(•226) 561 OVERHANGS: 18,8' 0.0" LL = 25 PSF Ground Snow (Pg) 12- 7=(-247) 336 ** 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) Connector plate prefix designators: 0'- 0.0" -342/ 2021V -247/ 257H 5.50" 3.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 9.0' -274/ 1837V 0/ OH 5.50" 2.94 KODF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series JT 8: Heel to plate corner = 2.50' !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing"I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.016" @ -1'- 6.8' Allowed = 0.208" MAX LL DEFL = 0.205' @ 18'- 0.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.386' @ 18'• 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.083' @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.135" @ 43'- 3.5" NOTE:Design assumes moisture content does 21-11-15 21-09-01 not exceed 19% at time of manufacture. 7-04 7-01 7-06-15 7-06-15 7-01 7-01-02 Design andconformlandn lcladdin rcriteria. system and components9 f Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 6.00 load duration factor=1.6, 54.0 Truss designed for wind loads M-5x8 S tl- in the plane of the truss only. O 0.25" M-5x8(5) 0.25" 0V a;' M-1.5x3 M-1.5x3 1011/\ / M tor M -3x8 ca `__ \ / A .,. o1p 1 **8o M-3x8 M-3x4 0.25" 0.25 M-3x4 y M-5x18(S) M-5x8(S) y y 9-00-11 8-11-05 7-11-14 8-11-05 8-09-13 1-06-12 43-09 y JOB NAME : POLYGON PLAN 5-D NH - C3 Scale: 0.1508 ,5\�' � NR �fi`�`Sl° WARNINGS: GENERAL NOTES,unless otherwise noted: - C(,r 92$0I� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual �' 0 92 ®I-)r 1�-` Truss: C3 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 responsidpty of the building designer. ,/ DES. BY: LJ 3.Additional temporary bracing to Insure staMllty during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c. asvely unless braced throughout their length by ` 0 DATE: 9/5/2014 the overall structure is the responsibility of the building designer. continuous2xImpact sheathing suchr l bracing cing re su red where s own i-drywall C. Alm!- be3. tmpact bodging Is thterel onng required the whershown++ y . 4.No load should m appliedeto any component untilyafter all bracingthan and 4.DInstallationesign a of truss the t responsibility Inche respective a nn. �'OREGON SEQ. : 6051312 fsteners are complete and at no time should any loads greater than 5.Design asumes trusses are to be used In non-corrosive environment, f 9 y �� �"� TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. h 5.CompuTus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If U 61 2.°-,,,,,,, ,4 fabrication,handling,shipment and installation of components. 7.necessary. provided.s 6.This design is furnished subject to the irritations set forth by 8.Platesshallbe located assumes gadequate facesnage of truss, nd placed so their center L� V IIIIII IIID VIII 11 10 VIII VIII IIII Ill MTeUSA,IANTCA lncS/CompuT s ISOftWareBCI,copies of whch will bef urnished upon 7.6.6(1 L)E request 1alines Igindicnsize ofinInches. Digits asizerplate design velps see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1ABTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-13=(-1956) 5870 3.13=( -154) 354 2- 3=(-6766) 2286 13-14=(-3060) 8274 13- 4=( -486) 1888 2x6 KDDF 1 T2, T3 LOADING 3- 4=(-6742) 2336 14.15=(-3340) 8912 13- 6=(-2804) 1328 BC: 2x6 KDDF #1&BTRBTR LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 15-16=(-3048) 8220 6.14=( -92) 754 WEBS: 2x4 KDDF STAND IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 4- 6=(-5996) 2126 16-12=(-1910) 5602 14- 7=( -486) 380 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0' TO 34'- 0.0' V 6- 7=(-8588) 3228 7.15=( -534) 394 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0' TO 43'- 9.0" V 7- 8=(-8552) 3220 15- 8=( -100) 794 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0' TO 43'- 9.0' V 8-10=(-5882) 2106 8-16=(-2866) 1340 9.10=( 0) 0 10-16=( -482) 1834 NOTE: 2x4 BRACING AT 24'OC UON. FOR IC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10.11=(-6614) 2318 16.11=( -190) 392 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'- 0.0" 11.12=(-6548) 2250 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 0.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -1150/ 3765V -104/ 113H 5.50' 6.02 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 43'- 9.0' -1095/ 3584V 0/ OH 5.50" 5.73 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required. ICOND. 2: Design checked for net(-5 9sf1 uplift at 24 'in spacing, M,M2OHS,M18HS,M16 = MiTek MT series Join together 2 ply with 3"x.131 DIA GUN �' nailsoc in 1 staggeredrowast:throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' ) MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167' 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.005' @ -1'- 8.0' Allowed = 0.222" AAri 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.269' @ 22'- 0.0" Allowed = 2.142" A 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.532" @ 22'- 0.0' Allowed = 2.856" MAX HORIZ. LL DEFL = 0,078" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.127" @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 199e at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, HWFRS(Dir), load duration factor=1.6, 9-11-11 24-00-10 9-08-11 Truss designed for wind loads -( in the plane of the truss only. 5-01-03 4-04 0-06 08 5-08-15 6-03-06 6-03-06 5-08-15 0-06-08 4-04 4-10-03 '( T '4533.30# f 12 12 M-7x8(S) 4 6.00 6.00 M-5x6M-33x5 7 0.25" M-3x5 ;M-5x6 4 \/\/ M-1"5x3 T2 .. y 13- M-1.5x3 + 1 + Co M-3x8 u' 0 of 13 14 T �5 16 *12 0 -I 0.25" 0.25 M-3x8 0 o IM-3x8 M-3x8 M-7x8(5) M-7x8(S) y y ), y y y y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 y 43-09 1 oa cv,,�p PROPes,s JOB NAME: POLYGON PLAN 5-D NH - CH1 Scale: 0.1499 ti k 5� 4, X15/1 „ WARNINGS: GENERAL NOTES,unless otherwise noted. 4 . 'Cj PE 1-- Truss: 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 ,r Truss: C"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 46 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +,1rr DES. BY: LJ s the responslWlity of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall stmcture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON ((� SE /� 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. 1 ��, S E Q. : 6051313 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L/���t• 4 D� design loads be applied to any component. and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge If TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for thenecessary. F� `�� 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 11111 VIII 11111 VIII 111111111 IIDVIII 11111111 TPI WTCA in BCSI,copies of which will be 7.6ed upon request. 9.Iines colndde Digits Indicate sizent plate In Ines.. v 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) EXPI RES:12/31/2015 111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.13=(-1346) 2900 3-13=1 -97) 178 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-3372) 1652 13.14=(-1691) 3901 13. 4=( •331) 1025 BC: 2x6 KDDF #1&BTR 3- 4=(-3183) 1579 14.15=(-1739) 4230 13- 6=(-1371) 647 WEBS: 2x4 KODF STAND LOADING 4. 5=( 0) 0 15.16=(-1701) 3873 6-14=( -18) 401 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2791) 1452 16.12=(-1313) 2765 14- 7=( -257) 154 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4061) 1945 7.15=1 -276) 155 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7. 8=(-4043) 1898 15- 8=( -18) 418 8-10=(-2734) 1407 8.16=(-1397) 647 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 10-16=( -367) 997 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-3118) 1527 16.11=( -31) 219 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3258) 1576 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 20.0' 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0,0' -404/ 2034V -104/ 114H 5.50" 3.25 KDDF625 vertical members (uon). 43'- 9,0" -337/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625 ) ** For hanger specs. - See approved plans ICOND. 2: Design checked for nett-5 psft uplift at 24 "oc spacing.) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.022' @ -1'- 8.0' Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222" MAX LL DEFL = 0.293" @ 22'- 0.0' Allowed = 2.142" MAX TL CREEP DEFL = -0.510' @ 22'- 0.0" Allowed = 2.856' MAX HORIZ. LL DEFL = -0.082' @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.122' @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 13-03-11 17-04-10 13-00-11 Truss designed for wind loads T '( T f in the plane of the truss only. 5-01-03 4-04 3-05-09 2-09-14 6-03-06 6-03-06 2-09-14 3-05-09 4-04 4-10-03 T T T i' T T T T T T T 12 5 9 12 s.o0 p M-7x8(S) a 6.00 M-5x6 M 3x5 `M-4x6 6 y.25" M-36x5 T -\/\/ 13.. M-1.5x3 M-1.5x3 + + 1 ,Aiiiiiiiiiis0-) M•3x8 0 o 13 14 'f '( 15 16 *12 o M-3x8 M-3x8 0.25" 0.25' M-3x8 0 M-7x8(S) M-7x8(S) I I 1, I y y , , 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 y 1-08 43-09 r� 0 PRO, JOB NAME : POLYGON PLAN 5-D NH - CH2 Scale: 0.1499 INar so WARNINGS: GENERAL NOTES,unless otherwise noted: 4� `rrrr���� �• L1 n 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 ' •PE Truss: CH2 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 responsiWNty of the building designer. 4 3.Additional temporary bracing to insure stabiNty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'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). S'," ` ,` DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.Zr Impact bridging or lateral bradng 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. 7 OREGON 1(/ SEQ. : 6051314 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosie environment, 4. .74 "y ., design loads be applied to an component. and are for"dry condition"of use. �h }f 4 '2. .1t,. TRANS I D: 407540 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 CJ re fabrication,handling,shipment and installation of components. necessary. eR R ti.' V 7.Designassumes cadequate drainage isprovided. w 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 111111111111111111111110.VTPINYTCA in BCSI,copies of which will be furnished upon request, lines cctndde with joint center Ines. 9,Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12;'p 11I 2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1067) 2889 3.13=(-152) 199 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3317) 1286 13.14=( -914) 2657 13- 4=( -33) 359 WEBS: 2x4 KDDF STAND; 3- 4=(-3114) 1250 14-15=( -700) 2439 4-14=(-524) 357 2x4 DF STAND A LOADING 4- 5=(-2567) 1138 15.16=( -700) 2439 14- 5=(-276) 797 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 16.17=( -882) 2558 14- 7=(-435) 182 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2228) 1099 17.12=(-1021) 2712 15- 7=( 0) 274 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-2213) 1074 7-16=(-457) 180 8. 9=( 0) 0 9.16=(-285) 791 LL = 25 PSF Ground Snow (Pg) 9-10=(-2551) 1111 16.10=(-489) 344 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10.11=(-3039) 1229 10.17=( -77) 318 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-3218) 1283 17-11=( -79) 251 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -321/ 2034V -182/ 19tH 5.50' 3.25 KDDF ( 625) 43'- 9.0' -251/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND, 2: Design checked for net(-5 Dan uplift at 24 "oc spacina.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 12: Heel to plate corner = 2.25' MAX LL DEFL = 0.022' @ -1'- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021' @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.201' @ 22'- 0.0' Allowed = 2.142" MAX TL CREEP DEFL = -0.389" @ 22'- 0.0' Allowed = 2.856" MAX HORIZ. LL DEFL = 0.085" @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.142" @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 16-07-11 10-08-10 16-04-11 Design conforms to main windfarce-resisting ,f .f '( 1' system and components and cladding criteria. 5-02-03 0-04-08 5-04.05 5.05-11 5-04-06 ,f T 'f,f T TT T T '( Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-07-06 5-05.115-04-05 0-0 08 5-02-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ff load duration factor=1.6, 1212 Truss designed for wind loads 6.00 M-4x6 M-3x8 M-4x6 a 6.00 in the plane of the truss only. M-5x6(S) • 7 M-5x6(S) 0.25" 0.25" +� o0 4\ M-1.5x3 + /*,, -1.5x3 ,--, M-3x10 0 Wm a Ww A ''.0 o o 13 14 � 15 � �6 17 *l2 o M-3x8 M-3x4 0.25" M-1.5x3 0.25 M-3x4 O M-5x8(S) M-5x8(S) y ), J, J, y /- I y y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-01-03 y 1-08 43-09 WEDGE REQUIRED AT HEEL(S). Scale: 0.1483 �� to PNR pfi s, JOB NAME: POLYGON PLAN 5-D NH - CH3 i5/� , WARNINGS: GENERAL NOTES,unless upon t e noted: CC' T 9 •PE ("' 441 11 1.guilder 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: CH3 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. J 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top end bottom chords to be laterally braced attoppop DES. BY: LJresponsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by r�rte, is the continuous sheathing such as plywood sheathing(TC)and/or drywalC). DAT E: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �L OREGON S �1,, SEQ. : 6051315 4.No load should be rippled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A *V fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, t� design loads be applied to any component and are for"dry condition"of use. r TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if !�44 14 �� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is prodded. R R 1b�. 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 11111111111111111111111110111111111111111111 Swhich request. lines M Te USA,Inc./CompuTrus u3Software 7.6.6(1L)E ceth joint center lines. Digits coaFor basionnctorplte design values see ESR-1311,ESR-1988(MiTek) EXPIRE3.12/31I2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1262) 2926 3.14=(-151) 184 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-3337) 1610 14-15=(-1142) 2696 14- 4=( -22) 359 3- 4=(-3135) 1578 15.16=(-1120) 2476 4.15=(-523) 297 LOADING 4- 5=(-2589) 1493 16.17=(-1120) 2476 15- 5=(-357) 819 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 0) 0 17-18=(-1208) 2619 15- 7=(-463) 298 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2248) 1390 18.12=(-1346) 2848 16- 7=( 0) 274 TOTAL LOAD = 42.0 PSF 7- 9=(-2248) 1390 7-17=1-463) 298 8- 9=1 0) 0 9.17=(-357) 819 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2589) 1493 17-10=(-523) 297 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-3135) 1578 10.18=1 -21) 359 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3337) 1610 18-11=(-151) 184 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=1 0) 84 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1.5x4 or equal at non-structural vertical members (uon). BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -444/ 2038V -198/ 198H 5.50" 3.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 44'- 0.0' -444/ 2038V 0/ OH 5.50" 3.26 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net1-5 psf) uplift at 24 "oc spacing.j VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222" MAX LL DEFL = 0.254' @ 27'- 5.3" Allowed = 2.154" MAX TL CREEP DEFL = -0.403" @ 22'- 0.0" Allowed = 2.872" MAX LL DEFL = 0.022" @ 45'- 8.0' Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 45'- 8.0' Allowed = 0.222' MAX HORIZ. LL DEFL = -0.101' @ 43'- 6.5" 19-11-11 4-00-10 19-11-11 MAX HORIZ. TL DEFL = 0.145" @ 43'- 6.5" 5-07-06 5-02-03 5-05-11 3-03-09 2-05-042-05-04(3-03-09 5-05-11 5-02-03 5-07-06 notEexceedn assumes moisture content does not exceed 19% at time of manufacture. 12 6 8 12 Design conforms to main windforce-resisting 6.00 p M-4x6Q 6.00 system and components and cladding criteria. M-3x8 M•4x6 7 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) .. M-5x6(S) load Trussn -L1414411441141\04404,44441, wind desioads 0"25" 0•P5" in the plane of the truss only. r \k M-1.5x3 +` + M-1.5x3 1 AA . v 1M-3x814M 3x41 .25" 6 M-1�5x3 0.2517 M18 3x4 M-3x8211430 M-5x8(S) M-5x8(S) , ), y ), y 1- ), 1y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-04-03 1-08 44-00 1, 1, 1.08 �0 PROs JOB NAME: POLYGON PLAN 5-D NH - CH4 ,,� 9 Scale: 0.1623 {� ? s/j',1 WARNINGS: GENERAL NOTES,unless otherwise noted: Gali/5//sE CH4 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is far an Individual e . a 0 1DC. t� Truss: CH4 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 stebiRty during construction .2Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/5/2014 the overall structure Is the res onsibiG of the buildingdesigner. continuous sheathing such as plywoodsheathing(TC)requiredereshown and/or drywell(6C). ` P ty 9 3.2x Impact bridging or lateral bracing where sh ++ -0 it � OREGON ((t 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. SEQ. : 6 051316 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, i(,. D\1X A. TRANS I D: 407540 design loads be appRed to any component. 8.Design assumes fulland are for"dry dbeerin ition" f atall supports ' AI 5.CompuTrus has no control over and assumes no responsibility for the 9 9 shown.Shim or wedge if Q't%' /4 P�' fabrication,handling,shipment end installation of components. necessary. provided. y � 6.This design Is furnished subject to the(irritation set forth by 8.Plate7. sshallbe locateddassumes uoneboth facese of truss,and placed so their center lines coincide vrith IIIIII VIII VIII VIII VIII VIII VIII(III(IIIMITTpIANTCA in BCSI,copies of e USA,lnC./COinpuT s which Software 7.6.6(1 L)E request. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITepa int center lines. 9.Digits Indicate size of plate in Inches. EXPIRES:12/31/2015 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 #18,BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-71) 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -116/ 306V -15/ 61H 5.50" 0.49 KDDF ( 625) 1'- 1.3" -58/ 129V 0/ OH 1.50' 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001' @ 0'- 8.7' Allowed = 0.059" 1-02 MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.7" Allowed = 0.089" MAX BC PANEL LL DEFL = 0.006' @ 2'- 8.6" Allowed = 0.254' T T MAX BC PANEL TL DEFL = -0.019' @ 3'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.3' MAX HORIZ. TL DEFL = 0.000' @ 1'- 1.3" 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=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, co Truss designed for wind loads 10.00 V in the plane of the truss only. t' v 0 co - ,_/- 1 M-3x4 J, y 1-00 (PROVIDE FULL BEARING:Jts:2.3,41 6-00 �p PRQFe JOB NAME: POLYGON PLAN 5-D NH - CJ1 Scale: 0.6954 '* WARNINGS: GENERAL NOTES,unless otherwise noted: Q' ! 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) 72 2-4=(0) BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-60) 58 ( ) 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 303V -27/ 91H 5.50" 0.49 KDDF ( 625) 2'- 3.6' -124/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.] 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' 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" T T MAX TC PANEL LL DEFL = -0.004' @ 1'- 5.5" Allowed = 0.165" MAX TC PANEL TL DEFL = -0,007' @ 1'- 3.6" Allowed = 0.247" 12 MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6' Allowed = 0.254" 10.00 V MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8' Allowed = 0.339' MAX HORIZ. LL DEFL = 0.000" @ 2'- 3.6' MAX HORIZ. TL DEFL = 0.000" @ 2'- 3.6" -> 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. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v load duration factor=1.6, o Truss designed for wind loads a in the plane of the truss only. co/- v o/- 0.....-- ��4 M-3x4 1-00 'PROVIDE FULL BEARING;Jts:2,3,4] 6-00 JOB NAME: POLYGON PLAN 5-D NH - CJ2 ;' ` I0 NEli, 4 Scale: 0.6704 �`�/5/1 01 WARNINGS: GENERAL NOTES,unless otherwise noted: 7` 17 CJ2 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 7920 g2/_•PE r Truss: CJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper ..0" 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 stabipty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by t/.1 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(1C)and/or drywall(BC). �`- - DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q SEQ 4.No load should be appped to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. " , 4„OREGON �(/ S E Q. : 6051318 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, "%d 2 �� ".„ design loads be applied to any component. end are/or"dry condition"of use. / -7�r Q A TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at at supports shown.Shim or wedge if Q 1 4 �0, fabrication,handling,shipment and installation of components. necessary.s �IR t L 7.Design assumes adequate drainage is provided. t 4. 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 VIII II II VIII VIII VIII VIII VIII IIII IIIITPIAMrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(-49) 63 3-5=( 0) 76 BC: 2x4 KDDF 1/1&BTA SPACED 24.0" O.C. =(-118) 14 5.6=(-30) 95 3-6=(-99) 31 WEBS: 2x4 KDDF STAND; 2.3 2x4 DF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -44/ 292V -271 91H 5.50" 0.47 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 2'- 3.6" -125/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) 6'- 0.0" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ;COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing. M,M2OHS,M18HS,M16 = MiTek MT series ) BOTTOM CHORD CHECKED FOR IOPSF 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" f 2-04-06 f MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 2'- 5.5" Allowed = 0.159" MAX TC PANEL LL DEFL = 0.003" @ 0'- 11.5" Allowed = 0.081" 12 MAX BC PANEL TL DEFL = -0.003" @ 1'- 9.5" Allowed = 0.116" 10.00 V MAX BC PANEL TL DEFL = -0.006' @ 3'- 9.0" Allowed = 0.140" MAX HORIZ. LL DEFL = 0.001' @ 5'- 3.3" -/ MAX HORIZ. TL DEFL = 0.001" @ 5'- 3.3" M-3x4 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. (� Design conforms to main windforce-resisting 0111106.1111H11111111111111 o system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 3x5 Tload duration factor=l.6, � "' Truss designed for wind loads M �', t� in the plane of the truss only. �� Pv-5 6 ► a ,�� M 1.5x3 c0 M-5x6 ..2X WEDGE W/(2) M-2.5X4 TYP. - 2.75 12 I I / I 2-05-08 2-09-13 0-08-11 1, ,1 ,1 I 1-00 2-05-08 6-00 3-06-08 [PROVIDE FULL BEARING;Jts:2,4,61 �� t,0 PR OPE, JOB NAME : POLYGON PLAN 5-D NH - CJ2C Scale: 0.5669 �r� 715//7" `"I- WARNINGS: GENERAL NOTES,unless otherwise noted: _4 ' !9 •PE c' 1. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: CJ 2C and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibilty of the building designer. / 3.Additional temporary bracing to insure stabil duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at ` W rystability 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,r 440"1'+Amsi, DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �'" DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON b w/ CC 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. SEQ. : 6051319 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, design loads be applied to any component and are for"dry condition"of ose. -IP,�0 14 �� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Designneassumes full bearing at all supports shown.Shim or wedge if ` O fabrication,handling,shipment and installation of components. ry. RIO- 6. I- 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 I,copies of whch will be lines coinde with joint center Ines. IIIIII VIII 0111 VIII 11111 VIII 1111 IIII IIII I/WTCA In MTTpe USA,lnCJCompuT S'Software furnished6.6(1 L)-Z request. 10.9.For balsic cot connector oplplate te design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 VIII[VIIIA 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) 72 2.4=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2.3=(-82) 76 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" -29/ 335V -40/ 122H 5.50" 0.54 KDDF ( 625) Connector plate prefix designators: 3'- 6.1' -127/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) p LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 55V 0/ OH 5.50" 0.09 KDDF = orm uTrus, Inc ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 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.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003° @ -1'- 0.0' Allowed = 0.133" 3 06-13 MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.099' MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.132' T MAX TC PANEL LL DEFL = 0.017" @ 1'- 11.8' Allowed = 0.270" MAX BC PANEL TL DEFL = -0.032" @ 3'- 1.4' Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000' @ 3'- 6.1' 10.00 V -/ MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.1" NOTE:Design assumes moisture content does 0not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, oTruss designed for wind loads in the plane of the truss only. c; co vliji0 o� ►� 10--- -.4 -/ M-3x4 y y 1-00 [PROVIDE FULL BEARING:Jts:2,3,41 6-00 JOB NAME : POLYGON PLAN 5-D NH - CJ3 Scale: 0.5917 ��� ( � pN � ��SS A. I- WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual C .920 PE 1"' Truss: CJ3 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 responsidity 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. BY: LJ 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 drywall C). ` '.- DATE: 9/5/2014 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 an bracing and 4.Installation of truss is the responsibility of the respective contractor. 7, OREGON to SEQ. : 60513 20 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, .. ' 2 �♦% A TRANS I D: 407540 design loads be applied to any component. end are for"dry condition"of use. / 9 A 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes IuI bearing at all supports shown.Shim or wedge if �`- fabrication,handling,shipment and installation of components. necessary.Design ass A R 1 S ` `' 6.This design is furnished subject to the Irritations set forth T. latesshall b el adequatedon drainage i of provided. '�J 1".1. I IIIA II II VIII VIII VIII VIII VIII III[[III by 6.Plates be located both faces truss,and placed so their center TPINYfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Noes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E9.10. f ate In inches. Foribasio onnectots Incate sizerplate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 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&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(-52) 89 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=( 1742-3=1- 71) 21 34 5.7=(-69) 114 5-3=(•120) 761 WEBS: 2x4 KDDF STAND 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) 0'- 0.0" -41/ 343V -40/ 1228 5.50" 0.55 KDDF ( 625) OVERHANGS: 12.0" 0.0' LL = 25 PSF Ground Snow (Pg) 3'- 6.1" -100/ 69V 0/ OH 1.50' 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 92V 0/ OH 5.50' 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2; Design checked for nett-5 osfl uclift at 24 "oc soacing.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LLsL/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 TL CREEP DEFL = -0.005" @ 2'- 3.8" Allowed = 0.199" MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.099' MAX TC PANEL LL DEFL = 0.005" @ 1'- 1.1' Allowed = 0.159" MAX BC PANEL TL DEFL = -0.009" @ 3'- 7.4" Allowed = 0.186" 3-06-13MAX HORIZ. LL DEFL = -0.004' @ 5'- 7.5' 1' 1 MAX HORIZ. TL DEFL = 0.005" @ 5'- 7.5' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. -/ 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. M 4x6 (�) Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRSpir), nod duration factor=l.6, �10 Truss designed for wind loads in the plane of the truss only. cV A iiiiii..._ c., 1............,.._„_ m._ ,....7 Cr _., m o M-1.5x3 , �� 6 cr CD M-3x4M-3x4 M-3x4 y 1 /- 2-03-12 3-08-04 1' /, * 1' 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,4,7I ' 3 PRO Pe JOB NAME : POLYGON PLAN 5-D NH - CJ3C Scale: 0.4986 ��.`� (,IG5// /`1 WARNINGS: GENERAL NOTES,unless otherwise noted: 4' !(�fla ♦P E t'7" 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual Truss: CJ3C 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 D 3.Additional temporary bracing to Insure stability during construction 2.2'o.c. assumes the top end bottom chords to be laterally braced at . 4600.81P DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by + !. continuous sheathing such as plywood sheathing(TC)and/or drywallC). /(� ' DATE: 9/5/2014 the overall structure is the responsibility ot 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 end 4.Installation of truss Is the responsibitty of the respective contractor. SEQ. : 60513 21 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.4%4 14 ,V TRANS I D: 407540 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the necessary.and are for"dry condition"of use. 6 Design assumes full bearing at all supports shown.Shim or wedge If 4qe y�y i ' fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the Urn talions set forth by 8.Plates shall be located on both faces of truss,and placed so their center BCSI,copies of ch will be urnished upon r lines ncide with joint center lines. IN VIII VIII hill 11111 VIII'III'III M TTe SAi"IInc./CompuTrus'Software(+7.6.6(1 L)-Eequest. late in inches. O For basicicot ectoroplfate design values see ESR-131 1,ESR-1988(MiTek) 9. EXPIRE5:12131/2015 ( 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-109) 95 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 BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 369V -53/ 153H 5.50° 0.59 KDDF ( 625) 4'- 8.4' -118/ 148V 0/ OH 1.50" 0.24 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = ormpuTrusLL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) p , Inc M,M2OHS,M18HS,M16 = MiTek MT series 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.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" 4-09-03 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.052" T MAX TC PANEL LL DEFL = 0.054" @ 2'- 8.9' Allowed = 0.374" MAX TC PANEL TL DEFL = -0.052' @ 2'- 7.0' Allowed = 0.561' 12 MAX HORIZ. LL DEFL = -0.001' @ 4'- 8.4" MAX HOAR. TL DEFL = -0.001" @ 4'- 8.4' 10.00V 0 NOTE:Design assumes moisture content does not exceed 19`b 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,BCOL=6.0, ASCE 7-10, o^ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads v in the plane of the truss only. M r,_ 7 O O� ►� ►/4 - M-3x4 1- 1' 1, 1-00 6-00 (PROVIDE FULL BEARING;Jts:2.3,4) JOB NAME : POLYGON PLAN 5-D NH - CJ4 Scale: 0.5377 ,`�J� {��\�(3�r�Na �fipsx,. WARNINGS: GENERAL NOTES,unless otherwise noted: 44J� •+ f J/ // l- 1.Builder and erector,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 Q 6`PE 1"" Truss: CJ4 and Warnings before construction commences, building component.Applicability of design parameters end proper /'/��r 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. J/" DES. BY• LJ 3.Additional temporary bracing to insure stabiity dudng construction 2 Design assumes the top and bottom chorda to be laterally braced et �,w�. Is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'o.c.respectively unless braced throughout their length)y J `�40 DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. sheathing such as plywood required sheathing(TC)and/or drywall(BC. P tY 9 3.2x Impact bridging or lateral bracing where shown++ d 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. : 6051322 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, C . �a, Ot. TRANS I D: 407540 design loads be applied to any component. 6. a $$�mey condition" of at e.6U //� 5.CompuTrus hes no control over and assumes no responsibility for theDesigngsupports shown.Shim or wedge if © 1 4 - y, fabrication,handling,shipment and installation of components. necessary. A..s' R I�t O. 6.This design is furnished subject to the endlations set forth 7.Design assumes adequate drainage is provided. 'Y/ 1. V I(IIIA VIII VIII VIII VIII VIII VIII(III(IIIby 8.Plates shell be located on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. fines coincide with joint center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E9 0. plateFor ibasic ts iconnectocate size rtesign vallate in ues 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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=( -93) 129 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-214) 36 5.7=(-122) 165 5-3=( 0) 51 3.4=( -59) 46 3-7=(-184) 135 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ"IN. (SPECIES) 0'- 0.0° -30/ 375V -53/ 153H 5.50" 0.60 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 4'- 8.5' -85/ 87V 0/ OH 1.50' 0.14 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" -1/ 115V 0/ OH 5.50" 0.18 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc ssacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133' MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.209" MAX TL CREEP DEFL = -0.007' @ 2'- 3.8" Allowed = 0.279° MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.039' MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.051" 4-09-04 T MAX HORIZ. LL DEFL = -0.007' @ 5'- 7.5" MAX HORIZ. TL DEFL = 0.007" @ 5'- 7.5" NOTE:Design assumes moisture content does 011°111#11111 12 not exceed 19% at time of manufacture. 10.00 V �� 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), M-4x6 sad duration factor=l.6, Truss designed for wind loads in the plane of the truss only. �� M r P') INco v PAIMIIII M-3x4 o M-1.5x3 .- 6a M-3x4 M-3x4 y y 1, 2-03-12 3-08-04 J, y ), ,L 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2.4.71 ,ito P R QF.ess JOB NAME: POLYGON PLAN 5-D NH - CJ4C Scale: 0.4610 X1511 '' ``, WARNINGS: GENERAL NOTES,unless otherwise noted: G)ti' '92 IP S' CJ4C 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: CJ 4C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2104 compression web bracing must be installed where shown+. Incorporation of component is the responsibMty of the building designer. 3.Additional temporarybracing to insure stabilty during construction 2.Design assumes the top end bottom chords to be laterally braced at 2'o.c.and at 10'o.0.respectively unless braced throughout their le th by �/'r�ar,> DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywalllC). DATE: 9/5/2014 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. d SEQ. : 6051323 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, 37 A..� 14 ��N. Q'� design loads be applied to any component and are for"dry condition"of use. 6.Design assumes full beating at all supports shown.Shim or wedge if ['+. t TRANS ID: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. � �� 1 fabrication,handling,shipment and installation of components. 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 IIIIIIIIIIIIIIIIIIII111111111111IIIIIIIIIIIIIwill be furnished upon MTe SA,Inc./CompuTusich Software+7.6.6(1 L)-Egsest le with joint center Ines. inessize ESR-1988(Weir) EXPIRES:12/31/2015 1 1111IIIIIII 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 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=( 137)11115 2-4=(0) 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 BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) Connector plate prefix designators: 5'- 9.2' 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF = ormpuTrus, Inc ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-10 MAX TC PANEL LL DEFL = 0.160' @ 3'- 7.2' Allowed = 0.478' MAX TC PANEL TL DEFL = -0.144' @ 3'- 4.8' Allowed = 0,718" MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9' ) NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 4 0 u; m vNIFAIMMIMIIMMIIMMIM o/- -/ M-3x4 y y y 1-00 6-00 (PROVIDE FULL BEARING;Uts:2.4,3) JOB NAME : POLYGON PLAN 5-D NH - CJ5 scale: 0 482t `�� � D RN QF�r6s�� WARNINGS: GENERAL NOTES,unless otherwise noted: ,,,, 715/ I -v-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. . f t E r Truss: CJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 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 1 o " continuous sheathing such as plywood ing(TC)and/or drywall(BC). ..+"" ` '•" DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 60513244.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, "7 Nb A. TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. / 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if d Y 14 ZS)��`E" fabrication,handling,shipment end installation of components. necessary. 4'%'14811,X•Fl(1..1. y 7.Design assumes adequate drainage is provided. '✓ 111111111111111110111111111111111 IIIII II II VIII VIII VIII VIII VIII IIII IIII 6 This design Is furnished subject to the tMtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In BCSI,copies of which will be furnished upon request. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center lines. 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 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 111&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-8=(-150) 175 6.5=( 0) 18 BC: 2x4 KDDF Al&BTR SPACED 24.0" O.C. 2-3=2-3=( 257) 66 55 5.7=(-195) 224 5-3 5-3=(-240) 2511 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0' -34/ 398V -66/ 185H 5.50' 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 7.5" -21/ 142V 0/ OH 5.50' 0.23 KDDF ( 625) Connector plate prefix designators: 5'- 11.6" -69/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 soft uplift at 24 'oc spacing. I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.009' @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.010' @ 5'- 7.5" MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5' 5 11 10 ,� I NOTE:Design assumes moisture content does -i not exceed 1906 at time of manufacture. Design conforms to main windforce-resisting /0.00 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, 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. 4 cov�o� y y y 2-03-12 3-08-04 J- I. y y 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2.7.41 �v,.0 PROpe JOB NAME : POLYGON PLAN 5-D NH - CJ5C Scale: 0.4046 �� WARNINGS: GENERAL NOTES,unless otherwise noted: 41C' f 9 t F E C 44 11 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 and Warnings before construction commences. building component.Applicability of design parameters and proper ,r Truss: CJ 5CIncorporation of component is the responsibiity of the building designer. 2.204 compression web bracing must be installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at / 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .,4wmn•- DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q E�aN a (C 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ,. SEQ. : 6051325 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A, '2.q 14 2Q'\ design loads be applied to any component. Des gne for"dry condition"of use. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6 Design assumes full bearing et all supports shown.Shim or wedge if bp fabrication,handling,shipment and Installation of components. 7.Design necessary.assumes adequate drainage Is provided. R n 11..8,- 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center c IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMITe USA,lnC.6/CompuTfus iSoftlwareINVTCA in BCI,copies of whch wil be a+7 6.6 (1 E request.nished upon rsiccde with joint center Ines. 0Findicate size of�obsecorplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11E 1111101 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-217) 192 TC LATERAL SUPPORT <= 12"OC. UON. 3.4=(-115) 66 LONDIOG 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 BAG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -24/ 377V -79/ 216H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18onnect (or no prefix) LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625) = CompuTrus, Inc 5'- 11.2" -242/ 398V 0/ OH 1.50" 0.51 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.0' -108/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacino.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.074' @ 2'- 9.2' Allowed = 0.481" 01.-- MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.9' Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003' @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003' @ 5'- 11.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v load duration factor=1.6, oTruss designed for wind loads in the plane of the truss only. co vo�o --/ 1-00 6-00 1-02 (PROVIDE FULL BEARING:Jts;2,5.3,4) JOB NAME : POLYGON PLAN 5-D NH - CJ6 ,‹,c, PRO -e, Scale: 0.4578 \�7(T�/�(/yN /0 WARNINGS: GENERAL NOTES,unless otherwise noted: / tnN�� T.-- Truss: yy �+ 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 P E { Truss: CJ 6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. >/'' DES. BY LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ' ' continuous sheathing such as plywooding(TC)and/or drywall C. DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral braving requiredaired where shown++ ) 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 Ai SEQ. : 6051326 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 .4 2.° ‘).4 TRANS I D: 407540 design loads hass applied to avy ec and as6.Design assumes and are for"dry condition- teadngf at all supports shown.Shim or wedge It /� 1 4 ��'E 5.CompuTrus no control over and assumes no responsibility for theF- fabrication,handling,shipment and Installation of components. necessary. gyp` �n �` 6.This design is famished subject to the limitations set forth 7.Designlatesassumes adequateatedon oc drainage i ogrossed. ,% fl Y IIIIII II II IIIA VIII VIII VIII VIII(III Im1I by 8.Plates shall be located both faces of truss,and placed so their center TPINYTCA in SCSI,copies of which will be furnished upon request. Tines coincide with joint center Anes. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.For ib sits c connector cate size oplf ate design valueslate in see ESR-1311,ESR-1988(MiTeq EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.1" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.7=(-114) 160 7-6=( 0) 18 BC: 2x4 KDOF M1&8TR SPACED 24.0" O.C. 2-3=(-236) 46 6.8=(-149) 206 6.3=( 0) 51 3-4=(-165) 126 3.8=(-229) 165 WEBS: 2x4 KDDF STAND LOADING 4.5=( -62) 26 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 BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 12.0" 0.0' LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -29/ 387V -80/ 217H 5.50" 0.62 KDDF ( 625) Connector plate prefix designators: 5'- 7.5" -16/ 131V 0/ OH 5.50' 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -147/ 230V 0/ OH 1.50' 0.29 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 2.1' -18/ 11V 0/ OH 1.50' 0.02 KODF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP IGO&D 2 Design checked for net(-5 osfl uuplift 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 = 0.006" @ 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.008' @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.008" @ 5'- 7.5" 7 02-01 f MAX HORIZ. TL DEFL = 0.009' @ 5'- 7.5' " NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. i Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (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. 12 M-4x6 10.00 V ,- M-3x4API*111111 y o v �_���=m M 3x4 M•1.5x3 -/c', �� N 7 O O M-3x4 ), y 2-03-12 3-08-04 1, )' ), y 1-00 y 2-05-08 4 08 09 y y 6-00 1-02-01 • (PROVIDE FULL BEARING;Jts:2.8.4,5( v1/40P R Ope JOB NAME : POLYGON PLAN 5-D NH - CJ6C Scale: 0.3413 451 t' /5//r WARNINGS: GENERAL NOTES,unless otherwise noted: !9G �[-C 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 I3.ri Truss" CJ 6C and Warnings before construction commences. building component.Applicability of design parameters and proper e ' 2.2x4 compression web bracing must be installed where shown+• Incorporation of component is the responsibiity of the building designer. 3.Additional temporary bracing to insure stabiity 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 braced throughout their le th by SIV.- DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalIIC). "`titI(' DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON A.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_ SEQ. : 60513275.Desi n assumes trusses areto be used In a non-corrosive environment, i. '`,.tj� 4 2P 1,1:,:k- 1�k fasteners are complete and at no time should any loads greater than 9 design loads be applied to any component. end are for"dry cbut bearing of use. 6 Design assumes fug bearing at all supports shown.Shim or wedge if TRANS I D: 407540 5.CompuT us hes no control over and assumes no responsibility ompo for the necessary. M' R R . fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage Is provided. 6.This design is furnished subject to the Imitations set forth by a.Plates shell be located on both faces of truss,and placed so their center I,copies of wh ch will be furnished upon r lines IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMTe USA,lncI/WTCA in ./CompuTfus(Software+7.6.6(1 L)-Eequest. f late in inches. Qde with joint center Ines. For bas coon ectoroplate design values see ESR-1311,ESR-1988(MiTek) 9. date size EXPIRES:12/31/2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 072 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-266) 237 2.5=(0) 0 3.4=( -90) 38 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 SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -24/ 378V -93/ 249H 5.50" 0.61 KDDF ( 625) C,CN,C18,CN18 or no prefixLL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 69V 0/ OH 5.50' 0.11 KDDF 625 ( p ) = CompuTrus, Inc 5'- 11.2' -226/ 355V 0/ OH 1.50" 0.45 HOOF ( 625) M,M2OHS,M18HS,M18 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.4' -14/ 22V 0/ OH 1.50' 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'cc 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 = 0.118' @ 2'- 11.7' Allowed = 0.481' /-3X4 MAX TC PANEL TL DEFL = 0.104' @ 2'- 11.7" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 8'- 3.7" MAX HORIZ. TL DEFL = -0.003' @ 8'- 3.7' 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=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, v Truss designed for wind loads o in the plane of the truss only. n mvo/- cs y ), i' J' 1-00 6-00 2-04-07 (PROVIDE FULL BEARING:Jts:2,5,3,41 JOB NAME : POLYGON PLAN 5-D NH - CJ7 Scale: 0.4129 ..'�`` t�INE���,,/� WARNINGS: GENERAL NOTES,unless otherwise noted: C.44 t f�/�f 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 14t' 7.9 P E i` Truss: CJ7 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: LJ 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 } � P 40 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywag C. r"' ' DATE: 9/5/2014 P h g g 3.2x Impact bridging or lateral bracing required where shown++ ) w 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "q OREGON i0 SEQ. : 6051328 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-OREGON b design loads be applied to any component. end are for"dry condition"of use. / 4 TRANS I D: 407540 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 'O 14 2- �'E fabrication,handling,shipment and installation of components. 2- necessary. A F O`i 7.n Design assumes adequate drainage Is provided.. .4 b 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 ch lin s co ncide int IIIIII II II VIII VIII VIII VIII VIII(III(IIIMTe SA nInciCompuT us I,copies of (Soft(Ware 7.6.6(1 L)E l be furnished upon request. 10 For basiic co nectorwith joplate design values see ESR-1311,ESR-1988(MITek) center Ines. 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1,1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.7=(-115) 164 7-6=( 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-235) 82 6-8=(-149) 211 6.3=( 0) 51 3.4=(.216) 173 3.8=(-234) 166 WEBS: 2x4 KDDF STAND LOADING 4-5=( -68) 31 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 SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -29/ 386V -93/ 249H 5.50" 0.62 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 7.5' -19/ 131V 0/ OH 5.50' 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -158/ 243V 0/ OH 1.50" 0.31 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8'- 4.4" -34/ 53V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND, 2: Design checked for net(-5 psi) uplift at 24 "tic 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 = 0.006' @ 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.008' @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.008" @ 5'- 7.5" 8-04-07 MAX HORIZ. TL DEFL = 0.009' @ 5'- 7.5" T NOTE:Design assumes moisture content does -/ not exceed 19% at time of manufacture. 11 ,, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), load duration factor=1.8, 10.00 V Truss designed for wind loads ,,i� in the plane of the truss only. oi M-4x6 A co II - 4 � - U) 8 . . - 7 M-3x, 0 M-1.5x3 M-3x4 M-3x4 y y y 2-03-12 3-08-04 I I I I 1-001 2-05-08 2-05-08 5-10-1 y 6-00 2-04-07 )PROVIDE FULL BEARING;Jts:2,8.4,5) 1,,,0 PROpz s JOB NAME : POLYGON PLAN 5-D NH - CJ7C Scale: • 0,3027 ``'� ti i" �0 �� `MI5/l ' *- WARNINGS: GENERAL NOTES,unless otherwise noted: ',' . ®P r t`- CJ7C 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 Tr ii S S CJ 7C and Warnings before construction commences. building component.Applicability of design parameters and proper incorporation of component is the responsibity of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at ,! 3.Additional temporary bracing to insure stability during construction Additional permanent bracing of DES. BY: LJ is the responsibility of the a acto2'o.c.and al 10'o.c.respectively unless braced throughout their length by r. continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). DATE: 9/5/2014 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 appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6051329 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �L*h i j 4 tN i_ design loads be applied to any component. and are assumedry condition"g use. 6 Q,T' A. 6.Design assumes NII bearing at all supports shown.Shim or wedge it TRANS I D: 407540 5.CompuTrus hes no control over and assumes no responsibility for the necessary. ilie 1 y i k„ fabrication,handling,shipment and installation of components. 7.Design F?H 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 Iillll VIII VIII VIII VIII VIII VIII IIII IIII swhich upon request MTe USA,Inc./CompuTrus Software+7,6.6(1 E )orbsconwith joint center lines. UFcoincide of plate n connector plate design values see ESR-1311,ESR-1988(Web) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 72 2.5= BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-319 26 (0) 0 3-4=(-102) 45 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. 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 BAG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 376V -107/ 284H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -250/ 379V 0/ OH 1.50" 0.48 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 6.9" -53/ 77V 0/ OH 1.50' 0.12 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 spacina.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX IC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" /11-3x4 ( MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722' iMAX HORIZ. LL DEFL = -0.004" @ 9'- 6.1" MAX HORIZ. TL DEFL = -0.004" @ 9'- 6.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windfarce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, oTruss designed for wind loads vin the plane of the truss only. 0co cc,r/- v0 J, ), 1, y 1-00 6-00 3-06-14 'PROVIDE FULL BEARING;Jts:2,5,3,4J JOB NAME : POLYGON PLAN 5-D NH - CJ8 ,,,, PR alis/ Scale: 0.3715 . 1/5/11'Y p WARNINGS: GENERAL NOTES,unless otherwise noted: . 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 4` +92+*PL y„ Truss: CJ8 and Warnings before construction commences, building component.Applicability of design parameters and proper f/y 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 8. DES. BY: LJ 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 lrr #/ar.^ DATE: 9/5/2014 responsibility g continuous sheathing such as plywood required where shown and/or drywall(BC). a' the overall structure Is the rea nsibili of the buildingdesigner. 3.2x Impact bridging or lateral bracing where shown++ 4SEQ. : 6051330 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,A`OREGON 40 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ,G -"7 N� TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. / '�}� 2� ...k...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,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. iii "pR I♦O.. 6.This design Is furnished subject to the tirritatlons set forth by 6.Plates shall be located on both faces of truss,and placed so their center I VIII VIII VIII VIII VIII VIII'III'III'IIITPI1WTCA In BCSI,copies of which will be furnished upon request, lines cdndde with Joint center Uses 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 1E 1111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-374) 304 3-4=(-142) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -56) 0 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 OVERHANGS: 12.0" 9.2' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -117/ 331H 5.50' 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -258/ 391V 0/ OH 1.50" 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0' -129/ 191V 0/ OH 1.50" 0.24 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 osfl 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 = -0.001" @ 10'- 9.2' Allowed = 0.077" MAX TL CREEP DEFL = -0.001' @ 10'- 9.2" Allowed = 0.103' MAX TC PANEL LL DEFL = 0.064' @ 3'- 4.9' Allowed = 0.481" ;l MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4' Allowed = 0.722" MAX HORIZ. LL DEFL = -0.006' @ 9'- 11.2' MAX HORIZ. TL DEFL = -0.006" @ 9'- 11.2' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v load duration factor=1.6, o Truss designed for wind loads do in the plane of the truss only. co o� rig o M-3x4 , y ,1 J, 1-00 6-00 4-09-04 'PROVIDE FULL BEARING;Jts:2,6,3.4I ..„,00 PRO, JOB NAME : POLYGON PLAN 5-D NH - CJ9 Scale: 0,3424 ``; i" /d WARNINGS: GENERAL NOTES,unless otherwise noted: + 5/1 4- CC -17 1.Builder end erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual 9 *PE { �+ and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CJ 9 Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.end et 10'o.c.respectively unless braced throughout their le th by !e 0 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal�C). ' f SO tr DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ UREGON �( SEQ. : 6051331 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4 design loads be applied to any component. end are for"dry condition"of use. TRANS I D: 407540 5.CompuTrus hes no control over and assumes no responsibility for the 6'Design assumes full bearing at all supports shown.Shim or wedge If `/��9 14 . �P fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided.RL�Y 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 11110111111111111 VTPIANTCA in BCSI,copies of which will be furnished upon request. git 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(Weir) EXPO RES:12/31/2015 ) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-411) 381 TC LATERAL SUPPORT <= 12"OC. UON. 3-4=(-192) 140 LOADING 4.5=( -55) 29 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 OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: C,CN,CI8,CN18 or no prefixLL = 25 PSF Ground Snow (Pg) 0'- 0.0' -23/ 376V -134/ 356H 5.50" 0.60 KDDF ( 625) ( p ) = CompuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -261/ 380V 0/ OH 1.50" 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -137/ 194V 0/ OH 1.50' 0.25 KDDF ( 625) 11'- 11.7' -30/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 = 0.067' @ 3'- 4.9' Allowed = 0.481" MAX TC PANEL TL DEFL = -0.075' @ 3'- 2.4" Allowed = 0.722' MAX HORIZ. LL DEFL = -0.007" @ 11'- 10.9" ii MAX HORIZ. TL DEFL = -0.007" @ 11'- 10.9" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. M_ immiimmimmimim -- M-3x4 ), ), ), y 1-00 6-00 5-11-11 (PROVIDE FULL BEARING;Jts:2,6,3,4,5) JOB NAME : POLYGON PLAN 5-D NH - CJ10 Scale: 0.3221 r.A�� ()7/5/P0, N y�p�`:6, WARNINGS: GENERAL NOTES,unless otherwise noted: 4../co ! f -q 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 ';92114PE 1-- Truss: CJ 10 and Warnings before construction commences. building component.Applicability of design parameters and proper . ' 2.2.4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibihty 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: LJ is the responsibility of the erector.Additional permanent bracing of continuous ats10'of c such asvely unless braced throughout their length)y 4/rr�° DATE: 9/5/2014 the overall structure Is the responsibility of the buildingdesigner. rhoracingoe cured when 6s shown+drywell((BC. Po ty g 3.2x Impact bridging or lateral bracing required where ++ f r^. SEQ. : 60513324.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 {.QR EGON ((j loadsfasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 1/ �j 2p�(%�` design loads be applied to any component.. and are for"dry condition"of use. TRANS I D: 407540 5.Con roTrus has no control over end assumes no responsibility for the 6.Design assumes full beadng at ell supports shown.Shim or wedge If Q 1 4 Q, fabrication,handling,shipment and Installation of components. 7.Design as. provided.s A.. F?1 I 6.This design is furnished subject to the Imitations set forth by B.Plates sahl be locateumes d uonebotdrainage faces)of truss,and placed so their center '+'/ b ch will be furished IIIIII IIII VIII VIII VIII VIII VIII IIII IIIIMTe IANTCA SA�nInc/COmpuTruS BC61,copies of iSoftware 7^6.6(1 L En request. 10.For basic on ectoroplate design values see ESR-1311,ESR-1986(MiTek) 9.Digits indicate size of plate In inches. EXPIRES:12/31/2015 1E 1111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 1.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-454) 427 3.4=(-246) 188 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -77) 55 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 OVERHANGS: 12.0° 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 377V -148/ 392H 5.50' 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -262/ 373V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -169/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) 13'- 1.6' -60/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.068" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.077' @ 3'- 2.4' Allowed = 0.722" MAX HORIZ. LL DEFL = -0.008' @ 13'- 0.9" MAX HORIZ. TL DEFL = -0.008' @ 13'- 0.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. , Design conforms to main windfarce-resisting 12 system and components and cladding criteria. 10.00 V Wind: 140 mph, h=24.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), wcp load duration factor=1.6, 4Truss designed for wind loads o in the plane of the truss only. 0 r M Ort - O ,. 6._� o M-3x4 1-00 6-00 7-01-10 1PROVIDE FULL BEARING:Jts:2,6,3,4,51 00PR4 ��� JOB NAME : POLYGON PLAN 5-D NH - CJ11 Scale: 0.2976 5< o WARNINGS: GENERAL NOTES,unless otherwise noted .�r2*.PE 2.2x4 compression web bracing must be installed where shown+, 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: CJ 11 and Warnings before construction commences. building component.Applicability of design parameters and proper / incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability doing construction 2.Design assumes the top and bottom chords to be laterally braced at �f DES. BY• LJ ry 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by `� .. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /�" CC DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGONto, r,/ 4.No load should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. -.7...` SEQ. : 6051333 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are tis be used in a non-corrosive environment, L,a 1 4 O� design loads be applied to any component. end are for"dry condition"g e. 6.Design assumes toll bearing et ell supports shown.Shim or wedge If L { TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. 4..:011-M.,.‘, 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 B.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111101111111111111 IUSA, / which will be request rcoinc size de with joint center Ines. MTeInc Inc./CompuTrus Software 76.6(1L)E OFof connector plate design values see ESR-1311,ESR-1988(MITelq EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4 KDOF #1&BTR SPACED 24.0" O.C. 2.3=(-336) 304 IC LATERAL SUPPORT <= 12'OC. UON. LOADING 3.4=(•109) 56 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 BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -22/ 375V -111/ 296H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 5'- 11.2" -261/ 392V 0/ OH 1.50' 0.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.8" -64/ 93V 0/ OH 1.50" 0.15 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 p6f) 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 = 0.064" @ 3'- 4.9" Allowed = 0.481" it MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4' Allowed = 0.722" MAX HORIZ. LL DEFL = -0.005" @ 9'- 11.0" MAX HORIZ. TL DEFL = -0.005" @ 9'- 11.0" NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 V system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), yi O load duration factor=1.6, Truss designed for wind loads ao in the plane of the truss only. O ro M r/- V' ifriAMMINEIMINIIMMEMINIMMIN O� o r 61,-..44 M-3x4 k 1, y y 1-00 6-00 3-11-12 'PROVIDE FULL BEARING;Jts:2,5,3,41 c pR 0 JOB NAME : POLYGON PLAN 5-D NH - CJ12 Scale: 0.3645 �cJ<� ,\GIN��p°</° WARNINGS: GENERAL NOTES,unless otherwise noted: t� � ✓/ t.! -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 0 $f]pE t"` Truss: CJ 12 and Warnings before construction commences. building component.Applicability of design parameters and proper / /J2// 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsidpty 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: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such a respectively unless braced throughout their length)y " continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. ' DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! 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. ! 'OREGON 4," SEQ. : 6051334 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,,. V \tA A. TRANS I D: 407540 design loads be applied to any component. 6.and Design seumes lujldbea�iof fat e. 5.CompuTrus has no control over and assumes no responsibility for the 9 9 supports shown.Shim or wedge If 14 '2•°`�1.� fabrication,handling,shipment and installation of components. necessary. e1-. Ft R I s f' 6.This design is furnished subject to the!irritations set forth 7.Designlatesassumes adequatedon drainage is provided.,and 'V/ RIO - 6.VIII 0111 VIII VIII VIII VIII 1111 1III by 8.Plates shall be located both faces of truss, placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center pose. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E f plate In inches. 10.FF9. orits incate size basio onnecorplate design values see ESR-1311,ESR-1988(MiTep EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2.3=(-249) 222 3.4=( -91) 37 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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 -88/ 238H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -223/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.6' -14/ 3V 0/ OH 1.50" 0.01 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 1OPSF 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 = 0.095' @ 2'- 11.8" Allowed = 0.481" 0 MAX TC PANEL TL DEFL = -0.077' @ 3'- 2.4' Allowed = 0.722' MAX HORIZ. LL DEFL = -0.003' @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting Ifr system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co0 load duration factor=1.6, Truss designed for wind loads o 0 in the plane of the truss only. r:- Co co v o/- ► 5► o M-3x4 ) ), 1, y 1-00 6-00 1-11-10 'PROVIDE FULL BEARING:Jts:2,5.3,41 �`� �0 PRox��s JOB NAME : POLYGON PLAN 5-D NH - CJ13 Scale: 0.4253 `�15�1 i � WARNINGS: GENERAL NOTES,unless otherwise noted: ± ,,- PE c' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: CJ13 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. l 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 braced throughout their lenggth by / `fie - DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ QR ECiUN �(U 4.No load should be applied to any component until after at bracing and 4.Installation of truss la the responsibility of the respective contractor. '74. A 1' '4 l' SEQ. : 6051335 fasteners are complete and at no time should any bads greater than 5.?zitassumes trusses are to be used Inc non-corrosive environment, F2 design loads be applied to any component. for"dry conditlon"of use �`1. 6 Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. jt RIO- 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 ch will be furnished upon I IIIIII VIII VIII VIII VIII VIII VIII'III'III Mire USA,lncI/WTCA in ./CompuT us I,copies of lSoftware 7.6.6(1 L)-E request. 10.lines basic coonnectoroplplate 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 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF H1$BTR LOAD DURATION INCREASE = 1.15 1.2=1 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-137) 115 IC 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 OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 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 psfl uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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" 5-11-10 MAX TC PANEL LL DEFL = 0.160" @ 3'- 7.2" Allowed = 0.478" T MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8" Allowed = 0.718" • -/ MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9' I 12 1) NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, co Truss designed for wind loads o in the plane of the truss only. Cr 0 co 7/- -4- NM /- v o/- C q 0.--aa M-3x4 i, y y 1-00 6-00 !PROVIDE FULL BEARING:Jts:2,4,31 0 JOB NAME : POLYGON PLAN 5-D NH - CJ 14 scale: 0.4621 ,J<� pNE. Q0-n WARNINGS: GENERAL NOTES,unless otherwise noted: n... + f I I IP 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ` `� .PE { Truss: CJ 14 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. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom ss braced to be laterally braced et Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,�� " continuous sheathing such as plywood sheathing(TC)and/or drywall C. ', DATE: 9/5/2014 the overall structure is the responsibiity 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. 'rJLOREG`O O 5.CompuTrus hes no can \ A. �V40 SEQ. : 6051336 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, 4), TRANS I D: 407540 design loads be applied to any component, and are for"dry condition"of use.control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /4 fabrication,handling,shipment and installation of components. necessary. �{� 6.This design is furnished subject to the imitations set forth 8.Design assumes adequate onne both drainage i ofprovided. 'Cf 1-f't �„ I IIII VIII VIII VIII VIII VIII VIII IIII IIII by 8.Plates shall be located both faces truss,and placed so their center r l!Y b TPIMfrCA in BCSI,copies of which will be furnished upon request. g.lines coincide with joint center lines.MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For ibasic connector plate plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111E11 This deFIC LUMsign BER pre-Bpared from computer input by C LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF til&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF q1&BTR SPACED 24.0' O.C. 2.3=(-133) 112 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 42.0LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -32/ 398V -64/ 180H 5.50' 0.64 KDDF ( 625) PSF 5'- 9.0' -108/ 165V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 75V 0/ OH 5.50° 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 of) uplift at 24 'oc spacing.' REGUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.141" @ 3'- 6.1" Allowed = 0.465' 5-09-12 MAX TC PANEL TL DEFL = -0.129' @ 3'- 3.8' Allowed = 0.697' T T MAX HORIZ. LL DEFL = -0.002' @ 5'- 9.0" -/ MAX HORIZ. TL DEFL = -0.002° @ 5'- 9.0' NOTE:Design assumes moisture content does ° not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in in the plane of the truss only. N LL7 C") 4 M-3x4 y y y 1-00 6-00 (PROVIDE FULL BEARING:Jts:2,4,3I -V,,.,O PR OPE. JOB NAME: POLYGON PLAN 5-D NH - CJ15 Scale: 0.4840 `* /511 °�. WARNINGS: GENERAL NOTES,unless otherwise noted: ��•OPE L.. 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 Truss: CJ15 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 bradng to insure stabilty during construction 2•Design assumes the top end bottom chorda to be laterally braced at �" ' po 2'o.c.and at 10'o.c.respectively unless braced throughout their lengQth by ,,,/triple, DES. BY: LJ is the responsibility of the erector Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON (r 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. i SE Q. : 6051337 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L TRANS I D: 407540 5.CompuTL . 0 1 a �(a� 1� design loads bs applied to any component. and are for"dry condition"of use. 8.Design assumes full bearing at all supports shown.Shim or wedge if rus has no condo)over and assumes no responsibility for the necessary. V L�^ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII n / which fnrequest. size MTe SAIncCompuTrus Software76.6(1L)E lide with joint center Ines. nes iscoaFobiplte 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 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-89) 81 72 2-4=(0) 0 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" -27/ 345V -44/ 1300 5.50' 0.55 KDDF ( 625) 3'- 10.2° -125/ 134V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 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.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' 3-10-15 MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.082" T f MAX TL CREEP DEFL = 0.000" @ 0'. 0.0" Allowed = 0.109" MAX TC PANEL LL DEFL = 0.024° @ 2'- 1.8' Allowed = 0.300" MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4' Allowed = 0.339' 12 -V 10.00V MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.2" MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.2' 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. um 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=1.6, o Truss designed for wind loads m in the plane of the truss only. cm -/- 4PALIMMINEIMINIMMINIMINIMI 0 o ► ►�4 -/ M-3x4 y y 1-00 (PROVIDE FULL BEARING:Jts:2,3,4' 6-00 JOB NAME : POLYGON PLAN 5-D NH - CJ16 Scale: 0.5878 \��v�EC5 pN1y,Q�"�/° WARNINGS: GENERAL NOTES,unless otherwise noted: k/� r ,s"�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 C'C' 792111/PE r Truss: CJ 16 end 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 responsiblty of the building designer. Alle 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'continuouso.c.and at 10'o.c.respectively unless braced throughout their length by r 0' DATE: 9/5/2014 responsibilitybuilding designer. sheathing such as plywoodrequired sheathing(TC)eshown and/or drywall(BC. the overall structure Is the of the 3.2x Impact bridging or lateral bracing 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 40 SEQ. : 6051338 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, x.^I Na A TRANS I D: 407540 design loads be applied to any card assut. ion"of use. g,Design assumesand are for full onditeadng at all supports shown.Shim or wedge If 'S/ '7 1 4 14 24 P`E' 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 'CA, 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III 11 VIII VIII VIII I III 111111 IIIIIIIIIII TPI/WTCA in SCSI,copies of which will be furnished upon request. linescoincide with joint center Ines. 9.Digits Indicate size of pate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MITek) EXPIRES:12/31/201 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) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-137) 115 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 BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50' 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 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 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.160' @ 3'- 7.2" Allowed = 0.478" 5-11-10 . MAX TC PANEL TL DEFL = -0.144' @ 3'- 4.8' Allowed = 0.718' MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9" NOTE:Design assumes moisture content does Ij12 not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, 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 co in the plane of the truss only. 0 4- c, a, m r/- mr MMIMIIIMMIIMIMIIMIE of- 4� 0 -/ M-3x4 1- y y 1-00 6-00 'PROVIDE FULL BEARING:Jts:2,4.31 �Ci`c 0 PR OpSss JOB NAME : POLYGON PLAN 5-D NH - CJ17 Scale: 0.4821 �� , � /d WARNINGS: GENERAL NOTES,unless otherwise noted: �. 'T 9 PE x' I+ 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en Individual Truss: CJ 1 7 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 o DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,f req pro continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /Cr DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �` `i(.'OREGON t....4.No load should be applied to any component until after all bracing end ' 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6051339 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: 407540 d 2P-‘ y 4 ' design loads be applied to any component. and are for"dry condition'of use. lb k 1 4 P 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 "7 necessary. R t`l-0' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 8.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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMTe I/WTCA SA,lncIn 6/CompuT I,copies of S whiSoftwarech will be furnished 7.6.6(1 L)E upon request. g.Digits indicate sizeIines coincide with joint center lines. FForr basic coonnectoroplalate in te design Inches.0. values see ESR-1311,ESR-18138(MITek) EXPIRES:12/31/2015 J 11111 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-69) 26 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: 20.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -132/ 478V -12/ 83H 5.50" 0.77 KDDF ( 625) 1'- 9.2" -86/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 or no prefix) = ormpuTrusLL = 25 PSF Ground Snow (Pg) 3'- 3.8° -36/ 78V 0/ OH 1.50' 0.12 KDDF ( 625) ( p , Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 6.00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.019' @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX TC PANEL LL DEFL = 0.004" @ 1'- 5.5' Allowed = 0.204" MAX TC PANEL TL DEFL = 0.004" @ 1'- 4.3' Allowed = 0.307' 3 MAX HORIZ. LL DEFL = -0.000' @ 3'- 3.0' MAX HORIZ. TL DEFL = -0.000" @ 3'- 3.0' 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=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. owvc"),.,- ,- Cr 0 o/- 21111110- 11 4�� M-3x4 1' y y y 1-08 2-00 1-03-12 'PROVIDE FULL BEARING:Jts:2.4,3I JOB NAME : POLYGON PLAN 5-D NH - CSJ1 ,� �o pRQ fisc Scale: 0.8191 Cj INE /t WARNINGS: GENERAL NOTES,unless otherwise noted: 4,51 751 51 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 o 92•®pE 1-- Truss: 1-CSJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper //cls 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ''' DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.2'Do,c. assumes the top and bottom unless braced to be laterally braced at y�s. Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such asvely throughout their length by "!a 0 DATE: 9/5/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such plywood aired sheathing(TC)and/or drywall(BC. r Po ty g 4.In trapact bodging or laterale bracing ity of the where shown++ 7 OREGON 4lCC / 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6051341 fasteners are complete and at no time should any bads greater than 5.Design assumes fusses are to be used in a non-corrosNe environment, L,. ' \� A. TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of /5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumesfull bearing at all supports shown.Shim or wedge if O y 14 A.°C6 ‘1. 7.Design adequate fabrication,handling,shipment and Installation of components. necessary. provided. I 6.This design is furnished subject to the!irritations set forth by 8.Plates shall be locateduonedrainage bothfacsis of truss,and placed so their center 'vf I�t 4 urnished upon lin VIII VIII VIII VIII VIII VIII VIII IIII IIIIM 6TPIk USA,Inc./CompuTrus I,copies of which Softwaref 7.6(1 L)-E request. 10.For basic coonnectoroplate design values see ESR-1311,ESR-1988(M � s coincide with jint center Ines. 9.Digits Indicate size of plate in Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-117) 53 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: 20.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -98/ 461V -25/ 134H 5.50' 0.74 KDDF ( 625) 1'- 9.2' -65/ 193V 0/ OH 5.50" 0.31 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 7.7" -75/ 160V 0/ OH 1.50' 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Desian checked for net(-5 psf) uplift at 24 'oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021' @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.004' @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005' @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001' @ 6'- 7.0" 12 -, MAX HORIZ. TL DEFL = -0.001' @ 6'- 7.0' 6.00 17 NOTE:Design assumes moisture content does 0not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, 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 ain the plane of the truss only. 0 m m v o 0 / 2► 4� M-3x4 1-08 2-00 4-07-12 'PROVIDE FULL BEARING:Jts;2,4.31 ' ,0 PR OF-�s JOB NAME : POLYGON PLAN 5-D NH - CSJ2 Scale: 0.5840 WARNINGS: GENERAL NOTES,unless otherwise noted: 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 CC' .lllJJ/2AA�y 7.92o0DE Truss: CSJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper d 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 chards to be laterally braced at 2'o.c.end at 10'o.c.respectively unless braced throughout their lengthby .,,w"��l�, !v. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "* CC DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6 0513 42 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/6 'if 4 i 4 2(�\ �� design loads be applied to any component. and are for"dry condition"of use. cJ S.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 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 1L�- IIIIII VIII VIII VIII VIII VIII VIII'III'III / ' request. MTe SA,lnc.CoRpuTrusSoftware 7.6.6(1L)E lines �de vrtth joint center Ines. 1rIsco oaFFobicectorplte design values see ESR-1311,EOR-19e8(MiTek) EXPIRE5:12/3i/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.10=(-1663) 4302 10. 3=( -341) 1053 7.15=(-233) 532 BC; 2x4 KDDF #1&BTR SPACED 24.0" D.C. 3=(-4933) 1929 10.11=(-1542) 3951 3-11=( -803) 466 15- 8=(-245) 335 WEBS: 2x4 KDDF STAND; 32-. 2x4 DF STAND A 4=(-3524) 1351 112=(-1082) 3153 11- 4=( 0) 366 4- LOADING 4- 5=(-2875) 1233 12-13=( -838) 2581 4.12=( -703) 297 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2533) 1289 13.14=) -435) 1782 12- 5=( -313) 1029 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2407) 1190 14.15=( -776) 2345 5-13=(•1362) 727 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3043) 1369 15- 9=(-1050) 2742 13- 6=( -522) 1020 OVERHANGS: 20.0" 0.0" 8- 9=(-3238) 1327 6-14=( -372) 1119 LL = 25 PSF Ground Snow (Pg) 14- 7=( -708) 530 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX H0R2 BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -347/ 2034V -248/ 258H 5.50' 3.25 KDDF ( 625) JT 9: Heel to plate corner = 2.25' 43'- 9.0" -274/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222° MAX LL DEFL = 0.267" @ 14'- 6.0" Allowed = 2.142' MAX TL CREEP DEFL = -0.490" @ 14'- 6.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.120" @ 43'- 3.5" 22-00 21-09 MAX HORIZ. TL DEFL = 0.199' @ 43'- 3.5" 2-09 5-10-08 6-04-08 7-00 7-06-15 7-01 7-01-01 notesign assumes moisture content does not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 " 6.00 system and components and cladding criteria. 6 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, lAll if duration factor=�dfi'Cat.2, Exp.B, MWFRS(Dir), M-5x8(S) Truss designed for wind loads in the plane of the truss only. M-3x4 0.25" M-5x6(S) 0.25" M-1.5x3 M-3x5 co M-3x10 ter_ / . M-3x10 a, o :� M 5x8 11 12 i ;: cN o M-3x4 M-5x10 13 14 15 .90 0.25' M-3x4 0 --2.75 a*2X WEDGE M-5x6 M-5x8(S) W/(2) M-3X4 TYP. 2.75 0 ), , y y12 y y y -05-0 5-10-08 6-02 y2-00y 9-05-15 8-11-05 8-09-12 y y 05.08 12-00-08 2-00 27-03 1-08 43-09 y JOB NAME : POLYGON PLAN 5-D NH - D1 ,(«.. PR opt tsr Scale: 0.1397 (/yN{)J1' 5' �� WARNINGS: GENERAL NOTES,unless otherwise noted: ZCI V f 1 e'/ / !c -Sy 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual T920 t P E t` Truss: D1 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 responsibiity of the building designer. DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.suchrespectivelyply unless braced throughout their length by r DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as ptywoodrequired sheathing(TC)s and/or drywall C. Po ty 9 3.2x Impact bridging or lateral bracing where shown++ ) # 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. OREGON tC/ SEQ. : 6051343 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �k ��� � TRANS I D: 407540 design loads be applied to any component. 8,Dand esign assumes condition" beadn let all supports '/� 5.CompuTrus has no control over and assumes no responsibility for the g g shown.Shim or wedge if V 1 4 ,P fabrication,handling,shipment and installation of components. necessary. A �� 6.This design is furnished subject to the Imitations set forth 7.Design assumes adequate drainage is provided. 4/ 11111111111111111111 by 8.Plates shall located on both nca. of truss,and placed so their center TPIMlTCA In BCSI,copies of which will be furnished upon request lines coincide with Joint center Anes. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 90.Forits basicicate size connectorplf atete 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 43-09-00 STUB 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) 84 2.15=(-2614) 8670 15- 3=( -370) 1254 2x6 KDDF #1&BTA T2, T3 2- 3=(-10024) 3052 15-16=(-2336) 7040 15- 4=( -248) 1598 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( •9298) 2850 16-17=(-3184) 8740 4.16=( -394) 310 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7446) 2614 17.18=(-3194) 8672 16- 5=( -650) 2246 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'• 0.0" TO 10'• 0.0' V 5- 6=( 0) 0 18-19=(-3358) 8934 16- 7=(-2736) 1248 TC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 34'- 0.0" V 5- 7=( -6642) 2370 19.20=(-3010) 8132 7-17=( -444) 1282 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0' TO 43'- 9.0" V 7- 8=( -8830) 3350 20-14=(-1912) 5602 17- 8=( -244) 878 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 9.0" V 8- 9=( -8444) 3242 18- 8=(-1376) 636 9.10=( -8660) 3238 18- 9=( -616) 326 NOTE: 2x4 BRACING AT 24'OC UON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0' 10.12=( -5882) 2108 9.19=( -502) 480 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'- 0.0' 11.12=( 0) 0 19.10=( -182) 968 12-13=) -6614) 2320 10-20=(-2810) 1316 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13-14=( -6546) 2252 12-20=( -498) 1858 OVERHANGS: 20.0" 0.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20.13=) -192) 394 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -1151/ 3765V -104/ 113H 5.50" 6.02 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required. 43'- 9.0" -1096/ 3584V 0/ OH 5.50" 5.73 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series Join together 2 ply with 3"x.131 DIA GUN nails staggered at: ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc sgacing.1 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.005' @ -1'• 8.0" Allowed = 0.167' 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.005' @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.300" @ 22'- 8.7" Allowed = 2.142' MAX TL CREEP DEFL = -0.594" @ 22'- 8.7' Allowed = 2.856" MAX HORIZ. LL DEFL = 0.109' @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.180" @ 43'- 3.5" 9.11-11 24-00-10 9-08-11 NOTE:Design assumes moisture content does T not exceed 19`1 at time of manufacture. 3-02-03 0-06 11 2-03-08 5-11-03 0-0��6-11 4-10-02 Design conforms to main win dforce-resisting 2T-07-0 3-07-09 4-02-13 6-02-11 5-04-08 4-03-14 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9 07.08 9-10-08 { (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1533.30# .f load duration factor=1.8, 12 ♦ M-3x4 M-7x8(S)T 533.30# . 12 Truss designed for wind loads 6.00 M 4x85 6 M-3x5 B 0§25" M-130x5 11 M-5x6 '' ::16.00 in the plane of the truss only. .i'. 17 y \ i5x3 :.3 13\/ANiN_6: M-3x4 111-M3x M 1.5x3 / 3 x8 o 15 a 20 0 o M 7x10 M 3x8 M-7x; 0.25 19 M-3x8 20 *�4 0 **2X WEDGE M-7x10 - � M-7x8(S) 2.75 W/(2) M-3X4 TYP. 2.75r 12 12 y -05-01, 6-09-12 5 02-12 i,2-009-02-04 9-00-08 9-00-04 y ,, Y-05- 088 12-00-08 2-00 27-03 y 1-08 43-09 v,t,0 PROPE�� JOB NAME: POLYGON PLAN 5-D NH - DH1 Scale: 0.1467 �C 0 7 11 WARNINGS: GENERAL NOTES,unless otherwise noted: IX- `ry15/!72 s s 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 f Truss• DH1 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 responsibgty of the building designer. 3.Additional temporary bracingto 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 braced throughout their length by ", In,_ DES- BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !4' DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �+y� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 60513445.Design assumes trusses are to be used in a noncorrosive environment, 4.7Q�t�)' 14 26\ �_i. fasteners are complete and at no time should any loads greater than 9 t! "j' design loads be applied to any component. and are for"dry full bearing of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if /� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ished upon ines coincide with joint center fines. I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMTe SA,lnCl/WiCA in 6/CompuTrus I,copies of (Software ch will be 7.6.6(1 L)E request. 9.0.IFForDigitsbasic connector Inf diclate In inches. ate design values see ESR-1311,ESR-1988(MiTek) size EXPIRES:12/31/2015 t IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.15=(-1943) 4359 15- 3=( -193) 598 2x6 KDDF #1&BTR T2, T3 SPACED 24.0' 0.C. BC: 2x6 KDDF #1&BTR 3- 4.3=(-5055) 2323 15-16=(-1536) 3431 15- 4=( -422) 947 WEBS: 2x4 KDDF STAND4=(-4703) 2253 16-17=(-1804) 4102 4.16=( -367) 244 4- LOADING 4- 5=(-3503) 1741 17.18=(-1726) 4096 16- 5=( -445) 1192 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-19=(-1757) 4235 16- 7=(-1321) 632 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-3092) 1593 19.20=(-1689) 3826 7.17=( -142) 657 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4148) 2081 20-14=(-1308) 2765 17- 8=( -297) 376 8- 9=(-3989) 1950 18- 8=( -633) 396 LL = 25 PSF Ground Snow (Pg) 9-10=(-4094) 1897 18- 9=( -318) 152 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-12=(-2734) 1406 9.19=( -258) 201 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=) 0) 0 19.10=( -53) 491 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=(-3119) 1526 10-20=(-1364) 635 13.14=(-3258) 1577 12-20=( -375) 1004 OVERHANGS: 20.0" 0.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 20.13=( -29) 218 M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. vertical members (urn). BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -405/ 2034V 104/ 113H 5.50' 3.25 KDDF ( 625) Connector plate prefix designators: 43'- 9.0" -337/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ -1'- 8.0" Allowed = 0.222' MAX LL DEFL = 0.329' @ 22'- 8.7" Allowed = 2.142' MAX TL CREEP DEFL = -0.571' @ 22'- 8.7" Allowed = 2.856" MAX HORIZ. LL DEFL = -0.119" @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.174" @ 43'- 3.5' 13-03-11 17-04-10 13-00-11 NOTE:Design assumes moisture content does (3-02-03 3-05-122-03-08 5-11-03 3-05-12 4-10-02 not exceed 19A at time of manufacture. 2-07-04 f 3-07-09 f 1 f03-92 f 6-02-11 f 2-05-0� f 4-03-14 f T Design conforms to main windforce-resisting Q f T T T T T f T T T system and components and cladding criteria. 9-10-08 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-07-08 T 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), 11 f T load duration factor=1.6 12 M-3x4 M-7x8(S) 12 Truss designed for wind loads 6.00 17 M-5X6 M-3X4 M-4X6 in theplane of the truss only. 5 7 8 0%25' M 130x5 2 4 6.00 y. M 3x4 ,, ]' y - -1-3.,. \/ M-1.5x3 M•1.5x3 + 3 01 M-3x10 3 �1 M•3x8 c, o 1 -- 15 16 1i_ II *.. M-7x10 M-3x8 M 7x8 18 19 20 o o M-7x10 0.25" M-3x8 w4 0 2.75 **2X WEDGE 2.75 o M-7x8(S) 12 W/(2) M-3X4 TYP. 12 ; y )' J' ), J ,( y -05-0 6-09-12 5-02-12 2-oo yy 9-02-04 9-00-08 9-00-04 fr , -05-08 27-03 12-00-08 2-00 y 1-08 43-09 y JOB NAME : POLYGON PLAN 5-D NH - DH2 ,<<,. � t�ROF�6s Scale: 0.1467 �J IyyN{/ yryyQ WARNINGS: GENERAL NOTES,unless otherwise noted: tL t/nter t // -q 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�.+2®,H E {'" Truss: DH2 and Warnings before construction commences. building component.Applicabiaty of design parameters end proper // 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designee -,,r" +^""rr DES. BY: LJ 3.Additional temporary bracing to Insure stabmty during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by ` DATE: 9/5/2014 continuous sheathing such as plywood sheathing(TC)and/or drywall C. / 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 applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "'� OREGON 4(/ SEQ. : 6051345 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, rt. V } aNv". TRANS I D: 407540 design loads be applied to any component. 6.Dand esign err"res on bearin f at all supportsf tv. 5.CompuTrus has no control over and assumes no responsibility for the 9 0 shown.Shim or wedge If 1 4 `�'.. fabrication,handling,shipment and installation of components. Dnesign assumesessary. �R t`...` !i 6.This design Is furnished subject to the Irritations set forth 7.Design adequateatedon drainagehc Is trussed. 1 b4 V I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII8.Plates shall be located both faces oltruss,and placed so their center TPINYTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10. late in inches. For ibasic connectots Indicate size r plf ate design values see ESR-1311,ESR-1968(MITep EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1627) 4217 14- 3=( -332) 1034 20.12=(-79) 251 SPACED 24.0" O.C. 2- 3=(-4923) 1901 14.15=(-1508) 3872 3.15=( -786) 419 BC: 2x4 KDDF STAND3. 4=(-3529) 1366 15.16=(-1095) 3091 15- 4=( 0) 365 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-2869) 1223 16-17=) -829) 2561 4-16=( -729) 350 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1187 17.18=) -702) 2427 5.16=( -340) 1042 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18-19=( -702) 2427 5.17=(-1026) 550 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1107 19-20=) -884) 2558 6-17=( -358) 762 8.10=(-2214) 1077 20.13=(-1023) 2712 17- 8=( -470) 169 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18- 8=( 0) 297 NOTE: 2x4 BRACING AT 24'OC UON. FOR 10-11=(-2552) 1114 8.19=( -440) 179 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-3040) 1230 10.19=( -285) 773 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=(-3218) 1284 19-11=( -491) 343 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11.20=( -76) 319 OVERHANGS: 20.0" 0.0' BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) 0'- 0.0' -322/ 2034V -181/ 191H 5.50' 3.25 KDDF ( 625) Connector plate prefix designators: 43'- 9.0" -251/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series [COND. 2: Design checked for net(-5 psfl uplift at 24 'on spacing,) JT 13: Heel to plate corner = 2.25" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ -1'- 8.0° Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222" MAX LL DEFL = 0.251" @ 14'- 6.0' Allowed = 2.142' MAX TL CREEP DEFL = -0.474' @ 14'- 6.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.124' @ 43'- 3.5' 16-07-11 10-08-10 16-04-11 MAX HORIZ. TL DEFL = 0.208' @ 43'- 3.5" f f T NOTE:Design assumes moisture content does 5-10-08 1 09 5-04-05 0-04-11 f 5-02-02 f not exceed 19% at time of manufacture. 2-09 5-10-08 0-0�4-11 5-04-05 5-05-10 5-04-05 Design conforms to main windforce-resisting T (T T T system and components and cladding criteria. 16-06-08 16-03-08 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Q (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), M 4x6 M 4x6 12 load duration factor=l.6, 12 ,, M �X8 g Q 6,00 Truss designed for wind loads 6.00 M-3x45 " in the plane of the truss only. M-5x6(3) 1r M-3x4 0"25" 4 + s` 2M-1.5x3 M-3xAllitil 3 M-3x10 U)0 C) M-3x10 14 15 16 Mme"^ a 1 M 5x8 M-3x4 M-5x10 7 vM 1185x3 0.25'' M-3 x4 13 0 o a 2.75 **2X WEDGE 2.75 M-5x10 M-5x8(S) 12 W/(2) M-3X4 TYP. 12 y y y J' J' y J' i" J' z-05-0$ 5-10-08 6-02 )2 0), 5-06 5-10-12 7-09-02 8-01-02 y , 2Y 05-08 12-00-08 2-00 27-03 y 1-08 43-09 0 PROF �,� JOB NAME: POLYGON PLAN 5-D NH - DH3 Scale: 0,1338 �� o 44 115%! ' q WARNINGS: GENERAL NOTES,unless otherwise noted: 4t. 1'G P {-.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 Truss: DH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compressionbe installed where shown+, incorporation of component is the responsibility of the building designer. web bracing must 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stabiaty during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,.�" DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheetbing(f C)and/or d ywall(6C). f /C DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ {�RECON �� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6051346 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non corms ve environment, i/64. R i 4 s0 �.L_ design loads be applied to any component. and are for"dry condition"of use. r 6 Design assumes full bearing at all supports shown.Shim or wedge if �+. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. �` 5� fabrication,handling,shipment and Installation of components. 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 IIIIII VIII VIII VIII 11111111111111111111 ./ which will be furnished upon request. M Te USA,Inc./CompuTrus Software 7.6.6(1L)E coincide of nvFForbicoconnector plate design 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 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.14=(-1958) 4217 14- 3=( -408) 1034 20.12=(-79) 226 BC: 2x4 KDDF M18BTR SPACED 24.0" O.C. 2- 3=(-4923) 2340 14.15=(-1814) 3872 3-15=( -786) 446 WEBS: 2x4 KDDF STAND; 3- 4=(-3529) 1732 15.16=(-1374) 3091 15- 4=( 0) 365 2x4 DF STAND A LOADING 4- 5=(-2869) 1592 16-17=(-1123) 2561 4-16=( -729) 341 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1516 17-18=(-1114) 2427 5-16=( -401) 1042 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18.19=(-1114) 2427 5-17=(-1026) 475 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1413 19.20=(-1185) 2558 6-17=( -394) 762 8.10=(-2214) 1375 20.13=(-1303) 2712 17- 8=( -487) 277 LL = 25 PSF Ground Snow (Pg) 9.10=) 0) 0 18- 8=( 0) 297 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-2552) 1476 8-19=) -457) 292 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-3040) 1564 10-19=( -361) 787 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=(-3218) 1611 19-11=( -491) 283 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-20=( -56) 319 OVERHANGS: 20.0" 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0' -445/ 2034V -182/ 192H 5.50" 3.25 KDDF ( 625) 43'- 9.0' -374/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0' Allowed = 0.167" JT 13: Heel to plate corner = 2.25" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222" MAX LL DEFL = 0.299" @ 16'- 6.5' Allowed = 2.142' MAX TL CREEP DEFL = -0.474' @ 14'- 6.0' Allowed = 2.856" 19-11-11 4-00-10 19-08-11 MAX HORIZ. LL DEFL = -0.145" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.208" @ 43'- 3.5' 5-10-08 1-09 2-(05-04 3-03-12 5-02-02 NOTE:Design assumes moisture content does T T T3 03 12 'f 1' f not exceed 19% at time of manufacture. 2-09 5-10-08 -05-0 5-05-10 5-04-05 T T '( 1' T '1 T T T T T '' Design conforms to main windforce-resisting system and components and cladding criteria. 16-06-08 16-03-08 T '' 7 9 '' '' Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 6 M-3x8 0 4 6.00 load duration factor=l.6, M-3x4 Truss designed for wind loads M-5x6(S) - . in the plane of the truss only. M-3x4 0.25" 1 4 M-3x5 tt 5 + + + M-3x10 A)1107 2 3 M-3x10 0 o 1 = 4 15to-K:; s = A ' o 0 M-5x8 M-3x4 M-5x10 M7 -5x10M-15x30.25 M 3x4 *M3 0 a 2.75 **2X WEDGE 2.75 - M-5x8(S) 12 W/(2) M-3X4 TYP. 12 ,-05-0 5-10-08 6-02 y2-00), 5-06 5-10-12 7-09-02 8-01-02 y , Y-05-08 12-00-08 2-00 27-03 y 1-08 43-09 _to pROFe� JOB NAME : POLYGON PLAN 5-D NH - DH4 �'� INS si Scale: 0.1338 ```451 I NE 0 WARNINGS: GENERAL NOTES,unless otherwise noted: rrr��� 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 4 ~ ®P E rt Truss: DH4 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.Addltlenel temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 i�J is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ..�^ allir,' CCDATE". 9/5/2014 the overat 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. 3l, OREGON t(,/ SEQ. : 6051347 fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, 4- "*Tit n � design loads be applied to any component. and are for"dry condition"of use. Q 7 k 1 4 `,. �,`�- TRAN S I D: 407540 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 g� {�, tabdcetlon,handling,shipment and Installation of components. necessary.n 4l't t {! 7.Design assumes adequate drainage is provided. C Milt*1. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II I II II VIII I III I III VIII IIII III) TPINVTCA in BCSI,copiesof which will be furnished upon request. lines coincide with joint center Ines. indicate 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-1988(Milk) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF kt&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-64) 38 TO 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' -68/ 301V -23/ 81H 5.50' 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONO. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IAC 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' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX CREEP LL0 DEFL = 0.001' @ 1'- MAXBC PANEL0.1" Allowed = 0.054' '( T MAX TO PANEL TL DEFL = -0.002' @ 1'- 2.9" Allowed = 0.196' 12 MAX HORIZ. LL DEFL = 0.000' @ 1'- 10.9' 10.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9' 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=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 0 N M- 8 O O� �� 4�111 M-3x4 1, 1, 1-00 2-00 (PROVIDE FULL BEARING;Jts:2.4.3I JOB NAME : POLYGON PLAN 5-D NH - EJ1 5���! � pNEpt.„ i Scale: 0.6772 Q� WARNINGS: GENERAL NOTES,unless otherwise noted: 4Lt.t '7/5//r 7 I5/1 rr -s� 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 tar an individual .9 �P G Truss: EJ 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 stabiity during construction 2.Design assumes the top and bottom chords to bel terelly braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by wwww- DES. BY: L J is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). t�. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L 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. "} A_OREGON 4 SEQ. : 6051348 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�/�"4I- ONtk design loads be applied to any component. and are for"dry condition"of use. V !' 4 A A. 2' "�' TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if '� 1 �¢ fabrication,handling,shipment and Installation of components. nesessary. ��. P P 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 1111111111111111111111 TPIMR'CA In BCSI,copies of which will be furnished upon request. gcInidicat with joint ate in inches.9.Digits Indicate size of plate in Inches. e 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 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF R1&BTR SPACED 24.0" O.C. 2.3=(-96) 73 72 2.4=(0) 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 BEARING MAX VERT MAX HORZ 8RG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0° 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 322V -44/ 132H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50' 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -68/ 100V 0/ OH 1.50' 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 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 oaf) uplift at 24 "on spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 12 .--/ MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1" Allowed = 0.054' 10.00 MAX BC PANEL TL DEFL = 0.002' @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9' MAX HORIZ. TL DEFL = -0.001" @ 3'- 10,9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windfarce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, c%) Truss designed for wind loads in the plane of the truss only. M- V 1113-.1.1111.1.1O C. -/ 4►� M-3x4 y y y 1 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3J JOB NAME : POLYGON PLAN 5-D NH - EJ2 �.�` 0 INET ss,` Scale: 0,6371 `•T/5//r ° ts1WARNINGS: GENERAL NOTES,unless otherwise noted: r!!7 -q 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- '_'_^ 0 P E 1' Truss: EJ2 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 sterility during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.e.res as y unless braced throughout their length by " continuous sheathing such as plywood sheathing(7C)and/or drywall C. ` 14.- DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral braving required where shown++ ) sti 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. O. .2 SEQ. : 6051349 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, '- �lj Y 2�� �w design loads be applied to any component. and ere for"dry condition"of use. / TRANS I D: 407540 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 • 1 4 �� fabrication,handling,shipment and installation of components. 7.Design asnecessasumes adequate drainage is provided. ''R R)k- 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII'VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center 9.Digits indicate size of plate in inches. 10. MiTek USA,Inc./CompuTrus Ofn UTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1888 'Tek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18tBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF H16BTR SPACED 24.0" O.C. 2-30(-144) 105 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 309V -66/ 185H 5.50" 0.49 KDDF ( 625) 1'- 9.2" -65/ 156V 0/ OH 5.50" 0.25 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -103/ 153V 0/ OH 1.50' 0.24 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 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 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' - MAX BC PANEL LL DEFL = 0.005" @ 1'- 0.1' Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" r MAX HORIZ. LL DEFL = -0.001' @ 5'- 10.9' ) MAX HORIZ. TL DEFL = -0,002" @ 5'- 10.9" 12 10.001/ NOTdoes notE: esigexceedn19%s ate time asums lofumanufacture re . Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rn load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. LA; co r/__ LIFIA c. 0 ►� 4►� M-3x4 1-00 2-00 3-11-11 'PROVIDE FULL BEARING;Jts:2,4,3I ���G0 RR OFFss JOB NAME: POLYGON PLAN 5-D NH - EJ3 Scale: • 0,5134 ���� ` lll /��� WARNINGS: GENERAL NOTES,unless otherwise noted: �' -.!( / 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 end is for an Individual Truss: EJ 3 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. >� 3.Additional temporary bracing to Insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at 41 Po rylp 2'e,c,and at 10'o.c.respectively unless braced throughout their le by ..'"' e 11100.. DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 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. SEQ. : 6051350 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses we to be used in a non corrosive environment, fy �„L design loads be applied to any component. and are for"dry condition"of use. ��.� 1 4. Q� T' TRANS I D: 407540 5.CompuTrus has na centrol over and assumes no responsibility for the 6.nDe signs ssumes 1st bearing at all supports shown.Shim or wedge If 1 ' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. illt�R V1..L 6.This design is furnished subject to the limitations set forth by a.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111111111111 MiTPINVTCA In e USA,lnCJCompuT us I,copies of which Softwill ware 7.6.6(1 L)E request. 9. de with joint center lines. Dog b sicconnector slze of ate design values see ESR-1311,ESR-1998(MlTek) EXPIRES:12/31/2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1.2= ( ) BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-194) 138 2 4= 0 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 BEARING MAX VERT MAX HORZ BAG 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" 0/ 248V -88/ 238H 5.50" 0.40 KDOF ( 625) Connector plate prefix designators: 1'- 9.2' -167/ 308V 0/ OH 5.50" 0.49 KODF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 7'- 11.7' -138/ 205V 0/ OH 1.50" 0.33 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 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 psfl uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.009' @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1' Allowed = 0.072" jl MAX HORIZ. LL DEFL = -0.003' @ 7'- 10.9' MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, coTruss designed for wind loads o in the plane of the truss only. 0 0 I.:- • C,, r/- v oi- 0 M-3x4 1- 1 1, 1, 1-00 2-00 5-11-11 'PROVIDE FULL BEARING;Jts:2,4,3) Rape JOB NAME : POLYGON PLAN 5-D NH - EJ4 Scale: 0.4250 .�' t. /�NE `9t9 WARNINGS: GENERAL NOTES,unless otherwise noted: 4L/ r�fr -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 ''4 °C+ ,f_D L r Truss: EJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper Ater 2.204 compression web braang must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabilty during construction 2.Design assumes the top and bosom chords to be laterally braced at ,e 44000r DES. BY: LJ 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 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood where and/or drywall(BC). WIPP,- DATE: 9/5/2014 pa itr g 3.2x Impact bridging or lateral bracing required where shown*+ ! CC SEQ. : 60513514.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .6 OREGON 40 loadsfasteners are complete and at no time should any non- corrosive greater than 5.Design assumes trusses are to be used in a environment, 7G 1, Zc\b` A, design loads be applied to any component. and are for"dry condition"of use. //t A�-p. TRANS I D: 407540 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge 0 [J 1 4 shipment end installation of components. fabrication,handling, necessary. �R ry`S ` [' 7.Design assumes adequate drainage is provided. r'l Fi L4 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 lines coindde with IIIIII VIII VIII IIII VIII I III VIII IIII IIIII/VVICA In MIT'TPe USA,Inc./CompuTrus us ISoff Iwtlre furnished6.6(1 L)E request. 10.For basic coonnectoroplate design values see ESR-1311,ESR-1988(MITel6 int center lines. 9.Digits indicate size of plate In inches. EXPIRES:12/31/2015 11E 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -7) 84 2.4=(0) 0 BC: 2x4 KDDF Jit&BTR SPACED 24.0' O.C. 2.3=(-72) 45 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: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -156/ 460V -5/ 51H 1.50' 0.74 KDDF ( 625) 0'- 11.2' -105/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 0.0' -81/ 31V 0/ OH 1.50' 0.05 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for netj-5 ssfl uplift at 24 "oc spacing.' 6.00 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 = 0.021" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = -0.001' @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = -0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = -0.000' @ 0'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All eig ),fEnclEnclosed, Cat.2, Exp.B, MWFRS(Dir), co load Hhts o Truss designed for wind loads _AA oo in the plane of the truss only. co,_ Malicp o.,- ►4 ►44 M-3x4 J, y 1, 1-08 1-00 (PROVIDE FULL BEARING4J.ts:2.4.41 ,<,,, � ,O PROpess JOB NAME : POLYGON PLAN 5-D NH - P1 Scale: 1.0020 �� WARNINGS: GENERAL NOTES,unless otherwise noted: [,1;' ! �PI� 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 en Individual and Warnings before construction commences. building component.Applicability of design parameters and proper ,r Truss: P 1Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bradng must be stabdi ed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at �' ' 3.Additional temporary bracing to insure stabiily during construction 2'o.c.and at 10'a.c.respectively unless braced throughout their lenggth by r,�le, DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). DATE• 9/5/2014 the overall stnrdure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGONts. (� 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. 'S'L A. SEQ. : 60513 53 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In anon corrosive environment, h s �- and ere for"dry condition"of use. ... 1 4 - design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessa414?/41:110, 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,end placed so their center I,copies of ished n ines coincide with joint center tines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MTPIANTCA in ITe USA,jnc.6/CompuTruS Ich will be Softwaref 76.6(1 L)�E request. 9.Digits O.IFForr basicicoate size nnedorof platete In design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12l31/2015 I Job Truss Truss Type Qty Ply POLYGON R45642864 PL15-344_UPPER F05 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:52:22 2015 Page 1 ID:j7axn4OsHnThlyaUAczwoszX1 UY-R_h1 XiJ71 pMrWJINfG6pk54fXA5e2sKiUnmPBlyTrl7 1 1-3-0 1 1 1-1-1 11 1-2-0 11 2-4-15 I 2-6-0 I Scale=1:35.4 4x5= 3x4= 3x4 = 3x4 = 3x4= 4x4= 3x6 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 -.4/"INB W.41%111 -4/ 1\l'illt• .4/ Nt - /'El li'lk I e e 26 25 24 23 22 21 20 19 18 17 3x4= 4x6= 3x5= 3x6 FP= 3x5 = 3x5 = 4x6= 3x6 = 3x5 = 3x5 SP= 15-7-9 I 14-5-9 15-0-911 I 20-9-0 14-5-9 0-7-0 11-7-0 5-1,1,55 1 Plate Offsets(X,Y)— 112:0-1-8,Edge),(18:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=909/0-4-8,26=909/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2003/0,3-4=2003/0,4-5=3413/0,5-6=-0413/0,6-7=-4247/0,7-8=-4247/0, 8-9=-4495/0,9-10=-4495/0,10-11=-4230/0,11-12=4230/0,12-13=3519/0, 13-14=3519/0,14-15=3519/0 BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, 19-20=0/3519,18-19=0/3519,17-18=0/1990 WEBS 12-19=357/0,13-18=-426/0,2-26=1375/0,2-25=0/1183,4-25=987/0,4-24=0/813, 6-24=-618/0,6-22=0/446,15-17=2149/0,15-18=0/1659,10-20=272135,11-20=327/0, 12-20=0/1057 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �� ° PR OFF6'n �c.,<<"•q,NGINEF9 444 /o ct 87022PE -7 r y SAT OREG•N ti9 �ti AMBER 1, \ iS OS A. i-iec EXPIRES:06/30/2017 October 13,2015 I iti imam a .. es WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7171 rev.10/01/2015 BEFORE USE. Design valid for use only with MTekO connectors.This design is based only upon parameters shown,and is for on individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qoaily CrIeda,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642865 PL15-344 UPPER F06 Floor 1 1 - Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:23 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszXl UY-wAFPk2K1o7Ui7TJZC_e2HlcwmabGnWwrjRWyjCyTrI6 I 1-4-0 I 2-6-0 I 1 1.5x3 II 2 3x4= 31.5x3 II Scale=1:8.7 III ■ IIIIP°rlIllill: G IIM INS.: Mir �� 4 5 ril 3x4= 3x4= r4-1-0 3-11-8 I 8 LOADING(pot) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 **"" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=174/Mechanical,5=174/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��\. ��GI NEER /O* 8 • 2PE r r N y SAT OREGO rt;o�� 90 AMBERA� SA. HE % EXPIRES:06/30/2017 October 13,2015 a �� I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2018 BEFORE USE. �f Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and 6 for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properlyincorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 QuaSIy Criteria.059-89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642866 PL15-344_UPPER F07 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:24 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-0NpnyOLNYQcZldulmh9HpW9wl_ndWp3?x5FWFeyTri5 Iii 10.7-7 1 2-fi0 I I 1-2-0 i VLSI Scale=1:26.3 4x4= 3x4 II 3x8= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 13x6= 2 3 4 5 6 7 8 9 10 e e i All/ -4114 4144 4 4414 i 4 1 i i 4 r - N ee e o e • 17 15 14 13 12 3x4 II 3x6= 3x8 = 3x6= 1.5x3 II 4x4= 3x4= 1-0-4 I0-10_1a0-1212 II 155.0 I D-1-B Plate Offsets(X,Y)— 17:0-1-8,Edge),112:0-1.8,Edge),117:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.86 Vert(LL) -0.20 13-14 >903 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.31 13-14 >599 360 BCLL 0.0 Rep Stress Ina NO WB 0.70 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:15-16. REACTIONS. (lb/size) 16=1078/0-5-8,11=655/0-2-12 Max Gray 16=1078(LC 1),11=670(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/281,2-3=0/281,3-4=1662/0,4-0=1662/0,5-6=2516/0,6-7=2516/0, 7-8=1811/0,8-9=1811/0 BOT CHORD 15-16=147/422,14-15=0/2316,13-14=0/1811,12-13=0/1811,11-12=0/1466 WEBS 8-12=759/0,1-16=431/0,7-14=0/820,6-14=284/0,5-14=0/253,5-15=744/0, 3-15=0/1377,3-16=-849/0,9-11=1582/0,9-12=0/1027 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ����(} P R°Fess LOAD CASE(S) Standard ��Co �NGIN4.• /% 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00444 9 Uniform Loads(plf) Vert:11-17=-8,1-10=80 87022PE Concentrated Loads(Ib) Vert:1=304(F) li �Aj, OREGO rP ZH 7 9O AMBER 11 r Or, A. He?, EXPIRES:06/30/2017 October 13,2015 t t ®WARNING-Ven'y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10103/2015 BEFORE USE. 11111� Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the.applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642867 PL15-344_UPPER F08 Floor 7 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MTek Industries,Inc.Tee Oct 13 08:52:24 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1UY-ONpnyOLNY0c2Idulmh9HpW95T wOWwy?x5FWFeyTr15 I 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-4-14 I Scale:3/4"=1' 1.5x3 11 1.5x3 II 1.5x3 11 1.5x3 II 1 23x4= 3 4 53x4= 6 \i .,.,7,77, ., R O N N e e 3x4 = 3i 1p 9 8 /\ 3x4= = 3x4= 3x4 I 3-1-2 31-1�0 3-9-10 1 4-4-10 416_? 8-6-8 I 3-1-2 0-1- 0-7-0 0-7-0 0-1 4-0-6 Plate Offsets(X,Y)- (8:0-1-8,Edgel,(9:0-1-8,Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=370/0-2-12,7=370/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=732/0,3-4=732/0,4-5=732/0 BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 WEBS 2-10=-736/0,2-9=37/269,5-7=-718/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��co t\G N F9 ` 0 r� 2 tr. 87022P� 9r. • i CV t y �A), ORGONr)c1l/ APo ��'18ER -0 �O OS, A. HEck''''P EXPIRES:06/30/2017 October 13,2015 4 « ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111 , Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 QuaBly Criteria,DSII-89 and ICS!Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiuhts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642868 PL15344_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:25 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-sZN99kMOJkKQNmTyKPgWMjiGFOHMFPM8Al?3n4yTr14 I 2-6-0 1 0-5-6 1 1 1-2-0 I I 1-7-2 Scale:1"=1' 11.5x3 II 2 3x4 = 31.5x3 II 4 3x4= 51.5x3 II ......:\_ A O v O [' e / e 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4 = I 3-0-14 3-2- 3-9-6 1 4-4-6 I 6-2-8 I 3-0-14 0-1 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y)— 14:0-1-8,Edge1,18:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=267/0-2-8,6=267/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-062/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 WEBS 2-9=456/0,44=424/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. _co pROFen ,�5 �NG(NEF9 /�2 4: 87022PE �r / N y �4, OREGON ti� IN �O AMBER Al �O OS a- HERP EXPIRES:06/30/2017 October 13,2015 I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/032015 BEFORE USE. 14111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual bolding component,not a truss system.Before use,the building designer must verify theapplicability of design parameters and properly incorporate this design into the overall . ..__. _ _ building design. Bracing indicated isto prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quail/Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642669 PL15-344_UPPER F10 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:25 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-sZN99kM0JkkQNmTyKPgWMjiDVOCQFDf8A1?3n4yTd4 1 1-10-12 11 1-9-11 I I 2-6-0 I 1 1-2-0 11 1-0.5 1 Scale=1:29.4 1.5x3 II 4x10 = 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9 e e e e _ •_ /'co • c e o e 16 • 14 13 12 11 10 4x5= 3x4 I I 3x10= 3x6= 1.5x3 II 3x4= 3x4= I 2-1-12 I 16-10-12 I 2-1-12 14-9-n Plate Offsets(X,V)- (6:0-1-8,Edge),(11:0-1-8,Edgel,(16:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.12 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.44 Vert(TL) -0.18 12-13 >978 360 BCLL 0.0 Rep Stress Ina YES WB 0.87 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=1642/05-8,16=701/Mechanical,10=533/Mechanical Max Uplift16=764(LC 4) Max Gray 15=1642(LC 1),10=534(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/259,3-4=0/259,45=1534/0,5-6=-1534/0,6-7=1423/0,7-8=1423/0 BOT CHORD 15-16=1530/0,14-15=1534/0,13-14=0/885,12-13=0/1423,11-12=0/1423, 10-11=0/1085 WEBS 7-11=257/0,2-15=1613/0,2-16=0/1711,5-13=252/0,4-13=0/701,414=-1231/0, 2-14=0/1449,8-10=1171/0,8-11=0/549 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ��c D PROFFs ��,\�<'C, N Ec' s/0_4_ 87022PE yN ,N N �A�, OR EG N q� IL O 9C `MEER \1 v. ps A. HecA EXPIRES:06/30/2017 October 13,2015 4 Mill a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. f Design valid for use only with MiTekm connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parametersandproperly incorporate this design into the overall ,- bulding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TIMQuality Criteria,DSI-89 and BCSI Bonding Component 7777Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 1 Job Truss Truss Type Qty Ply POLYGON R45642870 PL15-344_UPPER F11 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:52:26 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-KIwXN4Ne42tH_w28u6BIvxEQgnci_gNIPPkdl(WyTr13 I 2-6-0 10-510 I I 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 0 ry 0 N 1,J� 9 e 8 e 3x4= �� \ X 3x4= 3x4= 3x4 = I 3-1-2 31-10 3-9-10 1 4-4-10 476-12 8-8-8 I 3-1-2 0-1-8 0-7-0 0-7-0 0-1-8 4-2-6 Plate Offsets(X,Y)— (8:0-1-8,Edge),19:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=377/0-2-12,7=377/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-761/0,3-4=761/0,4-5=761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 WEBS 2-10=757/0,2-9=-28/290,5-7=737/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<�EO PROF-en s c23.Co �GNGINEF9 �O 44 -57 870 2PE yC.%. OREGO -;(4\1 O 'A �48ER 1� EXPIRES:06/30/2017 October 13,2015 44 =NM WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ekS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system..Before-use,the bulding designer must verify the applicability of design parameters and property incorporate this design into the overall building.design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Milek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T191 Quality Canada.DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Inform:80n available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty PlyPOLYGON R45642871 PL15.344_UPPER F12 Floor 6 1 Job Reference(optional) Pacific Lumber&Trans Co., Beaverton,Oregon 7.530 s J01 11 2014 MTek Industries,Inc.Toe Oct 13 08:52:28 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszXl UY-KIwXN4Ne42tH_v28u6BIvxEM?nUM_IelPPkdKWyTrt3 I 2-6-0 1 1 2-3-5 11 1-2-0 11 2-4-11 1 Scale=1:28.7 1.5x3 II 3x5= 1.5x3 11 3x4 = 1.5x3 II 1.5x3 I I 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 o e 4 " N e (�/e lel l �X9� 1 lel 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 10-0-5 10- 011183 )t-3-1311 16-5-8 I I 10-CS 0--8 0-7-0 5-0-3 0- 7-0 0-1-8 Plate Offsets(X,V)- 110:0-1-8,Edgej,(11:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress lncr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 Ib FT=0°/F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=718/0-1-12,9=718/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2476/0,3-4=-2476/0,4-5=2549/0,5-6=-2549/0,6-7=-2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 WEBS 6-10=-319/0,2-13=-1648/0,2-12=0/1025,4-12=-379/0,4-11=-466/163,7-9=1643/0,7-10=0/1116 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���pPR0Fs �,�� �cNG(NEF9 s'2?, 87022PE / N RI -37„�4) OREGON ti`'O�N �, 6" SO OS A. HE'iN4P EXPI RES:06/30/2017 October 13,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil Design void for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the boldirrgdesgner must verity the applicability.of design parameters and properly incorporate this design into the overall >> - -- building design.Bracing indicated--into prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M1 Quality Criteria,051-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642872 PL15-344_UPPER F13 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:52:27 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszXl UYoyUwaQNGrL?8c4dKRgi?R8nVrBr5jAl Rd3UAszyTrt2 2-6-0 1 1-1-11 11 1-2-0 II 1-7-5 1 Scale=1:33.6 1.5x3 I I 3x6= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 I I 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 _ _ o a a / N ee a o c I� 1 15 14 13 12 r 3x4 = 3x8= 3x6= 3x4= 4x4 = 3x4= 14-8-11 15-5-3 I 14-0-3 14-'111 1F.-3-111 1 19-3-0 1 143 0. 0-7-0 3-9-13 0-7-0 0-1-8 Plate Offsets(X,Y)— r12:0-1-8,Edgel,113:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CS!. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.35 13-14 >650 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.56 13-14 >413 360 BCLL 0.0 Rep Stress Ina YES WB 0.68 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 85 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=841/0-4-4,11=841/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3066/0,34=-0066/0,4_55=3885/0,5-6=-3885/0,6-7=-2736/0,7-8=2736/0,8-9=2736/0 BOT CHORD 15-16=0/1817,14-15=0/3736,13-14=0/3406,12-13=0/2736,11-12=0/1839 WEBS 7-13=0/459,8-12=585/0,2-16=1962/0,2-15=0/1347,4-15=723/0,6-14=0/583,6-13=940/0,9-11=1985/0, 9-12=0/1209 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���'�° PR°PPOs C25 �NGINEF'� /o 87022PE 9r y �'oj, OREG•N (19 <Utv EXPIRES:06/30/2017 October 13,2015 4 / -- WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M/F7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not _._.atruss system.Before use,the budding designer must verily the applicability of design parameters and properly incorporate this design into the overall ._ -building design.Bracing indicated a to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and trussaWy Criteria,DSII-89 and BCSI Building Component systems,see ANSI/i%1 Qu 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 1 Job Truss Truss Type Qty Ply POLYGON R45642873 PL15-344 UPPER F14 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:27 2015 Page 1 ID:j7axn4OSHnThIyaUAczwOszX1 UYoyUwaQNGrL?8c4dKRgi?R8nYyBt?jFWRd3UAszyTII2 2-0-0 I I 1-10.1 I I 1-2-0 II 2-5-3 I Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4= 7 e o e e 11. --••• o e eg e ' e 11- 11 10 9 8 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-910.-00 10. 0 I 12-0-12 8-2-9 Plate Offsets(X,Y)— [6:0-1-8,Edgel,(10:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Ina YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=525/0-2-8,8=525/0-1-12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1397/0,3-4=1397/0,4-5=1183/0,5-6=1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 WEBS 2-12=-994/0,2-11=0/571,4-10=443/3,6-8=1277/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Er\�RO P R OFFS �,s- �cNGINEF4 9 S ''* 870 2PE r N 7 SAT OREGON (yam 44/ 16,-1 /1/BER '1 P� S A . HVa EXPIRES:06/30/2017 October 13,2015 I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a-truss:systerrm:Beforeuse,the bolding designer must verify the applicability of design parameters and properly incorporate this design into the overall=— . - - ��1�i� building-design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing.... is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/WPll Qually Creeria,051-89 and ICS!Building Component Suite 109 Safety Information available from Truss Plate Institute,216 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 4 I Job Truss Truss Type Qty Ply POLYGON R45642874 PL15-344_UPPER F15 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:52:28 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszXl UY-G821omO_uucf7?EECW?XDE_MKfMbBaSgSasjDjOPyTrI1 I 2-6-0 I I 2-0-15 I I 1-2-0 1 0_4 Scale=1:24.8 4x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 _ o _e _ _ , o N e e e e e 13 12 11 10 3x4= 3x6= 3x4= 4x4= 3x4= 10-6-7 11-2-15 I 9-9-15 9-111t7 111-1-7 1 1 14-2-12 I 9-9-15 0.$ 0.7-0 2-11-13 Plate Offsets(X,Y)— (10:0-1-8,Edgel,(11:0-1-8,Edgel 0-7-0 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.18 11-12 >925 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.30 11-12 >565 360 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:64 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=620/Mechanical,9=620/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1996/0,3-4=1996/0,4-5=1633/0,5-6=1633/0,6-7=-1633/0 BOT CHORD 12-13=0/1287,11-12=0/2106,10-11=0/1633,9-10=0/1335 WEBS 6-10=744/0,2-13=1389/0,2-12=0/765,4-11=582/0,7-9=1441/0,7-10=0/948 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���E° PRQpe. � On co "c?�NGIN4- we 87022PE 9{ 7N rN �A�, OREGON ti�Aid '2o ' 118ER �1 �/ O& A. Hsck EXPIRES:06/30/2017 October 13,2015 t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M147473 rev.10/03/2015 BEFORE USE. 1111 Design valid for use only with Mifek®connectors.This design is based only upon parameters shown,and is for an individual building component,not _. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing- Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quay Criteria,058.89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642875 PL15-344_UPPER FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Tue Oct 13 08:52:29 2015 Page 1 ID:j7axn405HnThlyaUAczwOszXl UY45Kcg?5PWNzFsrOnjZEkTWZszj?egBD6k5NzHwryTr10 I 1-4-12 I 1-4-0 I 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:8.7 L 0 K A 5 4 3x4= 3x4= I 2-11-12 I 2-11-12 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 —4' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:15 Ib FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-55=10,1-3=100 Concentrated Loads(Ib) Vert:2-188(F) ala D P R OFF. ���� �NGINEFR Orb 870 2PE tP N 7W....�A), DREG N cp 4(// 9O �MBER11 O On BER HO; EXPIRES:06/30/2017 October 13,2015 F f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. 1" Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building.component.not ,.a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - - -.building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSI-89 and ICSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642876 PL15-344_UPPER FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:28 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszXl UY-G82lomOucf7?EECW?XDE_MKICbGcSkYasjDjOPyTrI1 I 1-6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 I 2-6-0 I Scale:3/4"=1 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 11 3 4 53x4= 6 0 0 0 0 A 10� 9 8 is = [� X�, 3x4= '/�/ 3x4= 3x4= I 3-2-10 I 3-9-10 14-4-10 I 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y)— f8:0-1-8,Edgel,f9:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=497/0-2-12,7=412/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-11=926/0,3-11=926/0,3-4=-926/0,4-5=926/0 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pff) la PRQFF Vert:7-10=8,1-6=-80 ti O Concentrated Loads(Ib) `�� •q„. NE fiR s�0 Vert:11=169(B) �C? 4 870 2PE 91- yN rN �Aj, OR EG N ti�Q4� 9O cca18ER 1,� OSA. HO; EXPIRES:06/30/2017 October 13,2015 % i is.. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the bulding designer must verify the applicability of design porometers andproperly:incorporate this design into the overall T building design. Bracing indicated is to prevent buckling of individual truss web and/or chorcbsnembers only.Additional temporary and permanent bracing Wel( is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T111 QuaBly Criteria,DSI-89 and ICSI Building Component Safety Informafion available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /a I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury =MINI Dimensions are in ft-in-sixteenths. irl4b4„ Apply plates to both sides of truss 1 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by aln engineer.For 0.T/16' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I p bracing should be considered. ilff_ O 3. Never exceed the design loading shown and never li�� MI All U stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7 5 C6-7 c • , designer,erection supervisor,property owner and plates 0-Ina' from outside BOTTOM CHORDS all other interested parties. t edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/TPI 1. `Plate location details available In MITek 20/20 NUMBERS/LETTERS. Unless software or upon request. 8. hall not ex eotherw'se noted,ed 19%attimletof fabrication. PRODUCT PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and . in all respects,equal to or better than that / Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ff.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. MN NM reaction section indicates joint ( number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. IlIIf 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all po) rtions of this design(frontback,words Plate Connected Wood Truss Construction. and picturesbefore use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. iTeke BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 lot MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-344_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45642861 thru R45642876 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ���Ea P R OfFss NGINEFR w `t' 87022PE 9r N 7 �Aj, OREGONqo WN 9b AMBER �, c,0 ms`s A. He:ik E , .1 1 t Afrr October 13,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45642861 PL15-344_UPPER F01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:20 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-VbZG601tVC67G?b Xr4Lfg_LdNR3a1EPOTHI6tyTrI9 I 2d0 II 2-7-9 I I 1-2-0 1 1 2-4-11 I Scale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 0 N t e ' 13 12 11 10 i 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-11 �t 11-4-9 I 9-71-9 s t-is 10--7-01 1 1 15-0-3 2 I 9-11-9 0-7-0 0-1-8 Plate Offsets(X,Y)— (10:0-1-8,Edgel,(11:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Ina YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=715/Mechanical,9=715/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=2532/0,5-6=2532/0,6-7=2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 WEBS 6-10=316/0,2-13=1640/0,2-12=0/1018,4-12=-370/0,4-11=460/161,7-9o-1636/0,7-10=0/1105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. , OPROpE <� Gss Co NF9ip �� 29 870 2PE r yN 1N N SAT OREG N ri, 40 9 ',I,/ ps A - HO\ EXPIRES:06/30/2017 October 13,2015 4 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a}toss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT"e k is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSI-B9 and SCSI Building Component 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite Suite Heidtds.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642862 PL15-344_UPPER F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:21 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-zo7eKMJVGVE_u9AA5ZbaCtXVwmmxJTBZF71 seJyTr18 2-6-0 I I 2-5-1 II 1-2-0 II 21-11 l Scale=1:28.9 1.5x3 II 3x5 = 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 a 8 O / \ - ` e N g. 1,� 12 11 10PK 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 1013(9 p1-5-9I I 16-7-4 10-2-1 0.-B 0.7-0 50-3 0-7-0 0-1-8 Plate Offsets(X,Y)— F10:0-1-8,Edge),F11:0-1-8,Edge) LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Ina YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=725/0-4-8,9=725/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2508/0,3-4=-2508/0,4-5=2587/0,5-6=2587/0,6-7=2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 WEBS 6-10=-324/0,2-13=1666/0,2-12=0/1041,4-12=399/0,4-11=480/168,7-9=1660/0,7-10=0/1140 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. •<<- PRQp �c� � •q„.. EF, /�2 87022PE �r Ncv �Aj, OREG•N (yam 141ti AP 441 OS A. Heck EXPIRES:06/30/2017 October 13,2015 6 _ 4 a Mi. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M/F7473 rev.10/0312015 BEFORE USE. i" Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quaid),Criteria,DU-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45842863 PL15-344_UPPER F04 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:52:22 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1UY-R h1XiJ71pMrWJINfG6pk54g9A632wUiUnmPBIyTr(7 I 1-0-0 I 1 1-1-11 II 1-7-0 II 1-0-9 1 7-6-0 I Scale=1:32.5 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 e e = N e/ \ e I ` N AIL it I:di N 4/ ``9 e O N e 6 2 26 25 24 23 22 21 20 19 18 3x4= 4x5= 3x5= 3x5= 3x5 = 3x5= 4x6 = 4x4= 3x4= �''�' 15-3-11 14-1-11 1'0-7-011 D-7-0 I 3-9-9 14-1-11 Plate Offsets(X,Y)- [14:0-1-8,Edge),119:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.30 22 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.46 22-23 >493 360 BCLL 0.0 Rep Stress Ina YES WB 0.58 Horz(TL) 0.06 18 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:94 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 27=835/0-4-4,18=835/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1513/0,3-4=1513/0,4-5=2638/0,5-6=2638/0,6-7=-3383/0,7.8=3383/0, 8-9=3752/0,9-10=-3752/0,10-11=3733/0,11-12=3733/0,12-13=3416/0, 13-14=3416/0,14-15=2622/0,15-16=2622/0 BOT CHORD 26-27=0/806,25-26=0/2121,24-25=0/3056,23-24=0/3613,22-23=0/3786,21-22=0/3584, 20-21=0/2622,19-20=0/2622,18-19=0/1831 WEBS 14-20=328/0,15-19=-541/0,2-27=1129/0,2-26=0/990,4-26=-851/0,4-25=0/724, 6-25=585/0,6-24=0/459,16-18=-1977/0,16-19=0/1135,8-24=321/0,12-21=-264/0, 13-21=-328/0,14-21=0/1085 NOTES- i 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. cAS���NGNEFq % - t. tt 87022PE 9r. N y % OREGO r)� 1Vi 9O �c�$ER \1 �4 �s A. HE EXPIRES:06/30/2017 October 13,2015 I memo mit ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not i . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the.overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additionaltemporary and permanent bracing --. MiTek" I. is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,058-89 and SCSI Building Component Solely Information available horn Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sure 109 Citrus Heights CA 95610