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Plans (78) .44 ST-2,vi - lid /373 510 /7s 4 ®CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT ❑CONFORMS TO DESIGN CONCEPT WITH ' 0 NON-CONFORMING—REVSESRESUBMIT °-'. ❑ CONFORMS TO DESIGN CONCEPT WITH s a E KM MA ODOM 417-06 REVISIONS AS S OWN K SNIX NOCEVI EOM Mt DMS MI REEL MI. MORICAMMOMOR OF ;ir: �E ' -i e~ r`i a ❑ NON CONFORMI G—REVISE AND RESUBMIT =ur aTx-raSs MMM Mane BY E:e.la Fuaui Dare 9122(14 THIS SHOP DRAWING HAS BEE REPINED FOP.GENERAL CONFORNAKE M I L B R A N O T ARCHITECTS WITH THE DESIGN CONCEPT Y 4,61114 NOT RELIEVE THE FABRICATORIVENOOR OF RESPONSIBIUMIDR CORFORINVEE WITH T 1 r DESIGN NGS-„-: SPECIFICATIONS ALL OF ORIDI NAVE PRIORITY CRCR OVER-H'P•nP.; IRO. CONTRACTOR SHALL VERIFY AU.DIIL-NSIOHS. 'i Cli 4V By T Date:September 19.2014 MIT • I .LDIC - - .---9.- A CJ1 CJ' r. CJ2 CNS= 1 CJ3 . cm N � .. as '� 8:12 4 — CNS a CJ7 -- WS CCJ,10.. ,,„ f Z./ 110 L 14 cJ CJS CAL— /\ .. 1 we L, %. �• a, Z C G ••-,i a 0.12 1C 12 \ 8:12 _ CJI \ C‘16 CJ io:1. i 16 (3) CJ CJ / ' 0:'2 1_ s CJ16 I � di , - �' *41(2) I IL hi 12 ......::,.F.. — -- — 1 1 GARAGE RIGHT 11'0 11-71/2' I f, 4Or-O' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14RUUSSSCALALCU°�ATION�S AND O ENGINEERESTRUCTURAL PROJECT TITLE REVISION-I: DRAWINGSOR AU.FURTHER PLAN 5-D COFFER INFORMATION. DESIGNER/ENGINEER RECORD I-" umber RESPONSIBLEORALL NON-TRUSS PLAN: DRAWN BY:JP REVISION-2 TO TRUSS CONNECTIONS.BUaaNG DESIGNER/ENGINEER OF RECORD TO S / D-D CHECKED BY: REVIEW AND APPROVE OF ALL & TR U S S 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. • CONFORM 11,DESIGN CONCEPT ® CONFORMS TO DESIGN CONCEPT O CONCEPT WITH • o w FI-CONFORMING-REUSE&RISUOMIT ❑ CONFORMS TO DESIGN CONCEPT WITH AA ,Of 4/-0' e� REVISIONS AS SHOWN IMEA 1.6 NARAMANEA2011 0.'.'°'"MAMA PAPATCA.MO NAP A "A"WY.AA`""'A ❑ NON-CONFO ING-REVISE AND RESUBMIT v4NlYC!@.:ilf SAP OP+aM6i 9y Maim Fueui DA* 9!22114 THIS SHOP MAXIM PAS REVIEWED FOR GENERAL CONEORBWICE M I L B R A N D T ARCHITECTS WITH THE SESIO CCHCE i ONLY AHD DOES IGT RELIEVE THE N FABRICATOR(VEIDOR OF R- IBILITY FOR.CONFORWDE WITH THE DES! AWNS-AND SPECIE! OHS ALL OF MIGH NAVE PRIORITY f�� OVER,. S�f01UWiHG. GWNilO4GTOR SHALL VERIFY ILL DIIENS:RIS. j B: ( d R -ton v Date:September 19.2014 f E'JGI EE PNG INC CJ1 CJ1 CJ2 CJ2C CJ3CJ3C CJ4 CJ5 ® V, ____J____ CJ8 .-� ; 6:12 v CJ6C CJ7 _, CJ7C • CJ8 CJ8 CJ9 ® CJ9 CJ10 . - I CJ10 aCJ11 ,_>. I 9 CJ11 ap ; — • CJ10 CJ10 2? .vEn CJ9 = CJ9 Cii CJ8 i 81 0 0, o od 10:1, CJ7 — 10:12 6:12 1 CJ12 (5) CJ5 , /1-----' \ / '11111 \ CJ13 CJ15 (4 ► 10:1? � __.. CJ14 I, CJ16 411 HGUS26-2 CJ17 10 : . It, I 10f 12 N ea Anil li 11111114- I ti - A.1211,frar IN lh N , Ammons��a en -81GA GA GA -I 4 9.r) ;"--—I- GARAGE LEFT 9'-81/2' 11'-71/2' I 11'-8' BB"WALL 40'-O' O Copyright CompuTrus Inc.2006 BUILDER ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 TRRUU�AATIO�ANDO EERED STRUCTURAL PROJECT TITLE REVISION-1: DRRAIM ALL FURTHER PLAN 5-D COFFER DESIGNE K,IN�CFREECORDhot. tuber PLAN: DRAWN BY JP REVISION T OHTRUSS TO rnu��CO FOR NNEECTIIOONS'J.BUILDING 5 / D-D CHECKED BY: DESIR NEWAND n� RECORDo C O M P A N Y DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. QL T/C S 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. . MiTek USA, Inc. I 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). r.,.,..044L.,b, '4,4i i /it, i , ,a N wa v .� `Cf 10/I/ �F fi, ExPtt ES 6/30135 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 81t1BTR 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) 2874 13- 7=(-974) 4430 BC: 2x6 KDDF #18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4068) 884 9-10=(•1382) 6446 9- 4=(-4418) 994 WEBS: 2x4 KDDF STAND 3- 4=(-2906) 818 10.11=(-2326) 10538 4.10=) -552) 2538 LOADING 4- 5=(-6996) 1538 11.12=(•2328) 10538 10- 5=(-4308) 998 TC LATERAL SUPPORT <= 12'OC. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=(-9248) 2080 12-13=(-1910) 8834 11- 5=( -718) 3206 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)0 84.0 PLF 0'- 0.0' TO 2'- 0.0' V 6- 7=(-4800) 1090 13- 8=(-1054) 4800 5.12=(-2114) 942 IC UNIF TC UNIF LL( 50.0(+ DL( 14.0)= 64.0 PLF 9'- 7.5' TO 1 '-91 7.5' V 7- 8=(-8888) 1490 12. 3=( -612) 2824 8.13=(•-62) 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 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 880 AREA _ = LOCATIONS REACTIONS REACTIONS SIZE SHIN. (SPECIES) TC CONC LL( 18.7)+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: ICOND. 2: Desian checked for net(-5 pati uplift at 24 'oc spacing./ C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,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' J+- ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.001' @ -1'- 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' \n/ nails staggered at: MAX TL CREEP DEFL = -0.178' @ 5'- 9.8' Allowed = 0.714' /v` 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' @ I1'• 2.0' T 1-11-11 7-08-02 1-11-11 T NOTE:Design assumes moisture content does not exceed 19's 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•resiating 1 21.30# 21.30# 12 system and components and cladding criteria. 12 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=8.0, ASCE 7.10, 10.00 Q 10.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.8, .,:.i.,. Truss designed for wind loads M-4x6 M-5x8 in the plane of the truss only. M-3x8 M-4x10 M-3x8 5 40 - - - - 4� M-5x10 ri - - -� I II �I I 4 - - - - I'I v� I_I � II I v o o x 9 10 11 12 13 - 8 c o M-5x10 M-3x8 M-3x8 M-3x8 M-5x6 M-7x8 3584# y 1-09-14 y 2-00-13 y 1-11-01 y 1-11-01 y 2-00-13 y 1-09-14 y 1-00 11-07-08 Scale: 0.4231 .<0` 6',5. INEpfi�s/� JOB NAME: POLYGON PLAN 5-D NH - AH1 61/7" 1P kr lir WARNINGS: GENERAL NOTES,unless otherwise noted: "'92..P E r` 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown end is for an Individual �/� Truss: AH 1 and Warnings before eonstruetlon commences. building component Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the bulking designer. ._ 2.Design assumes the top end bottom chords to be laterally braced et � ► 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their b�ptl�by /�faer DES. BY: LJ Is the responsibYay of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). �tt�("�' DATE: 9/5/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bhidging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6051299 fasteners are complete and et no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment moi/ �.��, 1 4 :ZO\�.,i- design beds be tippled to any component. and era for'thyfullbecondition"of use. ti,, TRANS I D: 407540 5.CompuTrus hes no contol over and sauna no responsibility for the 6.Design assumes NY bearing d all supports shown.Shim or wedge If41041:110.$T" necessary. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Imitations set forth by O.Plates shall be located on both faces of truss,and placed so their center hed upon ins*coincide 111111111111111111111111111111111111111 MITo SAWYTCA'mSCSI,copies of which will be ina CompuTrus Software Bs8(1 L}E request 1nt center Ines. 00.Digits coonh»aa ppkte desigInn values see ESR-1311,ESR-191111(Wyk) EXC'IRES.1213112015 IIIIIHIIIIIII 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 M16BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF R16BTR SPACED 24.0' O.C. 2.3=(-64) 38 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 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' -68/ 301V -23/ B1H 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 ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "oc seeding.) 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' 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'b 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=l.6, Truss designed for wind loads o in the plane of the trues only. 0 O N f-- O -/ O� 4� M-3x4 ), ), y 1-00 2-00 'PROVIDE FULL BEARING:Jts:2,4.31 ��Q,�O PROF�rss JOB NAME : POLYGON PLAN 5-D NH - AJ1 Scale: 0.6772 �5 �`y(gyrJ�wJI NE' i0 WARNINGS: GENERAL NOTES,unless otherwise noted: ��- -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 -4' =92 0 P E 1•' Truss: AJ 1 end Warnings before construction commences building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+• Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��,. DES. BY: LJ2'o.e,and at 10'o.e,respectively unless braced throughout thslr length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ��-4 CC DATE: 9/6/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ C 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. y OREGON t(/ S E loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4. -ir ONb I�. design beds be applied to any component and an for"dry condition"of use. 1-. 1 2 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7.Desgnn asssumes adeauets drainage is provided. R R 4t.A 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 IIIIiI VIII 11111 11111 111H VIII VIII'III'IIITPINVTCA In BCS',copies of which will be furnished upon request. Inge coincidewith jointcenterInes. 9.Digits indicate size off plate In inches. MITekUSA,InC./CompuTrus Software7.8.8(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 111 IIIIII 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 M16BTR SPACED 24.0' O.C. 2.3e(-98) 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 BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 POE 0'- 0.0' -41/ 322V -44/ 1329 5.50' 0.52 KDDF ( 825 1'- 9.2' -10/ 63V 0/ OH 5.50' 0.10 KDDF ( 825) 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,M18 = 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(-S pail uplift at 24 'oc apacina.1 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. TL DEFL = -0.001' @ 3'- 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. c Wind: 140 mph, he20.9ft, TCDLe4.2,BCDL=6.0, ASCE 7-10, coo (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.8, vo Truss designed for wind loads in the plane of the truss only. o o 0 o ► 4► M-3x4 y y 1, y 1-00 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:2,4.31 ii\tO PROFt JOB NAME: POLYGON PLAN 5-D NH - AJ2 Scale: 0.6371 `�� (N 61 WARNINGS: GENERAL NOTES,unless othenvise noted: 4t 4t, /r,r 1.Gunder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for en Individual = .P E r and Warnings before construction commences. building component.Applicebmty of design parameters end proper l Truss: AJ 2incorporation of component Is the responsibility of the bulking designer. f I 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.and at 10'o.c.respectively unless braced throughout their length by �.® l DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheetNng(TC)and/or drywea(mC). DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown•• SEQ. 6051301 4.No bad should be tippled to any component until after al bracing and 4.Installation of tons Is the responsibility of the respective contractor. '�� ,,,OREGON,b, ,�to fasteners em complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 2 ��, design bads los applied to any component. and ere br'dry condition'of use. I� 41' 1 4 O TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.neeeeDesig:assumes full beading et all woods shown.Shim or wedge If lif .' 4 fabdcation,handling,shipment end Instaaetion of components. 7.Design assumes adequate drainage is provided. 'r"1 R`,L�. 8.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both feces of truss,end placed so their center 1111111111111111111111 l which ) mastlines coindde 9. MTeA,dna/CompuT s Software 7 6(1LE with 10. iconrfplate in valFFor beIntricate enplata design values ESR-1311,ESR-1988 QsliTep EXPIRES:12/31/2015 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/Cq=1.00 TC: 2x4 KDDF A16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2.3=(-138) 101 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD 0 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/ 313V -63/ 178H 5.50' 0.50 KDDF ( 825) Connector plate prefix designators: 1'- 9.2' -55/ 142V 0/ OH 5.50' 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 8.7' 99/ 146V 0/ OH 1.50' 0.23 KDDF ( 625) M,M2OHS,1118HS,1116 = MiTek MT series LIMITED STORAGE DOES NOT APPLY OUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. )GOND. 2: DesiOn checked for netl•5 osfl uplift at 24 'oc s9acint.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL o -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' 12 (w) MAX HORIZ. TL DEFL = -0.001' @ 5'- 7,9' 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=21.8ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=1,8, c Truss designed for wind loads oin the plane of the truss only. in t' v - 0 O 4IPMnil -1 M-3x4 y ,L b y 1-00 2-00 3-08-11 'PROVIDE FULL BEARING:Jts:2,4,3) tp PROF JOB NAME: POLYGON PLAN 5-D NH - AJ3 c;<<' .1G INF F6s Scale: 0.5270 ``/15�I ° WARNINGS: GENERAL NOTES,unless otherwise noted: cc' A2• PEI- ,. ir { t.Builder and s before contractor should be races. of all General Notes 1.This design Is based only upon the designparameters shown and h for an individual 92 Truss: AJ3 and Warnings before construction commences. burbling 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„/� DES. BY: L J 3.Additional temporary bracing to Insure stability during conabuctlan 2.Design assumes the rap 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 Allow DATE: 5 2014 the overall ahudure Is the re continuous sheathing such as plywood sheatNng(TC)and/or drywa(BC), f'� / / responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A OREGONtr 4.No load should be appled to any component until star all bracing and 4.Installation of truss h the responsibility of the respective contractor. ^f7 tA kJ SEQ. 6051302 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, i.+^7 N TRANS I D: 407540 5 design loads be applied control to anyand component. g,and pn essuinre for es on bearing ataell supports shown.Shim or wedge If ,V 1 d ompuTrus has no over and assumes no responsibility for the necessary. `��P fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 11111111111111111111 8 This design Is furnished subject to the lmbtatio i set forth by e.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request lines edndde with joint center Ines. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 0.9.Forlts basic conn dor platete size of desige in n values see ESR-1311.ESR-1908(Web) 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 N16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.45(0) 0 BC: 2x4 KDDF M16BTR SPACED 24.0' O.C. 2.3=(-64) 38 IC 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 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 ( 825) 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,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS, 2: Design checked for net(-5 Psi) uplift at 24 'oc nsacina.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 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 LL DEFL = 0.001' @ 1'- 0.1 MAXBC PANEL ' Allowed = 0.54' T MAX TC PANEL TL DEFL = -0.002' @ 1'. 2.9' Allowed = 0.196' 12 MAX HORIZ. LL DEFL = 0.000' @ 1'. 10.9' MAX HORIZ. TL DEFL = -0.000' @ 1'• 10.9' 10.00 7 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce.resisting -., system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.8, Truss designed for wind loads o in the plane of the truss only. 0 0 N 0 0 ot -7 ►/ 4►f M-3x4 y L. l 1-00 2-00 'PROVIDE FULL 8EARING:Jts:2.4.3I D PR OFFS JOB NAME: POLYGON PLAN 5-D NH - ASJ1 Scale: 0.6772 �� IrNg % WARKINOS: GENERAL NOTES,unless otherwise noted: a f rf�� 1.Builder end erection contractor should be advised of as General Notes 1.This design is based only upon the perimeters shown and Is for en Individual Ct' 7 7L .P E re end Wamlrrgs before construction commeneas, bWkang component ApplcebUily of design perimeters and proper ,000.5',..'Truss: ASJ 1incorporation of component is the responsibility of the building designer. ''" 2.2x4 compression web bradng must be installed where shown*. 2.Design assumes the top end bottom chords to be laterally braced a 3.Additional temporary bredng to Insure stability during construction 2'o.c.and et 10'o.o.respectively unless braced throughout their lenng�th by ,/'.filen - 'se .40101P. . BY: LJ is the reeponeurety of the erector.Additions)permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywaa(BC). DATE: 9/5/2014 the overall structs Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ ^� OREGON b W SEQ. : 6051304 4.No bad should be tippled to any component until alter as bracing and 4.Installation of truss Is the responsibility of the respective contractor. 0' ,f, O� fasteners are complete end st no time should any beds greater than 5.Design assumes trusses are to be used in a non-corrosive environment. 2 design bads be applied to any component. and aro ror'dry condftlon"of uas. 0 1 4 v. TRANS I D: 407540 5.CornpuTnn has no control over end assumes no responsibility for the 8.Delon assumes lug bearing etas supports shown.Shim or wedge If A' ��,��i5 fabrication,handling,shipment and Installation of components. necessary. '�/ P^ron 7.Design assumes adequate locatedon both ece is ,provided. 8.This design Is furnished subject to the Inihtloas set forth by 8.Plates shall be bcetedf ploan both feces of Wes,end placed so their center upon 11111111111111111111111111111111111111111 M TedPNTCA in BCSI,copies of USA,lnC./CornpuTrus iSoflware 7.8.8ch will be (1 L)-E vest 0.For bInes asic connndde ectoroplate designjoint vate In luesvalues see ESR-1311.ESR-19118(MITeW EXP'RES.12/31/2015 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: 2x41;;1(DDF 416BTR 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= 250) 562 BC: 2x6"KDDF 416BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(•3012) 732 12.13=) (•2 -1128) 4566 12- 3=(•1e54) 528 18- 8=(-1012) 4520 WEBS: 2x4 KCOF STAND; 3- 4= •4726) 1198 13.1441 .874) 2628 3.13=( -126) 758 8.19=(•3356) 864 2x6'KDDF 42 A LOADING 4- 5=( -996) 4070 14.15=1 -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) 1880 TC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 50.0)+OL( 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'OC. UON. TC UNIF LL( 75.0 +DL 21.0)= 96.0 PLF 4'- 0.0' TO 15'• 11.5' V 7- 8'4(.4484) 1178 17-18=(-1390) 5802 15- 5= -740) 282 TC UNIF LL) 50.0(+DL1 14.0)= 64.0 PLF 15'- 11.5' TO 19'• 11.5' V 8. 9= -3932 120 18.19o(.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=0328) 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 BRG REQUIRED BRG 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) ConnectorCa (or of prefix)g LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'• 7.3' -2972/ 11613V 0/ OH 3.50' 7.82 KDDF (1485) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 11.5' -934/ 3796V 0/ OH 5.50' 6.07 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ( 2 ) complete trusses required. 'COND. 2: Design checked for net1-5 osfl uplift at 24 "oc spacing.( J� 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' �n/ 5' oc in 2 row(s) throughout 2x8 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = •0.062' @ 4'. 1.8' Allowed = 0.533' 'v l 9' oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = 0.038' @ 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' T 1-11-11 T 7-10-05 T 2-05-03 T 3-08-10 T 3-11-11 1' MAX HORIZ. LL DEFL = -0.008• @ 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' T 12 f 4128# '' ' f '' 1f128# fNOTE:Design assumes moisture content does 12 ♦ 12 not exceed 19% et time of manufacture. 10.00 7 10.00 7 N10.00 Design conforms to main windforce-resisting M-4x6 M-4x6 system and components and cladding criteria. 7 M-4x8eWind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 'N (All Heights), Enclosed, Cet.2, Exp,B, MWFRS(Dir), M-4x6 load duration factor=l.6, M-5x16 Truss designed for wind loads M-5x11 M-3x4 M-5x12 M-1.5x3 in the plane of the truss only. 34 5 ,pp T MIll dlc��iiiissat � el C7illm C. 1,.. 12 13 14 15 16 'd' 17 18 19 • M-5x8 M-4x6 M-3x6 M-1.5x3 M-7x8 M-4x8 M-3x6 M-5x1 0 1 0 J. J. y J, M-8x14,, J. J. 110584# J. l 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 J. J. J. ). • 8-04-08 0-05-08 11-01-08 1-00 J. J, J. (PROVIDE FULL BEARING'Jts:1.15.10( 18-11-08 1-00 �uv` OPRO/ JOB NAME: POLYGON PLAN 5-D NH BH1 Scale: 0.2765 �5� INS Al 5/1 °f WARNINGS: GENERAL NOTES,unless otherwise noted: - "'� 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4 T 92 41 0 P E r Truss: BH1 and Warnings before construction commences. building component.Applicability of design parameters end proper �� 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ,% 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.o.respectively unless braced throughout their length by ,^ e/I DATE: 9/5/2014 responsibilitydesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywan(BC. ...."1/1118P el ' the overall structure h the res nsibili of the building 3.2x Impact bridging or lateral bracing required where shown++ Q 4SEQ. : 6051305 .No bad should be appled to any component until alter an bracing and 4.Installation of trues le the responsibility of the respective contractor. "j7 OREGON b, 4(,j loadsfasteners are complete and at no Ume should any greater than 5.Design assumes busses are to be used In a non-corrosive environment. /.. 7j design loads be applied to any component. and aro for"dry condition"of use. �^ k nO. + TRANS I D: 407 540 5.CompuTrus he,no control ver end assumes na responsibility for flee e.Design assumesNg bearing at al supports shown.Shim or wedge if Q 14 P ry. fabrication,handling,shipment and installation of components. Design ass /�,q �.. pl 7.Plates assumesadequateon eoth facets sa �� `L„�. 8.This design h furnished subject to the Irritations set forth by O.Plates shall be located on both facts of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII(III)III(IIIMTek USA,Inc.CompuT a which Software 7.8.13(1L)En request. with joint center Ines. 0 Inecoincide � eosize of or gbh design values ase ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIII 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 1116BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 72 2.4=(0) 0 BC: 2x4:;KDDF M11,BTR SPACED 24.0' O.C. 2-3=(-67) 43 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' -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 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 pefl uplift at 24 'cm spec/fled REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=I/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' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.078' MAX TC PANEL LL DEFL = 0.003' @ 1'. 3.7' Allowed = 0.131' 12 MAX BC PANEL TL DEFL = 0.003' @ 1'. 7.7' Allowed = 0.206' MAX BC PANEL TL DEFL = -0.005' @ 1'- 12.0' Allowed = 0.206' 10.00 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. I) Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, at (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. N o/ r o O r o� ►/ ►/4 M-3x4 J.' y y 1-00 4-00 (PROVIDE FULL BEARING:Jts:2.3.41 Q`co PROP JOB NAME: POLYGON PLAN 5-D NH - BJ1 �.<' INS s/ Scale: 0.6882 \ O WARNINGS: GENERAL NOTES,unless otherwise noted: �� y +r 1.euOMer and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual tt '-9G/'P E{ and Warnings before construction commences. building component Applicability of design parameters and proper Truss: BJ 1 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 stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced e �, 4,410.1". DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'ex.respectively unless braced throughout their lennptla by continuous sheathing such as plywood ahsething(TC)and/or drywal(BC). 4 DATE: 9/5/2014 the overall structure Is the responslb ty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON to � SEQ. : 6051 306 4.No load should be armed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. L � Os't. t�^,,o listeners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorroaNe environment '7 design bads be applied to any component for"dry condition'of use. TRANS D: 407540 5.Comand aro puTrus has no control over and assumes no responsibility for the e.and aassumes tut beading a<s1 supports shown.Shim or wedge If 14 T' fabrication,handling,shipment and installation of components. Designnecessry. adequate proal R V e.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 FIR `� 11111111111111111011 TpinSCSI,copies of which will be furnished uponPnes coincide joint center Ones.O. In MiTek USlno Cmpulrue Software 7.8.6L)E10. eFncoctolanvalorr basic Indicate rpte desginches. see ESR-1311,ESR-1911l1(MRsIQ 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/ODF/Cq=1.00 IC: 2x4 KDDF 616BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF 416BTR SPACED 24.0' O.C. 2.3=(-95) 77 IC 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 BAG REQUIRED BAG 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 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. �QQND. 2: Design checked for net(-5 gsfl 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.8, o Truss designed for wind loads ao in the plane of the truss only. o v, � 4f-- 0 o� �� 4 M-3x4 J• y y 1-00 4-00 'PROVIDE FULL BEARING;Jts:2.4.3) • 's<' ,. INE.PROpe JOB ''NAME : POLYGON PLAN 5-D NH - BJ2 Scale: 0.5824 � INS s/ WARNINGS: GENERAL NOTES,unless otherwise noted: 44 'V5/A' vim 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and h for an Individual CC7(]72 e S P E { Truss: BJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper //,/ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,.'" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s/, ' po Nly 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 a+ tr `' 4SEQ. : 6051307 .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 ,y"OREGON ^V arefasteners complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L- '�/ design loads be applied to any component 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 8.Design assumes fuN bearing at all supports shown.Shim or wedge If V�/\ 'rJ k1 4 2O� P-4n � TRANS I D: 407540 fabrication,handling,shipment and installation of components. Design assumes adequateprovided. MFS R I`�. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located nboth facest of truss,and plead so their center 111111111111111111 TPUWTCA In SCSI,copies of which will be furnished upon request. 9.lines DIgltscoinldcadts with joint phts center es. MiTek USA,Inc/CompuTrus Software 7.8.8(1 L)-E 10.For basic connector plats design values see ESR-1311,ESR-198e(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 6.9' IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4,KODF i16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KOH N16BTR SPACED 24.0' O.C. 2.3=(-205) 171 3-4=( -58) 25 IC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 88G 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 6.50' 0.07 KDDF ( 625) M,M2OHS,M18HS,M18 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 8.9' -30/ 48V 0/ OH 1.60' 0.08 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1oPSF LIVE LOAD, TOP !COND. 2: Desian checked for net(-5 psfl uplift at 24 'oc soacina.( 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 = 0.009' @ 1'- 10.0' Allowed = 0.288' '( MAX TC PANEL TL DEFL = -0.008' @ 1'- 11.4' Allowed = 0.428' 12 7 10.00 MAX HORIZ. TL DEFL = -0.002' @ 5'- 8.2' NOTE:Design assumes moisture content does not exceed 191r at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Ij c Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, a (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=l.8, Truss designed for wind loads in the plane of the truss only. m Cr cf 5► M-3x4 y y y y 1-00 4-00 1-08-15 (PROVIDE FULL BEARING'Jts•2 5 3.41 �Q1, 0 PROpe JOB NAME: POLYGON PLAN 5-D NH - BJ3 Sale: 0,5270 `. yn no WARNINGS: GENERAL NOTES,unties otherwise noted: ..` r5�!I V/ if w 7920.PE 1,Builder and erection contractor should be advised of ea General Notes 1.This design is based only upon the parameters shown and is for an Individual / Truss: BJ 3 and Warnings before construction commences. building component.Applicability of design parameters end proper /� 101 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. /010015'''' 3.Additional temporary bracing to Insure stability dudng construction 2.Design assumes the top end bosom chorda to be laterally braced et 4t�lla> DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2' and et 10'o.o.respectively unless bre=ed thraphout their isrqtl�by ,,/ . po ItN M continuous sheathing such es plywood sheath ng(TC)and/or drywaRBC), -4 (r 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 bed should be tippled to any component until alter al bracing and 4.Installation of trues le the responsibility of the respective contractor. 'Y b 4.0 SEQ. : 60513 08 fasteners are complete and et no time should any bads greater then 5.Design assumes trusses are to be used In anon non-corrosive environment, ), ,L �•, design bads M tippled to any component. bi gra assumes condition"of use. TRANS I D: 407540 5.ConpuTnrs hes no control over and assumesratno responsibility for the 9.Design assumes NA bearing w all support shown.Shim lir wedge If ��A, 14 o T' necessary. 'HER R)t- .0 febdcation,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 O.Plates shell be located on both feces of truss,and plead so their center lines coindde with 111111 VIII VIII VIII VIII IIII VIII IIII IIIIch wil be furnished upon request. M T k OSSA,lna C mpuTrus iSoftware 7.8(1 L)-E 1nt center Ines. 0.FForrbbasicconnector ghats desinches. gn ve es see ESR-1311,ESR-1899(MITep EXPIRES:12/31/2015 INNThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' I8C 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N168TR LOAD DURATION INCREASE = 1.15 1-2=(-48) BC: 2x4 KDOF N16BTR SPACED 24.0. O.C. (' ) 41 1.3=(0) 0 TC LATERAL SUPPORT <= 12.00. UON. LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -13/ 98V -18/ 42H 5.50' 0.16 KDDF ( 625) CnnectoCp8 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF 1'• 9.2' 0/ 25V 0/ OH 5.50' 0.04 KDDF ( 625) 1'• 11.7' -39/ 51V 0/ OH 1.50' 0.08 KDOF ( 625) M,M2OHS,M18HS,M18 = 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 nsf) 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 TO PANEL LL DEFL = 0.003' @ 1'- 2.9' Allowed = 0.131' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC 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' 1-11-11 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), 12 load duration factoral.8, 10.00 Truss designed for wind loads in the plane of the truss only. tk co O 0 I.` 0 cl M,_ 0 8/- 1�� 31♦�� M-3x4 ), ). 2-00 (PROVIDE FULL BEARING:Jts;1,3,21 JOB NAME: POLYGON PLAN 5-D NH - BSJ1 Scale: 0.7703 v�4 �p (N��ss/o WARNINGS: GENERAL NOTES,unless otherwise noted: ' r�� 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 CC' .792./PE r Truss: BSJ 1 and Warnings before construction commences. building component Applicability of design parameters end proper �/"/ 2.2x4 compression web bredng must be installed where shown+. Incorporation of component Is the responsibility of the bng 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 respoibilty of the erector.Additional permanent bracing of Z oto.and at 10'o.c.respectively unless braced throughout their length by � 4010Mow the overall structure Is the responsibility continuous sheathing such as plywood ng(TC)and/or drywal C). - DATE: 9/5/2014 po lity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ tr 4.No load should be applied to any component until alter all bredng and 4.Installation of truss Is the responsibility of the respective contractor. 4 OREGON SEQ. : 6051310 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, �,(.. Zj 2 ��}��tl design bads be applied to any component and an for"dry condition"of use. //� '� Q TRANS I D: 4075408.Design assumes full bearing Mall supports shown.Shim or a If o 14 5.CompuTrus has no control over and assumes no responsibility for the necessary. /�,{ le fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. "'" R",,,.. 8.This design is furnished subject to the Imitations set forth by 8.Plates shag be located on both has or truss,and placed so their center ch will be furnished upon Ines coindde with Joint center Ines. 11111111111111111111 M Bk USA,InC./CompuT 9CA in SCSI,copies of 1Soflware 7.6.6(10-E request 08.Digits.For basic connector plaatetdesign values see ESR-1311,ESR-1988(MITap EXPIRES:12/31/2015 II 11111111 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 1,16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2.10=) -983) 3050 3.10=(-298) 299 BC: 2x4-KDDF #1&BTR SPACED 24.0' O.C. 2- 3o(-3345) 1280 10.11=( -749) 2587 10- 4=(-182) 615 WEBS: 2x4 KDDF STAND 3. 4=(-3184) 1317 11-12=( -413) 1878 4.11=(-746) 536 LOADING 4- 5=(-2473) 1183 12.13=( -791) 2999 11. 5=(•408) 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=(-408) 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 8-13=(-183) 618 OVERHANGS: 18.8' 18.8' 8- 9=( 0) 79 13- 7=1.300` 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 BAG REQUIRED BRG AREA M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 0'- 0.0' -341/ 2026V -282/ 282H 5.50' 3.24 KDDF ( 625) 44'- 0.0' -341/ 2026V 0/ OH 5.50' 3.24 KDDF ( 625) ICOND. 2: Desian checked for net(-5 WI uplift et 24 'oc sDacina,I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017' @ -1'• 6.8' Allowed = 0.158' MAX TL CREEP DEFL = -0.016' @ -1'• 6.8' Allowed = 0.208' MAX LL DEFL = 0.208" @ 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 = -0.018' @ 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' 1 T 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. T T f Design conforms to main windforce-resisting 12 12 6.00 M-4x6 "S.16.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 .ff (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Oir), oad duration factor=1.6, M-5x8(S) M-5x8(5) Truss designed for wind loads in the plane of the truss only. 0.25" 0.25" /\111,pp M-1.5x3 M-1.5x3 el \ N .00000000000000000000000 \ + .!:.... T we101 12 13 4 O o :`iM-3x8 M-3x4 14.25" 0.25 M 3x4 M-3x8\ c M-5x8(S) M-5x8(S) J, y • y y 9-00-11 y 8-11-05 y 7-11-14 b 8-11-05 9-00-13 y y 1-06-12 44-00 1-06-12 �`�00 PROpt JOB NAME: POLYGON PLAN 5-D NH - Cl Scale: 0.1508 `� A- WARNINGS: llf5�1 9 1.Builder a GENERAL NOTES,unled ssonly oupon h noted: Q' ! SPE ti' 1.audder and erection construction car should be advised of aI General Notes 1.Tris design Is based only upon the designtan Mown and is for an Indivkluot Cland Warnings before bracing anon convnsncss. building component.Applicability of parameters and proper f Truss: C 2.2x4 compression web Drednp moat D.installed where shown*. Design Incorporation of component is the responsibility of the allybraced bulking designer. 2.Design assumes the top and bottom chords to be laterally braced �f,,anr _ al<.+ 3.la the rued temporary bracing to Insure stability during construction 2'c.c.and at 10'o.o.respectively unless braced throughout their lsnrpgtThh by 1100.* DES. BY: LJ is Bre rseponeidny of the erector.Additional permanent bracing of continuous sheathing such es plywood shsatdng(TC)and/or drywaA(BC). ! 4C DATE: 9/5/2014 the overall structure Is the responsibility of the balling designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON D, SEQ. : 6051311 4.No load should be applied to any component until atter all bracing and 4.Inatallaton of buss Is the responsibility of the respective contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �, 2 ..i. design loads be tippled to any component and arefor'dry condition"of use. /^� l�,r TRANS I D: 407540 5.CernpuTrus has no control over and assumes no responsibility for the 6.�oesse ssumy fug beadng del supports shown.Shim or wedge if �iV 1 4 a S�F R%6fabrication,handing,shipment and Instalaeon of components. 7.Design ssumes adequate drainage Is provided. PRO- 6. .Thu design is furnished subject to the Imitations set forth by O.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MITek U A,ln0.n 8COnlpuTrua Software 7.6I,copies of which We be .6(10hed -E request.n lines �n�« center 9. anidesigvalues see ESR-1311,ESR-1986(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 N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2. 9=(•1042) 3021 3. 9=(•298) 299 BC: 2x4 KDOF M18.BTR SPACED 24.0" O.C. 2- 3=(-3324) 1271 9.10=) -809) 2538 9. 4=(•182) 818 WEBS: 2x4 KDDF STAND; 3- 4=(-3184) 1308 10.11=( -431) 1847 4-10=(-746) 538 2x4 DF STAND A LOADING 4. 5=(-2452) 1174 11.12=) -780) 2358 10- 5=(-408) 1050 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2444) 1195 12- 8=(•1049) 2770 5-11=(-398) 1027 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3108) 1388 11- 6=(-721) 526 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 7- Bs(-3287) 1328 6.12=(•226) 561 OVERHANGS: 18.8" 0.0" LL = 25 PSF Ground Snow (Pp) 12- 7=(-247) 336 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA "• For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 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 5.60" 2.94 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series JT 8: Heel to plate corner = 2.50" ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 8.8' Allowed = 0.156' MAX TL CREEP DEFL = -0.016" @ -1'- 8.8' Allowed = 0.208" MAX LL DEFL = 0.205" @ 18'• 0.0' Allowed = 2.142' MAX TL CREEP DEFL a -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 not exceed 19% at time of manufacture. 21-11-15 21-09-01 Design conforms to main windforce•resisting 7-04 7-01 7-06-15 fi 7- 06-15 7-01 7-01-02 system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (AllatoribiCat.2, Exp.B, MWFRS(Dir), 6.00 p M-4x6 Q 6.00 Heights),fc = s 4.0" Truss designed for wind loads 5 We' in the plane of the truss only. M-5x8(S) O% , M 5x8(S) 0.25" 0.25" M-1.5x3M-1.5x3 co \11( oo°°°°°°°°'°''d°.°°°°°.°.°°/°°°de \ /\1111111r%:/% 111%•%„,z,%.*R4-3x8 c �r c /^M-3x8 M-3 x4 MO 8.25" 0.25)'1 M- 3x4 ..6. o M-5x8(S) M-5x8(S) J. J. J. y > J• J• y 9-00-11 8-11-05 7-11-14 8-11-05 8-09-13 y 1-06-12 43-09 Scale: 0.1508 ',3 or PROFS1p? -.4 JOB NAME: POLYGON PLAN 5-D NH - C3IN WARNINGS: GENERAL NOTES,unless otherwise noted: q r� 1.Builder end erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and is for an individual 4t' 7 92 e t P E { Truss: C3 and Warnings before construction commences. building component Applicability of design parameters and proper 411r,1",,,e.2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibiary date building designer. 3.Additional temporary bradnp to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: LJ2 o.c.and at 10'o.c.respectively unless braced throughout their length byL/1�m' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). ,..."441111114 • DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SC 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. y4. OREGON 4.4/ SEQ. : 6051312 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 - "'7 ��` end are ss"drycondition"bearing use ^ Q n of y design loads hass applied to any component. :Q; 14 2 K� TRANS I D: 407540 5.CompuTrus no control over and assumes no responsibility for the 8,necessary. e Design assumes NA at all supports shown.Shim or wedge if 4f t11 'a' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. "�Fi R I L� 8.This design is furnished subject to the Anitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPUVyrCA in SCSI,copies of which will be furnished upon request Digs cdndawith jointcenterInes. 9.Digits Indicate ofplatee size of In inches. MITek USA,Inc./CompuTrua Software 7.8.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1588(MITel EXPIRES:12/31/2015 IIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D SETBACK 8.00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #168TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= 0) 84 2.13=(-1956) 5870 3-13=( -154) 354 2x6 KDDF #16BTR 72, 13 2- 3=(-6786) 2286 13.140(•3080) 8274 13- 4=( -486) 1888 BC: 2x6 KDDF #16BTR LOADING 3- 4=(-6742) 2338 14.15=(-3340) 8912 13- 8=(-2804) 1328 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 15.18=(-3048) 8220 6-14=( -92) 754 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'. 0.0' TO 10'- 0.0" V 4- 8=(-5996) 2126 16.12=(-1910) 5602 14- 7=( -486) 380 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 6. 7=(•8588) 3228 7.15=1 -534) 994 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 49'- 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 TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10.11=-8614) 2318 16.11=1 -190) 392 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 418.7)+DL( 116.7)= 539.3 LBS @ 34'- 0.0" 11.12=(-8548) 2250 ___= LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0' 0.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA 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) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 43'- 9.0' -1095/ 3584V 0/ OH 5.50' 5.73 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required. 11,M2OHS,M18HS,M18 = MiTek MT seriesJ� Join together 2 ply with 3'x.131 DIA GUN ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "oc soacina.) nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.005' @ -1'• 8.0' Allowed = 0,167' /V` 9' oc in 2 row(s) throughout 206 top chords, MAX TL CREEP DEFL = -0.005" @ -1'- 8.0' Allowed = 0.222' 9" oc in 2 row(s) throughout 206 bottom chords, MAX LL DEFL = 0.289" @ 22'• 0.0' Allowed = 2.142' 9' oc in 1 row(s) throughout 204 webs. MAX TL CREEP DEFL = -0.532' @ 22'• 0.0' Allowed = 2.856' MAX HORIZ. LL DEFL = 0.078' @ 49'- 3.5' MAX HORIZ. TL DEFL = 0.127' @ 43'- 3.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting .I* system and components and cladding criteria. ,i 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.8, 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 1' 'f f533.30# T T T 33.30# T l' 12 12 6.00 p M-7x8(5) Q 6.00 M-5x6 M-3x5 0.25" M-3x5 • M-5x6 ,,.. (9 6 y\/\/ < .1zx3 e+ M M-3x8 0 iP o /M-3x8 M 3x8 10.25 " 0.25)5 M 16x8 •12 o M-7x8(S) M-7x8(S) J. ), 1, 1, y 1, J. y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 y 1-08 43-09 .okt JOB NAME: POLYGON PLAN 5-D NH - CH1 Scale: 0.1499 ��.„_, PNR F,„ /044 WARNINGS: GENERAL NOTES,unless otherwise noted: q 1.Builder and erection contractor should be advised of ei General Notes 1.This design is based only upon the parameters shown and Is for an indvkual - o P E r and Warnings before construction commences. building component Applicability of design parameters and proper Truss: C H 1 Design assumes componentp Is the responsibility to the building designer. �, �+'''~. 2.2x4 compression web bracing must be Installed where shown*. 2.Design the top and bottom chortle to be laterally braced at 3.Additional temporary bracing to Insure stability during constructionY o.c.and at 10'0.o.respectively unless braced throughout their lenngpttihh by a{y�~. DES. BY: W is the responaidaty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). =� 44- DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bddging or lateral bredng required where shown++ SEQ. : 6051313 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 fasteners are complete and at no time should any loads greater then 5.Design assumes trussesL ri are to be used In a non-corrosive environment, a ltd A. design loads be applied to any component and are for"dry condition"of use. <0 4 14 xp TRANS I D: 407 540 5.CampuTnn has no control over and assumes no raaponslbisy for the 6.Design assumes full bearing at aI supporta shown.Shim or wedge If 44,4? .�y fabrication,handing,shipment and Installation of components. neaanaassumes sry. eQ provided. v 0.This design is furnished subject to the Irritations set forth by 8.Plates shall be loafed on bothi feces of truss,and placed so their center R R�� 1IIIIII VIII VIII 11111 11111 111 11111 1111 1111 MITek U3A�nInc�/C Inc./CompuTrus Software 7copies of which win be m8.8(1 L)Eupon request 1lines coindde with Joint center Ines. 0.For bnnicd indicate size actor plate design values see ESR-1311.ESR-19118(MRap EXPIRES:12/31/2015 11111111 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 1/16BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.13=(-1346) 2900 3.13=( -97) 178 2x6 KDDF #16BTR T2, 13 SPACED 24.0' O.C. 2- 3=(-3372) 1652 13.14=(•1891) 3901 13- 4=( -331) 1025 BC: 2x6 KDDF @168M 3. 4=(-3183) 1579 14.15=(-1739) 4230 13- 8=(-1371) 647 WEBS: 2x4 KDDF STAND LOADING 4. 5=( 0) 0 15.18=(•1701) 3873 6.14=( -18) 401 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2791) 1452 18.12=(-1313) 2785 14- 7=( -257) 154 TC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4061) 1945 7.15=( -278) 155 BC LATERAL SUPPORT <= 12.00. 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 (PQ) 9.10=( 0) 0 10.16=( -367) 997 NOTE: 204 BRACING AT 24'OC UON. FOR 10.11=(•3118) 1527 18-11=( -31) 219 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-3258) 1578 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 BRG AREA M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) vertical members (uon). 0'- 0.0' -404/ 2034V -104/ 1148 5.50' 3.25 KDDF ( 625) 43'. 9.0' -337/ 1837V 0/ OH 5.50' 2.94 KDOF ( 825) ** For hanger specs. - See approved plans Connector plate prefix designators: ICOND. 2: Design checked for net(-5 of) uplift at 24 'oc soacina.) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,816 = 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 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 1' T T T T T T T T T T 12 6.00[7" M-5x6 M-7x8(S) Q 6.00 � M-3x5 p,25" M-3x5 M-4x6 6 -- y 8 M-1.5x3 M-1.5x3 + \/\./44- _ 1 r M-3x8 to 0 13 14 / 1' 1x5 16 *12 0 O M-3x8 M-3x8 0.25" 0.25 M-3x8 0 ,' y M-718 (5) M-718 (5) )' y y y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 y 1-08 43-09 JOB NAME: POLYGON PLAN 5-D NH - CH2 Scale: 0.1499 ca•\(t.\''to ass WARNINGS: GENERAL NOTES,unless otherwise noted: � , r�/r fp. /�H 1.Builder n and s be or contractor should be advised of a8 General Notes 1.This ng is based only upon y the parameters shown is for an Individual 92 P E f Truss: CII Z 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 budding 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: LJ2'c.c.and at 10'o.c.respectively unless braced throughout their length by `40,401,,," airy Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). ! �- ' DATE: 9/5/2014 the overall stricture is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ Cr SIt 4.No load should be applied to any component until alter all bredng and 4.Instellatlon of truss is the responsibilityy of the respective contractor. OREGONki E Q. :rbads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. qZ �j N� A.design bade be applied to any component and are for"dry condition"of use. ' 41 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.es]n ry.assumes full bearing at all supports shown.Shim or wedge if d 14 t P fabrication,handling ,shipment end installation of components. 7.Design assumes adequate drainage is prodded. C R R y�y,v 1111111011111111111111 6 This design is furnished subject to the Irritationsriset forth by 8.Plates shell be located on both faces of tons,and placed so their center TPIANTCA In SCSI,copies of which win be furnished upon request lines coincide with Joint center lines. MITek USA,Ina/CompuTrus Software 7.6.6(1L)-E 1o.For basics ccoonnectorplate design values see ESR-1311,ESR-1998(diTek) 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 KDOF 918BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.13=(•1067) 2889 3-13=(.152) 199 BC: 2x4 KDDF N16BTR 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 PSE 7- 9=(-2213) 1074 7.16=(-457 180 8- 9=( 0) 0 9.10(.285) 791 LL = 25 PSF Ground Snow (Pg) 9-10=(-2551) 1111 16.10=(-489) 344 NOTE: 2x4 BRACING AT 24'OC 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) 261 _ __= 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 BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) •* For hanger specs. • See approved plans 0'- 0.0' -321/ 2034V -182/ 191H 5.50' 9.25 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,MI8HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.) 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 = 0.187' 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 windforce-resisting T T - T system and components and cladding criteria. 5-02-03 0-04-08 5.04-05 5.05.11 5.04-06 ,f T 1"f f f•( T 1' T Wind: 140 mph, 11=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-07-06 5-05-11 5-04-05 0-04.08 5-02-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T T TT T f f T T oad duration factor=l.6, 1212 Truss designed for wind loads 6.00 M-4x6 M-3x8 M-4x6 S1 6.00 in the plane of the truss only. M-5x6(S) rt ;•N M-5x6(S) 0.25" 0.25' ,o + + /1.4-1.5x3 M-1.5x3 it\ \lop 0 \ - M 3x10 0 4-p / 13 1- 15 �8 17 *q2 � o M-3x8 M-3x4 0.25" M-1.5x3 0.25 M-3x4 0 M-5x8(S) M-5x8(S) y y 8-04-03 y 7-09-04 y 5-10-09 y 5-10-09 y 7-09-04 y 8-01-03 y 1-08 43-09 WEDGE REQUIRED AT HEEL(S). NAME: POLYGON PLAN 5-D NH - CH3 Scale: 0.1483 ;C: � PROF- JOB " ev4/64:71-- Truss: l 1.Builder G.TN'GENERALis NOTES,unless otherwise noted: 92 S P E r 1.BulMer and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown and Is for en Individual and Warnings before construction commences. blinding component.Applicability of design parameters and proper f T r u S s: CH3 Incorporation of component Is the responsibility of the building designer. +� 2.act compression web bracing must be Installed where shown+, 2.Design assumes the top and bosom chords to be laterally braced at /,�tlr 3.Additions]temporary bracing to insure stadah during construction y o.e.and at 10'o. respectively unless breeed throughout their isrqth by DES. BY: L J is the responNtiNh of the erector.Additional permanent bndrp of continuous sheathing such as plywood sheathing(TC)and/or drywet(BC). - (,Z` DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact brldgbp or lateral bracing required where shown++ �� OREGON b, � SEQ. : 6051315 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responaidgly of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Dalgnr assumes truuas are to be used In a non-corrosive environment, yr Z design loads be applied to any component and ere for"dryfull ben"of use. TRANS I D: 407 540 5.CompuTrus hes no control over end assumes no responsibility for the 6.Designcoassumes lull bearing at all supports shown.Shim or wedge if '� 14 One �P fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided.ssary. MFR R I L4 8.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center Ines ndde nt center Ines. 111111111111111111 M TeTPIk USA'nSCSI,copies of lna C mpuT (ch will be furnished Software 7 8 6(1 L)of request.n 10.For Digits connectors platedesignvalues see ESR-1311,ESR-168e 9diTep EXPIRES:12/31/2015 II1IIIIIIIIIIIThis 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.14=)-1282) 2926 3.14=(•151) 184 BC: 204 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-3337) 1610 14.15=(-1142) 2698 14- 4=( -22) 359 WEBS: 2x4 KDDF STAND 3. 4=(-3135) 1578 15.16=(-1120) 2476 4-15=(-523) 297 LOADING 4. 5=(-2589) 1493 16.17=(-1120) 2476 15- 5=1-357) 819 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17.18=(•1208) 2619 15- 7=(-483) 298 BC LATERAL SUPPORT <= 12.00. 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=(-463) 298 8- 9=( 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=( -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=( 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 BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA vertical members (lion). LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) Connector:plate prefix designators: 0'• 0.0' -444/ 2038V 1981 1988 5.50' 3.26 KDDF ( 625) 44'• 0.0' -444/ 2038V 0/ OH 5.50' 3.26 KDDF C 8,CN1B (or no prefix) = CompuTrus, Inc ( 625) M,M20HS,U18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 paf) uplift at 24 'oc spacing.) 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'. 8.5' 19-11-11 4-00-10 19-11-11 MAX HORIZ. TL DEFL = 0.145' @ 43'- 8.5' 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 not exceed assumes moisture content does I I I 1 1 1 1 T I '( not exceed 19% at time of manufacture. 12 • a 12 Design conforms to main windforce-resisting 6.00 M-4x6 �M 4x6 Q 6.00 system and components and cladding criteria. M-3x8 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, �: 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 M16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF M16BTR 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,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 osfl uplift at 24 'oc soacin0,I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TLsL/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 TO PANEL TL DEFL = -0.001' @ 0'. 8.7' Allowed = 0.089' MAX BC PANEL LL DEFL = 0.006' @ 2'. 8.6" Allowed = 0.254' 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. ,..t., 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=l.6, 10,00o Truss designed for wind loads I) o in the plane of the truss only. f o 0 0 ',- ►� ►/4 M-3x4 L. 1, 1, 1-00 (PROVIDE FULL BEARING:Jts:2,3.4I 6-00 ��P�,D P�tOF�� JOB NAME: POLYGON PLAN 5-D NH - CJ1 Scale: 0.6964 ��/ �l �O� WARNINGS: GENERAL NOTES,unless otherwise noted: �nI 1.Builder and erection contractor should be advised of alt General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4t' 7 721 S P E r- and Warnings before construction commences. building component Applicability of design parameters and proper /' Truss: CJ 1 2.2x4 compression web brsdng must be installed where shown+. incorporation of component Is the responsldly of the building designer. i/ 3.Additional temporary bracing to Insure stability during construction 2.Aslan assumes the top end bosom chords to be laterally braced al �pAr• DES. BY: L l Is the responsibility site erector.Additional permanent bracing of o.c.and at 10'o.e.respectively unless braced throughout their lerqth by !^ continuous sheathing such as plywood ahealMrp(TC)endlor dryaroA(BC), ,(r• 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 SEQ. : .6051317 4.No bad should be spelled to any component until after all bracing and 4.Installation of tons Is the responsibmty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, I. -� 2aN� ~ design loads be spilled to any component and are for"dry condition'of use. O )' 1 4 Q` TRANS I D: 407 540 5.CompuTrus hes no control over and assumes no reeponsidly for the 8.Deecsaar assumes fun bearing al at supports shown.Shim or wedge If p[i fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is prodded. `r'1 1-110- 8.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII VIII II I VIII VIII VIII VIII(III(III M Tek SA,Inc.CompuTrun SCSI,copies of va Software 7 8 8(1 L)-E request.ch will be furnished upon 9..Digits basic connecto of plate plate Ines coincide with joint center values see ESR-1311.ESR-lava(MITep EXPIRES:12/31/2015 IIIIIIIIIIIIIIThis 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 d16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4'KDDF M16BTR SPACED 24.0' O.C. 2-3=(-B0) 58 TC LATERALISUPPORT <0 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/ 303V -27/ 91H 5.50' 0.49 KDDF ( 625) Connector plate prefix designators: 2'- 3.6' -124/ 112V 0/ OH 1.50' 0.18 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 50V 0/ OH 5.50' 0.08 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. ICOND, 2: Design checked for net(-5 Dsfl 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' ,r fMAX 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'- 8.8' Allowed = 0.254' 10.00 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. I) 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, c (All Heights), Enclosed, Cat.2, Exp,B, MWFAS(Dir), load duration factor=l.6, c Truss designed for wind loads a in the plane of the truss only. r<- v 0iiill � ►� ►�4 f o M-3x4 k k y 1-00 'PROVIDE FULL BEARING:Jts:2,3,41 6-00 JOB NAME: POLYGON PLAN 5-D NH - CJ2 .<c.. o P�oF�ss Scale: 0.6704 CJ f,al(vr�N I7yb/p� �f WARNINGS: GENERAL NOTES,unless otherwise noted: �4Cf� v I 1 I�/ I O 1.Builder and erection contractor should be advised of a0 General Notes 1.This design Is based only upon the parameters shown and Is for an Individual = .P E r Truss: CJ 2 and Warnings before construction commences. bullding 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 bullring designer. 4:"'" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end 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 ! �+� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or 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++ -yrL �OREGON ��(/� 4.No sad should be rippled to any component until altar all bracing and 4.Installation of truss i the reaponsiNlty of the respective contractor. SEQ. c 6051318 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to b.used In anon corrosive environment. ZO P} design loads be applad to any component and are for"dry condition"of use. / F; TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Designsiassumes full bearing at all supports shown.Shim or wedge if Q 14 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. MFR y l-k 8.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 Ilines coincide with joint center 111111 VIII VIII VIII VIII VIII VIII IIII IIII MIT81 k US inInc./CompuTrus which Software 7.6.6(10-E request. 10.For basic connector plate design values see ESR-1311,ESR-1988(MRalq s. 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 N16BTR LOAD DURATION INCREASE = 1.15 1.2.( 0) 72 2.5=(-49) 83 3.5=1 0) 78 BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. 2-3=12.3=` 118)314 5.8=(-30) 95 3.6=(-99) 31 WEBS: 2x4 KDDF STAND; 31 LOADING 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT c= 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 -27/ 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. )GOND, 2: Design checked for net(-5 psi) uplift at 24 'oc spacin0.1 Y,M20HS,M18HS,1116 = Yi7ek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-04-06 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 = •0.001' @ 2'- 5.5' Allowed = 0.159' MAX IC PANEL LL DEFL = 0.003' @ 0'- 11.5' Allowed = 0.081' 12 MAX BC PANEL TL DEFL . •0.003' @ 1'- 9.5' Allowed = 0.118' 10.00 7 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. )i) .- Design conforms to main windforce-resisting �e c system and components and cladding criteria. Wind: 140 mph, h=20,2ft,components .claddi=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 3x5 oad duration factor=l.6, rTrussdesignedforwind loads M ',400 h00111.1.111.1.1111111111. in the plane of the truss only. oo ��5 6 ►� 4 CI -�� M-1.5x3 0'er M-5x6 ..2X WEDGE W/(2) M-2.5X4 TYP. • 2.75 12 y y y )' 2-05-08 2-09-13 0-08-11 J, y y y 1-00 2-05-08 6-00 3-06-08 )PROVIDE FULL BEARING:Jt8:2.4.6) ��0 PR OFFS JOB NAME: POLYGON PLAN 5-D NH - CJ2C � s Scale: 0.5669 � /� �,p v 4� X11211 �* ' WARNINGS: GENERAL NOTES,unless otherwise noted: 92 P E c` :. 1.Builder and erection contractor should be advised of ale General Notes 1.This design Is based only upon the parameters shown end is for an individual CC Truss: CJ2C endWandi ms before construction commences. building component Applicability of design parameters and proper /►�/ 2.2u4 compression web bracing must be Installed when shown+. Incorporatlon of component Is the responsibility of the building designer. i 3.Additional temporary bracing to hours afadtity during conetructlon 2.Design assumes the top and bottom chords to d throuphoulthdr length by laterally braced at '�!'• ,/�.�� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing 0.0.end N 10'o.a respectively unless bracedng of continuous sheathing such as plywood sheattng(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure Is the responsibility of the building dearer. 3.2u Impact bridging or Intend bbradng required where shown++ OREGON E 4.fasteners load complete be aannd�at no componentm awry toadstil after al greater Mao S. �n assuon mes trusses aro to responsibility seed of a non non-corrosive contractor. p 1 -sr 14 2(aN ty S E Q. :..6051319 desIgn loads a epp5ed to any component end aro for"dry condition'of use, f. TRANS I D: 407540 5.ConpuTms has no contrd over and assurnss no responsldaty for the 8.Dnsdgn uwmes full bearing d ell suppons shown.Shim or wedge If my [i b Qj tabdca8on,handing,slpment end Installation of components. 7.Design assumes adequate drainage Is provided. n R I1..�- 8.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of Wu,and placed so their center I IIIIII VIII 11111 VIII VIII 11111 11111 IIII IIII MTITPIAMTCA in ECM,copies of e USA,Ina/CompuTrus(Software ch will be furnished 6(1 L)Z request. 09..Fojoint center lines. ur basic connecor pof late desigte In n 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 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2X4;KODF 916BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KW 811&BTR SPACED 24.0" O.C. 2.3=(-82) 76 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS:, 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -29/ 395V -40/ 122H 5.50" 0.54 KDDF ( 625) prefix designators: 3'- 6.1" -127/ 128V 0/ OH 1.50" 0.21 KDDF ( 625` C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'• 0.0' 0/ 55V 0/ OH 5.50' 0.09 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. ICOND. 2: Design checked for nett-5 oefl uplift at 24 'oc soacing.l 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 = 0.099" 3-06-13 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 7 --/ MAX HORIZ. TL DEFL = 0.000" @ 3'• 6.1' NOTE:Design assumes moisture content does 0 not 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, c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0pad duration factor=1.6, 4 Truss designed for wind loads cp in the plane of the truss only. c; m lillArill0 0 �B44 -7, 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 �� D PN F�619 WARNINGS: GENERAL NOTES,unless otherwise noted: �/ - • • 9 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and is for an individual ‘k. .SPE f Truss: CJ 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 be building designer. ,/' 3.AddPoonal 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 ,�„ • /� DATE: 9/5/2014 ydesigner. continuous sheathing such as plywood required ng(TC)and/or drywa11(8c, o the overall shudure is the responsibility of the building 3.2x Impact bridging or lateral bracing where shown++ "t 4.No bad should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. "'q OREGON 4, SEQ. : 6051320 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment L �j f?" '� �( TRANS ID: 407540 design loads be applied to any component 6.and aassumes full bean of use. all au �y 14 5.CompuTrus has no control over and assumes no responsibility for theDesignng supports shown.Shim or wedge ifn1(1. ry. fabrication,handling,shipment and installation of components. Design ass J�,9t�/I R`` VV 6.This design Is famished subject to the Irritations set forth 7•Plates assumes adequate bothdrafecesece is of trussand C rl 1. III EMI VIII VIII VIII NMI kf lelby 8.Plates shall be located on oso1 truss, placed so their center TPIIWTCA In BCSI,copies of which coil be furnished upon request Inas coincide with joint center Ines. 9.Digits Indicate size of plate in Inches. MITek USA,Inc/CompuTrus Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MITA) EXPIRES:12/31/2015 1111111 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:)SDDF #16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(-52) 89 6.5=1 0) 18 BC: 2x4;KbDF #16BTR SPACED 24.0' 0.C. 2-3=(-171) 21 5. 7=(-69 114 5.3= 0) 51 WEBS: 2x4KDDF STAND 3.4=( -24 34 3-7=(-127) 76 LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 12.0' 0.0' 0'- 0.0' -41/ 343V -40/ 122H 5.50' 0.55 KDDF ( 625 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 INC 2012 NOT BEING MET, ICOND 2 Design checked far net(•5 p{i) uplift at 24 "on apacina.l BOTTOM CHORD CHECKED FOR tOPSF 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 TL CREEP DEFL = -0.005' @ 2'- 3.8' Allowed = 0.199' MAX LL DEFL a 0.000' @ 0'- 0.0' Allowed = 0.099" MAX IC PANEL LL DEFL = 0.005' @ 1'• 1.1' Allowed = 0.159' MAX BC PANEL TL DEFL = -0.009' @ 3'. 7.4' Allowed = 0.186' 3-06-13 MAX HORIZ. LL DEFL = -0.004" @ 5'- 7.5' f f MAX HORIZ. TL DEFL = 0.005" @ 5'- 7.5' 12 NOTnotEexceedn19%s atatimeiofure manufacturdoes e . 10.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 Wind: 140 mph h=20.7it, TCDL=4.2,BCDL=6.0, ASCE 7.10 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), dfo6 Truss designedforwindloads #iiikkish...._ ..- in the plane of the truss only. A . N 4 I ig CD o M-1.5x3 ,/- PM24 6 0 0 M-3x4 M-3x4 M-3x4 J. y J. 2-03-12 3-08-04 J, y y J. 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2.4.71 is SOD PROpS. JOB NAME : POLYGON PLAN 5-D NH - CJ3C Scale: 0.4986 614/ ti O WARNINGS: GENERAL NOTES,unless otherwise noted: ,(� ` i�/1c /{' 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 ..92/.P E and Warnings before construction commences. bulking component.Applicability of design parameters and proper Truss: CJ 3CIncorporation of component Is the responsibility of the bulking designer. f 2.2x4 compression web bracing must be Instated where shown+, 2.Design assumes the top end bottom chords to be laterally braced at 7.Additional temporary brodng to Insure stability during construction 2'o.o.end at 10'o.c.respectively unless braced throughoutihelr length by �.p '_. DES. BY: LJ Is the responsiblity of the erector.Additional permanent bcedng of continuous sheathing such as plywood sheathing(TC)and/or drywaa(1C). ('r• DATE: 9/5/2014 the overel abudure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng regdred where shown++ :OREGON a +y" SEQ. : 6051321 4.No bad should be appted to any component until alter all bradng and 4.Installation of truss Is the responsibility of the respective contractor. L- 't! A. fasteners are complete end et no time should any bads greeter than 5.Design assumss trusses areto be used In•nonmomodve emlronm ent, �,r� ,t/. �, design beds be apptisd to any component and aro br-dry conditlon'of use d: 14 V4 TRANS I D: 407540 5.CornpuTrus has no control over and assumes no responsibility for the 8.Design assumes NI bearing n as support shown.Shim or wedge if fabdc tion,handing,shipment and instatiaton of component. necessary. tel 1 7.Design assumes adequate drainage Is provided. ��R R`t•-`' :. 5.This design is furnished subject to the Irritations set forth by 8.Plates shall be locatedof onboth faces of truss,and placed so their center wM be furnished lines colndde 11011111111111111111111111111111111111 MIT USA,Inc./CompuTruIANTCA In BCSI,copies of s Software.8.6(1 upon )-E request. 1joint center lines. 0.Digits basiindicate connector platetdesign values see ESR-1311,ESR-1988(MITelq EXPIRES:12/31/2015 IIIIIIIIIIIIII ,'` This design prepared from computer input by 11 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4,KDDF N1MBTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 72 2.4=(0) 0 BC: 2x4 KDDF 916BTR SPACED 24.0' O.C. 2-3=(-109) 95 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 SO.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) Connector plateprefix designators: 4'- 8.4" -118/ 148V 0/ OH 1.50' 0.24 KDOF ( 625) 9 LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 64V 0/ OH 5.50• 0.10 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. IGOND. 2: Design checked for net(-5 osfl uplift at 24 "oc soacin0.l 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' f '( MAX IC 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 HORIZ. TL DEFL = -0.001' @ 4'- 8.4' 10.00 7 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=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, c Truss designed for wind loads in the plane of the truss only. 4 m vIFI 0 .,- -s�4 s M-3x4 ; y y 1-00 6-00 'PROVIDE FULL BEARING:Jts;2,3.4) JOB NAME: POLYGON PLAN 5-D NH - CJ4 A�, 0 PNOF�ssi Scale: 0.5377 `� ! Q WARNINGS: GENERAL NOTES,unless otherwise noted: 4, v ff�� #'� 1.Bulkier and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and is for an Individual 72 e.P E r" Truss: CJ 4 and Warnings before construction commences. building component Applicability of design parameters and proper f . 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional2'o.c.and at 10'o.c.respectively unless braced throughout their length by atriM�' De ly permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywati(SC). -''f`-tae DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ al Q 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. '� OREGON t(/ SEQ. : 6051322 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used ins non-corrosive environment, I -�7,� Q� TRANS I D. 407 540 5.design loads be applied to any component. and aro for"dry condition'of use. 6. wedged Y 14 2 -�' • anupuTrus has no control over and assumes no responsibility for the Design assumes full at all supports shown.Shim or If A- P fabrication,handling,shipment and Installation of lopi Design ass `✓/' "S c°moth by e• 7.Design halt bel sated o adequate drainage Is provided. C{l R`L 6.This design Is furnished subject to the Irritations set forth by 8.Plates shell located on both faces of truss,and placed so their center 1111111111111111111 TPUWTCA In BCSI,copies of which will be furnished upon request. 9.Digits coincide caate size joint f platenInrinches. MiTek USA,Inc./CompuTrus Software 7.8.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(Web) EXPIRES:12/31/2015 • III IIIIIIIII 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 H16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0 72 2.6= •93) 129 6.5= 0) 18 BC: 2x4,KDDF 815111R SPACED 24.0. O.C. 2.3=(-214( 36 5-7=(-122) 165 5.3= 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -59 46 3.7= -184) 135 LOADING IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SM.IN. ((SPECIES OVERHANGS: 12.0' 0.0' 0'- 0.0' -30/ 375V -53/ 153H 5.50' 0.60 KDDF ( 625 LL = 25 PSF Ground Snow (Pg) 4'- 8.5' -85/ 87V 0/ OH 1.50' 0.14 KDDF ( 625 Connector late prefix designators: 8'. 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 INC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift et 24 "ox s acp ins l 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 MAX HORIZ. LL DEFL = -0.007' @ 5'• 7.5" MAX HORIZ. TL DEFL = 0.007' @ 5'- 7.5' 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 177 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=21.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=1.6 Truss designed for wind loads �` M in the plane of the truss only. v 07 AI .7 0 c m M-3x4 o M-1.5x3 6 0 M-3x4 M-3x4 y 1, J, 2-03-12 3-08-04 ; ), ), y 1-00 2-05-08 6-00 3-06-08 , (PROVIDE FULL BEARING:Jts:2.4.7( pc,0 PROs JOB NAME : POLYGON PLAN 5-D NH - CJ4C c�� s Scale: 0.4610 o WARNINGS: GENERAL NOTES,unless otherwise noted: - 5//r / T('U$$ 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is for can individual CC' 92 w.PPE 1' CJ 4C end Warnings before construction commences. building comon ponent component Amicability the of design parIlly mule brs uilding rpip dedmner. 1 l 2.2x4 compression web bracing oast be Installed where shown+. Incorpo2 Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction �-,�„ 4. DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracing of 2' tin and at 10'o.c.respectively unless braced throughout their lenngSth by po Aly continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). -10 4C DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ �7 OREGON b ((/ 4.No load should be tippled to any component until alter an bracing and 4.Installation of trues Is the responsibility of the respective contractor. 4_ _ SEQ. : 6051323 fasteners are complete end et no time should any bads greater than 5.Design assumes trusses are b be used In a non-corrosive environment, , a design beds be tippled to any component. end aro for"dry condition"of use. 14 x• '* TRANS I D: 407 540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes null bearing at all supporta shown.Shim or wedge N li fabrication,handing,shipment and Installation of components. neco ass R + V 7.Design assumes adequate drainage Is provided. �+l R ib`' 6.This design N furnished subject to the Initations set forth by 5.Plates shell be locatedonboth faces of truss,and placed so their center BCSI,copies of which win be shed upon III Ell III Inn IIIII IIII III IIII M Tel S'nine CompuTrus Soflwareb+7.6:(1 E oast 10.For basic connector plate design values see ESR-1311,ESR-1958(Wei)Ines coindde with joint center Ines. 9.Digits Indicate size of plate in Inches. EXPIRES:12/31/2015 i' ;L; V''''''III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER 'SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX 1-2.) FORCES 2.4o(0)/Cq=1.00 BC: 2x4 KDDF p1UBTR SPACED 24.0' O.C. 2.3=(-137) 115 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' -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 = 26 PSF Ground Snow (PA) 5'- 11.6' 107/ 168V 0/ OH 1.50' 0.27 KDDF ( 625) = ormpuTrus, 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 nett-5 gsfl uplift at 24 'oc soacing,l 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' 6 NOTE:Design assumes moisture content does 12 not exceed 194 at time of manufacture. 10.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TOOL=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. v 0 hn ,. co 7 O 0 ► 4►"1 -V M-3x4 1' 1, L. 1-00 6-00 'PROVIDE FULL BEARING:Jts:2.4.31 PJOB NAME: POLYGON PLAN 5-D NH - CJ5 •\t. IoINEFess, Scale: 0.4821 5/1, 0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4Ll - 1.Builder and erection contractor should be advised of a5 General Notes 1.This design is based only upon the parameters shown and is for an Individual C' T n/ O P E r."Truss: CJ 5 and Warnings before construction commences. building component.Applicability of design parameters and proper 'r 2.2x4 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. 41110111. DES" BY: 1,1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at W o.c.respectively unless braced throughout their length by �� .� DATE: 9/5/2014 the overall structure Is the responsibilityof the designer. continuous sheathing such as plywood required ng(TC)and/or drywati C. A building p 3.2x I�pad bridging or lateral bracing where shown++ -� OREGON 1 4.No bad should be applied to any component until after as bracing and 4.Instakdon of truss is the responsibility of the respective contractor. SEQ. : 6051324 fasteners are complete and at no time should any beds greater than 5.Design assumes busses are to be used In a noncorrosive environment, �. L ,gib40 design loads be applied to any component. and are for"dry condition"of use. /� y ,� Q A� TRANS I D: 407 540 s.CompuTrus has no control over end assumes no responsibility for the 6.necessary.i n assumes full bearing at al supports shown.Shim or wedge t p �y`. fabrication,handling,shipment and Installation of components. adequate R I L`" v 6.This design is furnished subject to the Irritations set forth by B.Plattes nshall be assumes located on botdrainage facesle bussed placed so their center IIIIII VIII VIII VIII VIII VIII VIII'III'III MITch SA,Inc./Co puTftts in SCSI,copies of 'ch vd1 be furnished Software 7.6.6(IL)En request. 1limo coindde with joint center Ines. 0.For basic ccoonne dor pp�desinches. gnvalues etsee ESR-1311,ESR-1986(MITep EXPIRES:12/31/2015 IIIIIIIIIIII 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 1/18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.8=(-150) 175 8.5=( 0) 18 BC: 2x4 KDDF M18BTR SPACED 24.0' O.C. 2.3=( 257) 55 55 5.7=(-195) 224 5-3 5.3=(•240) 251 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRO AREA BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 398V -68/ 185H 5.50' 0.64 KDDF 625) OVERHANGS: 12.0' 0.0' 5'- 7.5' -21/ 142V 0/ OH 5.50' 0.23 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.6' -69/ 108V 0/ OH 1.50' 0.17 KDDF ( 825) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M18 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for nett-5 Dofl uplift at 24 'oc snacina.) 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' 5-11-10 MAX HORIZ. TL DEFL = 0.010' @ 5'- 7.5' f 1. NOTE:Design assumes moisture content does -1 not exceed 19%at time of manufacture. Design conforms to main windforce•reaisting 12 1� system and components and cladding criteria. 10.00 Wind: (All40 mHeights),7Enclosed,4Cat.2, Exp B,ASCE MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. M-4x6 v 4,11 m Ali °D 1 -W M-3x4 o M-1.5x3 8.0,e- ►� 6 c M-3x4 M-3x4 • k 2-03-12 y y 3-08-04 ), )' y • t' , 1-00 2-05-08 6-00 3-06-08 d,"' (PROVIDE FULL BEARING:Jts:2.7.41 Scale: o.aoae `.�� 1r0 PNE.,, 0/0 JOB NAME: POLYGON PLAN 5-D NH - CJ5C X45 7vv��Jryry5/1t�rC f WARNINGS: GENERAL NOTES,unless otherwise noted: =.7G 1-c' /'- 1.Builder and erection contractor should be advised of d General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 9/J Truss• CJ5C and Warnings before construction commences. bullring component Applicability of design parameters and proper j 2.2x4 compression web bradng must be Installed where shown+. incorporation of component Is the responsibility of the bulidnp dealpner. >� 3.Additional temporary bradnp to Insure stabiny during construction 2.Design assumes the top and bosom chorda to be laterally braced at � ' Ton.and at 10'o.c,respectively unless braced throughout their lenngptthh by /',P DES. BY: LJ is the responsibmly of the erector.Additional permanent bradrg of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). <m ¢ DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ -ys� OREGON TRANS I D: 407 540 , r,/ 4.No bad should be applied to any commend until after es bracing end 4.Insteeetion of truss Is bre responsibility of the resper:tive contractor. (}REGQN A. SEQ. : 6051325 6stenere are complete and et no the should any bade greater then 5.Design assumes tenses are to be used In a non-corrosive environment design beds as append to acomponent. and are Por'dry condNon"of use. 16 O Y 14 5.CompuTrus no control er and assumes no responsibility for the S Design assumes rug baarinp Nap supports shown.Shim or wedge If fabrication,handling,shipment end Instaeaeon of components. Design tie. R R 11..'- 7.Design snubs adequate dons drainage is provided.e 6.This design is furnished subject to the Imitations set forth by a.Plates shall be bested on both faces oftruss,end placed so their center 11011111111111111111111111111111111 111 11 Wok TPUSA,lnDA in SCSI, /CompuTrua Ich v411 be Soflware+716.6(1)-shed upon request. 0 For Ines withor Joint phde In design values see ESR-1311,ESR-l=ea(Weld EXPIRES:12/31/2015 IIIIIIIIIIIIIIThis 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 A18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. 2-3=(-217) 192 3.4=(-115) 66 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -24/ 3774 -79/ 216H 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' -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 IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP ICONO. 2: Desian checked for net(-5 psf) uplift at 24 "oc spacing,( AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0,003' @ -1'. 0.0' Allowed = 0.133• MAX TC PANEL LL DEFL = 0.074' @ 2'- 9.2' Allowed = 0.481' e MAX TC PANEL TL DEFL = -0.073' @ 2'- 11.9• Allowed 0 0.722" goo MAX HORIZ. LL DEFL = -0.003' @ 5'- 11.2• 101/111 2 MAX HORIZ. TL DEFL = -0.003" @ 5'• 11.2• 10.00 7 j0 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, c (All Heights ), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads co in the plane of the truss only. M O 121111.1111=1111111111111M1=1111111111111 ---/ O 5. M-3x4 y y J, 1, 1-00 6-00 1-02 (PROVIDE FULL BEARING:Jts:2.5.3.41 Scale: 0.4578 �`� . PRO,t p JOB NAME: POLYGON PLAN 5-D NH - CJ6 (((Ng ts, WARNINGS: GENERAL NOTES,unless otherwise noted: w '(]'rr��/' -I 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4t' 2 0 0 PE t Truss: CJ 6 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. Alrfe' 3.Additional temporary bradrg to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c,and at W o.c.respectively unless braced throughout their length by ef.. la the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)and/or drywal�C). `Is. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ a Q 4.No load should be tippled to any component until alter as braving and 4.Installation of truss Is the responeibltty of the respective contractor. '37 -4 OREGON b 4./ SEQ. : 6051326 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 'r7 TRANS I D: 407 540 design loads be applied to any component. S.Design assumes fuand are for"dry ll b oad^p use. all supports shown.Shim or wedge if /c.r 14 Z�� • 5.CompuTrus has no control over and assumes no responsibility for the necessary L: -e� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. C-�R`.I-" G.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and plead so their center ch 111111111111111111 VMITe SAINVICA lnBCSI,copies of lnc./CompuTnte(Software 7.8.8(1 L)E request.ll be furnished upon 1O.0.Forndde with Joint center Ines. basicbaInes sic of design values sea ESR-1311,E$R-18118 OdiTe10 EXPIRES:12/31/2015 101111 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 HOOF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=2.2=( ) 72 46 2-7=(- 114) 206 7-6= 0160 7-6.1 ) 58 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. S-230 WEBS: 2x4 KDDF STAND 9.4=(.165 126 3.8= -229` 165 LOADING 4.5=( -62j 26 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 92.0 PSF BC LATERAL SUPPORT<= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIflEO BflG AREA TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 0.0• SQLOCATIONS REACTIONS REACTIONS SIZE .IN. (SPECIES 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 KDDF 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP IDDND. 2: Design checked for net s oaf) 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 = 0.006' @ 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.008' @ 2'- 3.8' Allowed = 0.339• 7-02-01 MAX HORIZ. LL DEFL = -0.008' @ 5'- 7.5' T f MAX HORIZ. TL DEFL = 0.009' @ 5'- 7.5' -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. b Design conforms to main windforce-resisting system and components and cladding criteria. y Wind: 140 mph h=22.21t, 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 j in the plane of the truss only. 12 al 10.00 7 M-4x6 . 41/171 G t7,. M-3x4 QM co �0 in o r� M-3x4 M-1.5x3' ' �o 0i,. (V 7 0 M-3x4 y y ). 2-03-12 3-08-04 ; y y > 1-00;, 2-05-08 4-08.09 y y 6-00 1-02-01 (PROVIDE FULL BEARING:Jts:2,8.4.5) c/CII9,0 JOB NAME : POLYGON PLAN 5-D NH - CJ6C • Scale: 0.3413 O t Fess% WARNINGS: GENERAL NOTES,unless otherwise noted: .�.P E 1.Builder and erection contractor should be advised of d General Notes 1.This design Is based only upon the parameters shown and Is for an Individual end Warnings before construction commences. building component Applicability of design parameters and proper Truss: CJ 6C +, Incorporation of component Is the responatbilty of the building designer. 2.2x4 compression web braving must be Instsled where shown 2.Design assumes the top and bottom chords to be laterally braced a 3.Additional temporary braving to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their lennggtthtr by �,,".!' _'/. DES. BY: LJ is the mponsibiny of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(Bc). al DATE: 9/5/2014 the overall structure is the responeibiNy of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGdN� �lQ SEQ. : 6051327 4.No load should be rippled to any component until after as bracing and 4.Installation of truss is y the responsibility of the respective contractor. p, fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment L design b 5. ads be applied to any component end roaro br'dry condition"of use. <h 4 y 14 TRANS I D: 407540 CompuTrus hes no control over end sesames no .ponsibllty for the 8.Den�assumes NA bearing at al supporta shown.Shim or wedge If fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is ed. SFR R ft..`' V ti.This design is furnished subject to the Initations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center I/WTCA In SCSI,copies of vkich will be furnished 11111111111111111111 MTITPe USA,Inc./CompuTrus Software+7.6.6(1 L)E est 0.Fo�basic connlines colndde ectoofplate desJoint rign vin alues see ESR-1311,ESR-1888(MiTek) EXPIRf8:12131J2015 JIIIIIIIIIIIII 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 N16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF N18,BTR SPACED 24.0' O.C. 2.3=(-266) 237 LATERAL SUPPORT <= 12'OC. UON. LOADING 3.4=( 90 38 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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' -2261 355V 0/ OH 1.50' 0.46 KDDF ( 625) M,M2OHS,M18HS,M16 = 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 nett-5 psfl uplift at 24 'oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TLMCREEP DEFL = •0.003" @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.118' @ 2'• 11.7' Allowed = 0.481' y10.007 ° MAX TC PANEL TL DEFL = 0.104' @ 2'- 11.7' Allowed = 0.722' MAX HORIZ, LLDEFL = -0,003" @8'- 3.7"MAX HORIZ. TL DEFL = -0.003" @ 8'- 3.7"NOTE:Design assumes moisture content does notexceed19� attime of manufacture. D eastern andn forms to componentsin andicladdin rcriteria. Y P 9Wind: 140 mph, h=22.7ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, m (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, ,a. Truss designed for wind loads o in the plane of the truss only. co vOligNo0 ' J, ) y J, 1-00 6-00 2-04-07 [PROVIDE FULL BEARING:Jts:2,5,3,41 JOB NAME: POLYGON PLAN 5-D NH - CJ7 ''•Eo IPN Fes, Scale: 0.4129 ```f�1I5//r 67# WARNINGS: GENERAL NOTES,unNssotherwise noted: r� KT 1.Bulkier and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual T. 7/ $PE �Yr Truss: CJ 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. /' DES. BY, L J 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'nun and at ill'o.a respectively unless braced throughout their length by s',�„ s/�' DATE: - 9/5/2014 the overall structure Is the res continuous sheathing such as plywood required ng(TC)and/or dryw■A C, /' Q responsibility of the building designer. 3.2x Impact bridging or lateral bracing where shown++ 111 4.No load should be applied to any component until after a6 bracing and 4.Installation of tons Is the responeidlIty of the respective contractor. OREGON SEQ. : 6051328 fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �,(,- ZONA �� design loads be applied to any component, and are for"dry condition"of use. / 4. TRANS I D: 407540 5.Compu7me has no control over and assumes no responsibility for the 8,Deesignary mBs full bearing at all supports shown.Shim or wedge if d 14 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is molded. 'u" R R f��;,, v 11111111111111111 6.This design Is furnished subject to the IMtations set forth by 8.Plates shall be located on both faces of tures,and placed so their canter TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. MITek USA,Ina/Com uTrus Software 7.8.6(10-E 1U,Forr basiiwith of plate Ines. Pplate design values see ESR-1311,ESR-1968(MITelq 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 IC: 2x4 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 1.22.2°))-230) 82 2-7=72 (-115) 164 6.6=( 0) 18 BC: 2x4 KDDF STANDR SPACED 24.0' O.C. 3.4u -216) 173 3.8=(-234) 166 WEBS: 2x4 KDDF LOADING 4.5= 68 31 TC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0' -29/ 386V -93/ 249H 5.50' 0.62 KDDF ( 825) LL = 25 PSF Ground Snow (Pg) 5'- 7.5' -19/ 131V 0/ OH 5.50' 0.21 KDDF ( 625) Connector plate prefix designators: 5'- 11.2' -158/ 243V 0/ OH 1.50' 0.31 KDDF 625 C,CN,C18,CN18 (or no iTek prefix) = riesuTrus, Inc LIMITEDQISTORAGE DOES NOT APPLY DUE T2 THE SPATIALI M,M20HS,M18HS,M18 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. B'• 4.4' -341 53V 0/ OH 1.50' 0.08 KDDF 825) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND 2 Design checked for net osfi uplift at 24 "ox 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' 1 l' NOTE:Design assumes moisture content does -/ not exceed 194 at time of manufacture. Design conforms to main windforce-resisting /zoo system and components and cladding criteria. 12 Wind: 140 mph h=22.7ft, TCDL=4.2,BCDL=8.0, ASCE 7.10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 10.00 Trussload ddesigned uration ffor owind�loads in the plane of the truss only. c0 M-4x6 tijllkl...._41111111111111111%iob..._ m 'llii R 8• -/ -;,•tC ,,--. r c M-1.5x3 M-3x4 7M-3x' o M-3x4 J• J, b 2-03-12 3-08-04 J. J• y J. 1.00j, 2-05-08 5-10-19 y 6-00 2-04-07 IPROVIDE FULL BEARING:Jis:2.8.4.51 �,..0 PROFFss JOB NAME: POLYGON PLAN 5-D NH - CJ7C Scale: 0.3027 NE o 445/WARNINGS: GENERAL NOTES,unless otherwise noted: CC. •92/ �E r 1.Builder end erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and Is for en Individual Truss: CJ7C and Warnings before construction commences. buidng 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 bullring designer. ,./.;+•'''' 3.204Additional temporary bracing to Insure sledlly during construction+. 2.Design assumes the top and bottom chords to be literally braced at 4611101.' 2'c.c.and et I D o.c.respedNey unless braced throughout their length by „...e,. DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathlng(TC)and/or drywal C). -se it DATE: 9/5/2014 the overall sbudure N the responsibility of the building designer. 3.2x Immpepad bridging or lateral bradng required where shown++ OREGON to 4.No load should be rippled to any component until alter ell bradng end 4.InstaAatun of truss Is the rosponsidmy of the respective contractor. A. SEQ. : 6051329 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, Fit,*V 1 .r�aN TRANS I D: 407540 „04.A., design bads be rippled to any component and are for"dry condition"of use. 'Ae7�- 5.d enpuTras has no control over end assumes no responsibility the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handing,shipment end Installation of components. 7.Deassumessign RAIL. adequate Is te drainage died. 6.TMs design Is furnished subject to the Indigene set forth by 8.Plates shall be located on both faces of truss,and placed so their center III VIII 11111 VIII 11111 11111 VIII IIII IIII i In furnished nrequest. 9.Digits MTeIna CmpuTNa Software+7.86(IL)E lines coindde with Joint center Ines. 10. coInches. Forr basic connector plate design values see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 I'IIIIIIIIIIII 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 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KODF 416BTR SPACED 24.0' O.C. 2.3=(-319) 286 3-4=(-102) 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -23/ 376V -107/ 284H 5.50' 0.60 KDDF ( 625) Connector,plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 01 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 tOPSF LIVE LOAD. TOP [COND. 2: Desian checked for net1-5 psfl uplift at 24 "oc soacina.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 = 0.067' @ 3'- 4.9" Allowed = 0.481' I:// MAX TC PANEL TL DEFL = -0.075' @ 3'- 2.4' Allowed = 0.722' r MAX 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 194 at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, %i load durAll ation factors'd8'Cat,2, Exp.B, MWFRS(Dir), c Truss designed for wind loads in the plane of the truss only. 40 co M d 1 5►_ RAIMIIIIIIIIIMININ 0 M-3x4 y 1, J, ), 1-00 6-00 3-06-14 [PROVIDE FULL BEARING:Jts:2.5.3,4( ,g,0 PROFes JOB NAME: POLYGON PLAN 5-D NH - CJ8 Scale: 0.3715 \5� PR s WARNINGS: GENERAL NOTES,unless otherwise noted: �� v 92J" v- 1.Builder and erection contractor should be advised of aN General Notes 1.This design is based only upon the parameters shown and Is for an Individual (t' 7/ ..P E C` Truss CJ 8 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. 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 2'o.c.and et 10'oto.respectively unless braced throughout their length by ` ✓.l po Maty permanent bracing of continuous sheathing such u plywood sheathing(TC)and/or drywee(BC). J 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++ 4.No bad should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. 7 OREGON <1/ SEQ. : 605133 0 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. G* �,� �Nb design bads be applied to any component. and are for"dry condition"of use. 1 d x, "� TRANS I D: 407540 5.CompuTnrs has no control over and assumes no responsibility for the 6.Design assumes"drys tel bearing at as supports shown.Shim or wedge U P necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 4f R R`1.\" 6.This design is furnished subject to the Imitations set forth by 6.Plates shall be located on both faces of tens,and placed so their canter IIIIII IN VIII 11111 III VIII VIII[III[IIIM Tek USA,InG/Cortlpulrus ISoftwware 7.6.6(1L)-En .6.6(1 L)En requesCA in SCSI,copies of whch will be furnished t 9.Inncide es joint center Ines. Indicate dinches.esign Frbaconnorpte desig alues see ESR-1311.ESR-1965(Nish) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 #16BTR 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=(-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 BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -22/ 378V •117/ 331H 5.50' 0.80 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "ox soacing.l 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' h MAX TC PANEL TL DEFL o -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' • 12 NOTE:Design assumes moisture content does not exceed 194 at time of manufacture, 1.111.°11" 10.00 7 • Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23,7ft, TCDL=4,2,BCDL=6,0, ASCE 7.10, C (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '.' v load duration factor=l.6, G Trues designed for wind loads of in the plane of the truss only. m c y' 6 M-3x4 J ) ,l b 1-00 6-00 4-09-04 'PROVIDE FULL BEARING:Jts:2.6.3.41 4 JOB NAME: POLYGON PLAN 5-D NH - CJ9 Scale: 0.3424 4i� M 06., o. WARNINGS: GENERAL NOTES,unNuothenvise noted: oA 1.Builder and erection contractor should be advised of d General Notes 1.The design is based only upon the parameters shown and is foroan Individual 9PE r Truss• CJ 9 and Warnings before construction commences. building component n f component Is ltheoredesign spoonsibiarameters band prullring desiincorpgner. 2.2x4 compression web bracing nest be Installed where shown+. 2.Design assumes the top end bottom chords to be laterally bracedd at - ... 3.Additional temporary bracing to Insure stability during construction � P DES. BY: LJ le the responsibility of the erector.Additionalpermanent brad of 2'o.e and et 1rr o.c.such as ply urdees braced throughout their Is by ,® • n9 c'IA= sheathing such di plywood ahaatNng(iC)and/or dryvrea C). DATE: S/5/2014 the overoe structure N the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREG .y � 4.No load should be applied to any component until after a9 braving and 4.Installation of truss Is the responsibility of the respective contractor. 7A 73I .. SEQ. : 60513 31 fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ✓� 14 2• design loads be tippled to any component and are for"dry condition"of use. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Desies assumes fol bearing at at supports shown.Shim or wedge If 1 ` �Q fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. +1bb 111-�"' II e.This design is furnished subject to the irritations set forth by B.Plates shall be located on both faces of trues,and placed so their center 11111 II II VIII VIII VIII VIII'III'III'III TPOWTCA in tical,copies of which cots be furnished upon regwal 9.Digtsinndicaai sizesiplat ininches. MITek USA,InalCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 1111111111 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 IC: 204'KDDF M16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF 416BTR SPACED 24.0' O.C. 2.3=(•411) 381 TC LATERAL SUPPORT <= 12.00, UON, LOADING 3-4=(•192) 140 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=( •55) 29 OVERHANGS: 12.0' 0.0' DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) Connec 8,CN18 (or prefix) =designators: rus, Inc LL = 25 PSF Ground Snow (Pg) 0'• 0.0' -23/ 376V •134/ 356H 5.50' 0.60 KDDF ( 625) M,M20HS,IIIBHS,(or no MiTekprMT series 5'- 9.2' 0/ 68V 0/ OH 5.50' 0.11 KODF ( 625) 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) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11'- 11.7' -30/ 49V 0/ OH 1.50' 0.08 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 osf) uplift at 24 'oc soacinad VERTICAL DEFLECTION LIMITS: LL=L/240, TL0L/180 /, MAX LL DEFL = -0.002' 9 -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 IC PANEL TL DEFL = -0.075' @ 3'- 2.4' Allowed = 0.722' MAX HORIZ. LL DEFL = -0.007' @ 11'- 10.9' MAX HORIZ. TL DEFL = -0.007' 9 11'- 10.9' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10,00 7 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), d load duration factor=l.6, o Truss designed for wind loads • in the plane of the truss only. M O _ c 8- M-3x4 J• y y 1-00 6-00 5-11-11 (PROVIDE FULL BEARING:Its:2,6.3.4.51 JOB NAME: POLYGON PLAN 5-D NH - CJ10 �,�,o PRox� Scale: 0.3221 ��J� ! fff(NJfpryp��/ WARNINGS: GENERAL NOTES,unless otherwise noted: �(r� v +� / ! I v� 1.Gunder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual �' T 92 0,P E �r Truss: CJ 10 and Warnings before construction commences. bullring component.Applicability of design parameters and proper 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 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 continuous sheen Ing respectivelyecs unless ood shbraced a CN g(TC)throughout dairylength(ej y �'`'�es '�� ' Po permanent bracing of DATE: ` 9/5/2014 the wend structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ 4 Cr SEQ. : 6051332 fasteners are complete and at no 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. -"j+' OREGON 4(/ time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, x/ 4/OREGON TRANS I D• 407540 design loads be applied to any component. and are for"dry condition"of use. ros has no control over end assumes no responsibility for the S.De siggnna y.assumes lug bearing at en supports shown.Shim or wedge if A- R;!4 5.CampuT Z fabrication,handling,shipment and installation of components. 7 Design assumes adequate drainage is provided. Mb`ti � 1. 8. S 11111111111111111 VThis design is furnished subject to the Imitations set Porth by Plates shall be located on both faces of truss,and placed so their center TPINVrCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center Ines. MITek USA,Ina/CompuTrus Software 7.6.6(IL)-E 10.For ba basic connector plaate size of te desigIn n values see ESR-1311,ESR-1a88(Weir) EXPIRES:12/31/2015 111111111 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 M16BTR LOAD DURATION INCREASE = 1.15 1.20) 72 2-6=(0) 0 SPACED 24.0' O.C. 2-3=(-454) 427 BC: 2x4 KDDF N14BTR 3.4=(•246) 188 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4-5=( -77) 55 BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ SRO REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SG.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,CI8,CN18 (or no prefix) = CompuTrus, Inc 6'. 9.2' 0/ 68V 0/ OH 5.60' 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 KOOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' •189/ 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. (COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacina.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = •0.002' @ -1'• 0.0' Allowed = 0.100' f: MAX TL CREEP DEFL = -0.003' @ •1'• 0.0' Allowed = 0.193' 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 windforce•resisting 12 system and components and cladding criteria. 10.00 7 Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=l.6, Truss designed for wind loads 4 in the plane of the truss only. co v rw -/ o M-3x4 1-00 6-00 7-01-10 (PROVIDE FULL BEARING:Jts:2.6.3.4.51 Scale: 0.2976 `.,:c.:51/4�. 1NE._s� JOB NAME: POLYGON PLAN 5-D NH - CJ11 � � �o�� WARNINGS: GENERAL NOTES,unless otherwise noted: ?92•e'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 Truss CJ 11 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be IostaRed where shown+, Incorporation of component is the responsibility of the bulking designer. I"2.Design assumes the top and bottom chords to be laterally braced at 49,4101011r* 3.Additional temporary bracing to Incurs stability during construction T o.o.and at 1C o.c.respectively unless braced throughout their lenngpthfh _DES. BY: LJ is aro responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood aheathing(TC)and/or drywaf(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++ F� OREGON �y� 4.No loud should be appled to any component until ager all bracing and 4.Installation of trues b the responsibility of the respective contractor. SEQ. : 6051333 5.Design assumes trusses ars to be used In a non-corrosive environment, �Q q 14 rLQA.t- design esi fasteners aro be u complete and at no time ant. any bads greater than b *dry • f- dealgn loads applied to any component. and aro assume condition.'of use. TRANS I D: 407 540 5.CompuTrus loads hes no control over and onent.assumes no rasponsibiNy for the 8.�� ry mea rule bearing at all supports chows.Shim or wedge If n t� fabdcason,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. n R`'`'V- B.This design Is banished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed an their center Ines coincide with I 111111 VIII VIII VIII VIII VIII VIII(III(III MTrn/WTCA In SCSI,copies of ITe USA,Inc./CompuTrus(Software 7.6(1 upon )E request. 10.FFornt center Ines. rbbasic of designalues see ESR-1311,ESR-1988(MITe10 9. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.6' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 8158TR LOAD DURATION INCREASE = 1.15 1.2= 0) 72 2.5= BC: 2x4 KDDF /MA.BTR SPACED 24.0' 0.C. 2.3=(-33634 (0) 0 3-4=(-109) 56 1 IC LATERAL SUPPORT <= 12.00. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V .111/ 296H 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,CNI8 (or no prefix) = CompuTrus, Inc 5'- 11.2' -261/ 392V 0/ OH 1.50' 0.50 KDDF625 M,M2OHS,MIBHS,M16 = Mitek MT series 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 INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP (GOND. 2: Design checked for net(-5 :WI uplift at 24 'oc spacina.( 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' 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:Deaign assumes moisture content does not exceed 19% at time of manufacture. ;1.111/ 2 Design conforms to main windforce-resisting 10.0system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6,0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad duration factor=1.6, o Truss designed for wind loads w in the plane of the truss only. 0 cc co, at c /11".°11° 5'"-- M-3x4 J, y y y 1-00 6-00 3-11-12 (PROVIDE FULL BEARING:Jts;2.5.3.4( JOB NAME: POLYGON PLAN 5-D NH - CJ12 Scale: 0.3645 .,5< �D PN F�...wo WARNINGS: GENERAL NOTES,unless otherwise noted:o �� * r+fl` ` 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual tt' ! s PE ti' Truss: CJ 12 and Warnings before construction commences. building component ApptcablAly of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.a and at 1a'o.c.such es unless braced throughout their length by `,�, continuous sheathing such es pywood sheadwhere)and/or drywaAlBC. DATE: 9/5/2014 the overall be ea Is the toresponsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -y>L A OREGON SCC 4.No bad should be applied to any component until altar ail bracing and 4.Instaaation of trues iss the responsibility of the respective contractor. _"/ SEQ. : 60513 34 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, 2O� �4 design loads be applied to any component and are for"dry condition"of use. - / '� TRANS I D: 407540 5.Co Trus has no control over end assumes no responsibility for the 8•Deanna y.assumes fug bearing et all supports shown.Shim or wedge If V 14 0 fabrication,handling,shipment and installation of component. 7.Design assumes adequate drainage Is provided. ��R`�`,. (VIII VIII VIII IIIIIIIIIIIIII VIII II IIII 8.This design is CSI, ed subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and dated so their center TPIANTCA In SCSI,copies of which will be furnished upon request. Ansa coincide with joint center Ines. MITek USA,Inc./CompuTrus Software 7.8.8(1 L)-E 1.For basicctconnecto of iplate design values see ESR-1311,ESR-1958(MITeW 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 N15BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4KDDF M16BTR SPACED 24.0' O.C. 2-3=(-249) 222 3.4=( -91) 37 TC LATERAL SUPPORT <o 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 BAG AREA OVERHANGS,: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -24/ 378V -88/ 238H 5.50' 0.80 KDOF ( 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,M2OHS,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 ( 825) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP ICOND, 2: Design checked for nett-5 nsfl uplift at 24 'oc spacin0.1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' -/ MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.095' @ 2'- 11.8' Allowed o 0.481' � ) MAX TC PANEL TL DEFL = -0.077' @ 3'- 2.4' Allowed = 0.722' i MAX HORIZ. LL DEFL = -0.003' @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003' @ 7'- 10,9' 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 0 Design conforms to main windforce-resisting 4 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), co c load duration factor=l,8, Truss designed for wind loads o in the plane of the truss only. r, m v - -/ G ► 5► 0 M-3x4 ' )' y y 1.00 6-00 1-11-10 !PROVIDE FULL BEARING:Jts:2,5,3,41 • .„to PR OPE JOB NAME: POLYGON PLAN 5-D NH - CJ 13 Scale: 0.4253 �/ `715/11'9 * WARNINGS: GENERAL NOTES,unless otherwise noted: 928 SPE �'' 1.BuIder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an brdvldual and Warnings before construction commenoss, bulking component.Applicability of design parameters and proper - /�,,./ Truss: CJ 13Incorporation of component Is the responstdlty of the building designer. / 2.2x4 compression web bndng must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at �y ' 3.Additional temporary bradng to Insure stability during construction 7 o.a and et 1p'o.e.respectively unless braced throughout their lerrgqMM by ,•e,p DES. BY: LJ is the responsibility of the erector.Additional permanent brednp of contiinpuaous sheathing such as plywood sheatbng(TC)and/or drywall(BC). (� DATE: 9/5/2014 tne overall structure Is the 4.No load should be applied to any component until aftbility of the er all bracing and 3.Innstallatioctn oftrussIs lateral hresponsibility of required respective contractor. '}� ,j OREGON�t A.S E Q. : 6051 335 fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ,�}„ 24 "�" design beds be tippled to any component and are for"dry condition'of use. 14. t,. TRANS I D: 407540 5.C sign loTros has no control over and assumes no responsibility for the 8.Design assume tut bearing d e5 supports shown.Shim or wedge if 1 fabrication,handing,shipment and Installation of components. Design as. 6 t 7.Design assumes adequate drainage is provided. n R`1-' O.This design Is furnished subject to the Imitations set forth by 8.Plates shell be located on both faces of truss,and pieced so their center Ines coindde 11111111111 111p 11111 X11111111 11111�p�Ift M TBI S,Ina CompuTrua Software 7n BCSI,copies of which will be tfurnished(1L)En request. 1Joint center Ines. 0.For basic conrrodor plate design values see ESR-1311,ESR-1958 QdiTelg /� EXPIRES:12/31/2015 -,L- ,'= 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 616BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF 816BTR 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 BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' .34/ 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 REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. IDDND. 2: Design checked for net(-5 WI 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 7 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, MWFAS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. ca00 LI') m v o 7 KriAll1111.11111111111..111111.M -1 ' Mei 4 WMA M-3x4 y y y 1-00 6-00 'PROVIDE FULL BEARING:Jtn:2.4.3) at PROFS JOB NAME: POLYGON PLAN 5-D NH - CJ14 iNF 19 Scale: 0.4821 �5 I vA� WARNINGS: GENERAL NOTES,unless otherwise noted: I. �� " "� 1.Builder and erection contractor should be.advised of al General Notes 1.This design Is based only upon the parameters shown and is for an Individual CC -92..PE r Truss: CJ 14 and Warnings before construction commences. building component.Applicability of design parameters and proper f 2.204 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. /y ,. 3.Additional temporary bracing to stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ the responsibility of the erector.Insure Additional 2•c.c.and at 10'Dene respectively unless braced throughout their length by ,e AMP' po bettypermanent 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 4.No bad should be eppled to any component until after el bracing and 4.Installation of truss is the resportsidlty of the respective contractor. y OREGON t(,/ SEQ. : 60513 36 fasteners are complete and et no time should any bads greater then 5.Design assumes trusses are to be used In a non-carroalve environment, 4. 4,, a\� LA design bade be applied to any component and arefor"dry condltlon"of use, d �' '14 Z A""c TRANS I D: 407 540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NR beading mall supports shown.Shim or wedge if 1- fabrication,handling,shipment and Installation of components. 7.Design assumes necessaadequate dralnaga Is provided. 4."`r7 R y o- v III VIII 11111 VIII IIII VIII VIII IIII IIII 8.This design IsSCSI,furnishedc subject to the Imitations set forth by S.Plates shall be located on both ter faces of truss,and placed so their center TPIANTCA In copies of which will be furnished upon request Ines cs with joint plate center Ince. 9.Digits indicate size of In inches. MITE*USA,Inc/CompuTrus Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1968fidiTek) EXPIRES:12/31/2015 I'IIIIIIIIIIII 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: 2x4KDDF M16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 72 2.4=(0) 0 BC: 2x4 KDDF M16BTR SPACED 24.0' O.C. 2.3=(-133) 112 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 HOHZ BRG REQUIRED BAG 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' -32/ 398V -64/ 180H 5.50' 0.64 KDDF ( 825) 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) = CoapuTrus, Inc M,M2OHS,MlBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 put) 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 = 0.141' @ 3'. 6.1" Allowed = 0.465' 5-09-12 MAX TC PANEL TL DEFL = -0.129' @ 3'- 3.8' Allowed = 0.697' MAX HORIZ. LL DEFL = •0.002' @ 5'- 9.0' MAX HORIZ. TL DEFL = -0.002' @ 5'• 9.0' NOTE:Design assumes moisture content does 12 ° not exceed 19% at time of manufacture. 10.00 Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=21,8ft, TCDLe4.2,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 to in the plane of the truss only. N O rn t7 O WEMO 4►t M-3x4 y y 1, 1-00 6-00 'PROVIDE FULL BEARING:Jts:2.4,3I �_to PR Open JOB NAME : POLYGON PLAN 5-D NH - CJ15 Scale: 0.484G �� I INE u4, WARNINGS: GENERAL NOTES,unless otherwise noted: . S P E 1.Builder and erection contractor should be advised of em General Notes 1.This design is based only upon the parameters shown and Is for an Individual `'„//'��// Truss: CJ 15 and w.mings before construction commence.. proper Incorporation ocomponent componentiApplicability°respponnntbiesign parameters u and designer. 4fr .,fJi'" 2.2x4 compression web bradrrp must be trroteied where shown•. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure etstdily during construction 2'o.c.and et 10'o.c,respectively unless braced throughout their isqt1r by ,/',Ape, • DES. BY: LJ is the responsibmty arts erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryvroa(BC). CC DATE: 9/5/2014 the overall structure I the responsibility of the building designer. 3.2x Impact hedging or lateral bracing required where shown•+ 4.No bad should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. "}t ,}�OREGON 4!,/ SEQ. : 6051337 fasteners are complete and at no ems should any bads greater than 5.Design assumes busses are b be used In a non-corrosive environment, 1!' if A, design beds be applied to any component and are ler"dry condieon"of use. <0 4Y y 4 2° -*- fabrication,S I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 5.Dedovg umes full bearing at al supports shown.ahem or wedge H ri t� 1 fJ P fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage b provided. �•'�l rl f M`"V e.This design is furnished subject to the Imitations set forth by S.Plates shall be located on both faces of tons,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII III)IIII TPIIVyrCA in BCSI,copies of width wl9 be furnished upon request sings coincidewith Joint center nese. 9.Digits indicate size of plate in inches. M(Tek USA,Ina/CornpuTrua Software 7.6.6(1 L)E 10.For basic connector pleb design values sea ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11111MI'.fi. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 72 2.4=(0) 0 BC: 2x4 KDDF H168TR SPACED 24.0' 0.C. 2.3=(-89) 81 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 BAG REQUIRED BOG 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/ 345V -44/ 130H 5.50' 0.55 KDDF ( 625) Connector pplate retix deli nators: 3'- 10.2' -125/ 134V 0/ OH 1.50" 0.21 KDDF ( 625) Conti ctoCpa (or no prefix) LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 58V 0/ ON 5.50' 0.09 KODF ( 625) = CompuTrus, Inc M,M20HS,M18HS,M18 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: DesiOn checked for net(-5 osfl 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' 0 -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'- 0.0' Allowed = 0.109' MAX IC PANEL LL DEFL = 0.024' @ 2'- 1.8' Allowed = 0.300' 12 MAX BC PANEL TL OEFL = -0.035' @ 3'- 1.4' Allowed = 0.339' 10.00 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.2' I (j NOTE:Design assumes moisture content does not exceed 199) at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20,8ft, TOOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.8, o Truss designed for wind loads w in the plane of the truss only. M O O 10,7.4 M-3x4 y y y 1-00 (PROVIDE FULL BEARING:Jts:2,3,4] 6-00 4 �.�E0 PRO s JOB NAME : POLYGON PLAN 5-D NH - CJ16 ` IN aE s Scale: 0.5878 �`�/ // /° WARNINGS: GENERAL NOTES,unless otherwise noted: 1' 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual .n 72*S.P E 1- Truss: CJ16 and Warnings before construction commences. building component Applladily of design parameters and proper ",..''''' 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responelbilty of the building designer. A 3.Additional temporary bracing to insure atabilty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalbracing 2'o.e.and at 10'o.c,respectively unless braced throughout their length by at✓ po tY permanent of continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). ',"'� . Ct, DATE: 9/5/2014 the overal 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 al bracing and 4.IoatsAanon of truss is the responsibility of the respective contractor. OREGON b SEQ. : 6051338 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,(/��/ TRANS ID: 407540 5.design loads be app®ed to any component. and are for"dry condition" f use. e.supports shown.Shim or wedge It �'v 41, 14 `L�� A. CompuTrus has no control over and assumes no responsibility for the 6 Design assumes full bearingppo g ng,shipment and Installation of c eaasary. '1''R R A, fabrication,handling, components. 7.Design assumes adequate drainage is provided. C.r7 `. v 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ch will be furnished lines nt center Ines. 111110111111111111111 MITek A,Inc./CompuTrus CA In BCSI,copies of iSoftware 7.6.6(1 L)En request 10.For basic caate e size dplate design values see ESR-1311,ESR-18138(llTeW e.Digits Indicate size of plate in Inches. EXPIRES:12/31/2015 IMUMMINk 111111111111This 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 KODF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2X4 KDDF 918&BTR SPACED 24.0' 0.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 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' -34/ 402V -66/ 184H 5.50' 0.64 KDDF ( 625) 5'- 9.2' 0/ 78V 0/ OH 5.50' 0.12 KDDF 825) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.8' -107/ 168V 0/ OH 1.50' 0.27 KODF ( 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, (GOND, 2: Design checked for net(-5 osfl uplift at 24 'oc noacina.I 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 IC 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' 0 5'- 10.9' :( NOTE:Design assumes moisture content does 12 h not exceed 19% at time of manufacture. 10.00 7 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 a U, M NIIFAIIIIMIIIIMIIMIIMIIIMIIIMIIIMI ,.'O 4 10--7.17-4' a M-3x4 - 3, 3, 1.00 6-00 ` (PROVIDE FULL BEARING:Jts:2.4.31 i1/4 Scale: 0.4821 `��',�� PN�F�s�� JOB NAME: POLYGON PLAN 5-D NH - CJ17 ry �� WARNINGS: GENERAL NOTES,unless otherwise noted: .: ?gG/IPE f" 1.Builder end erection contractor should be advised of act General Notes 1.The design is Meed only upon the parameters shown and Is for an Individual tae/ ^ ' end Winnings before construction continences. building component.Applicability of design parameters and proper Truss: CJ 7Incorporation of component le the rss asldny of the building designer. 2.2x4 compression web lending must be Installed where shown*. 2.Design assumes the and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construdlon 2'o.e,and at 10'o.c,respectively unless braced throughout their lenpM by ,,/.mss. `4' DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(7C)and/or drywall(DC). - DATE: 9/5/2014 t e overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ S ORE�iOP.1 SEQ. : 6051339 di It 4.No load should be applied to any component until after act bracing end 4.Installation of trues Is the responsibility piths respective contractor. FJ fasteners aro complete and at no time should any bads greater than 5.Design assumes trusses aro to be used In a noncorrosive environment, Z design bads M applied to arty component and gra ler"dry full beation*ng of t a. t� TRANS I D: 407540 S.C sign loads has no lie tri over and assumes no responsibility far Me 8.Os mammy. NA beading■<act supporia shown.Shim or wedge If �� 1t4� O�f' fabdcetion,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. �R i,_\- 8.This design la furnished subject to the Initetions set forth by 8.Plates shell be located on both faces of buss,and placed so their center upon Ines coindde with nt IIIIII VIII VIII VIII VIII VIII VIII(III(III M TTPl S,lncn JCompuT a Software 6I,copies of which will be (1 L)-E request. 7er Ines. 50.For basic conn ctorbplpl to dt in values see ESR-1311,ESR-1588(Welt) EXPIRES 12/31/2015 II1IIIIIIIIIIThis 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 @16BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 84 2.4=(0) 0 BC: 2x4 KDDF @16BTR SPACED 24.0' 0.C. 2.3=(-69) 26 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.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) Connectorplate prefix designators: 1'- 9.2' -86/ 45V 0/ OH 5.50' 0.07 KDDF ( 625) Conti ctoCla (or no prefix)p LL = 25 pSF Ground Snow (Pp) 3'- 3.8' -36/ 78V 0/ OH 1.50' 0.12 KDDF ( 625) = 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 oaf) oslift at 24 'oc spacing.' 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6.00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 TC PANEL LL DEFL = 0.004' @ 1'- 5.5' Allowed = 0.204' MAX TC PANEL TL DEFL . 0.004' 9 1'- 4.3' Allowed = 0.307" 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 199e at time of manufacture. 11 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, c (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. c',/- 0 0 o,- 285 41E:01 M-3x4 y y y J, 1-08 2-00 1-03-12 (PROVIDE FULL BEARING:Jts:2.4.31 JOB NAME: POLYGON PLAN 5-D NH - CSJ1 ��0 PR Food, Scale: • 0.8191 \5 G 3 WARNINGS: GENERAL NOTES,unless otherwise noted: �� v � � 1.Bulder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for en individual CC' 7-92�,0 P E r Truss: CSJ 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. /' f,r+"rr 3.Addltlonal 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 responsibilityof me erector.Additional2'a.c.and at 10'0.0.respectively unless braced throughout their length by ` • 4fr permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal C). -'' ,m� DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1:J7 4.No load should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. y ,/�'OREGON v,1 SEQ. : 60513 41 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, G 'if design loads be applied to any corlponent and are for"dry condition"of use. �i1 "7}� .�4 r�� -�- TRANS I D: 407540 5.CompuTms has no control over and assumes no responsibility for the e.Design assumes MI bearing at al supports shown.Shim or wedge IfnecesV �Q fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. � 'R R{1..�- B.Ibis 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 VIII(VIII VIII 11111 VIII VIII VIII(III(III TPI/WTCA In SCSI,copies of which will be furnished upon request. (nee cdndds with joint center Ansa. 9.Digits indicate size of plate In Inches. MITek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values ase 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'- 7.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 84 2.4=(0) 0 BC: 2x4 KDDF /116BTR 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design checked for net(-5 minuplift at 24 'oc s9acing.1 VERTICAL DEFLECTION LIMITS: LL=L/240, 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 D 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, TCOL=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 coo in the plane of the truss only. 0 `i c7 0 `▪r 0 0 2►� 4m�� M-3x4 Jr ,i /, 1, 1-08 2-00 4-07.12 (PROVIDE FULL BEARING:Jts:2.4.31 't PtO PRopesA JOB NAME: POLYGON PLAN 5-D NH - CSJ2 Scale: 0.5840 47* w� BINE© WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erecson contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and is for an individual ' T 9L D O P E r and Warnings before construction commences. building component Appabmty of design parameters and proper - //�' Truss: CSJ 2 incorporation of component is the responslbitly of the bullding designer. .." 2.2x4 compression web lending must be Inslalbd where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stabilty during construction elt.1 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of r o.c.and at 10'oto.respectively unless braced throughout their length by „✓p . po MY M continuous sheathing such as plywood sheatNng(TC)and/or drywa0 C). (r DATE: 9/5/2014 the Duane structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �L/ 4.No load should be appled to any component until after as bracing and 4.Installation of buns is the responsibility of the respective contractor. SEQ. : 6051342 fasteners are complete and et no time should any bade greater then 5.Design assumes trusses are to be used in a non-corrosive environment, Ta% '�,r� 20\� � design loads be applied to any component and are for"dry condition"of use. 1.4 TRANS I D: 407540 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes fn hearing at all supports shown.Shim or wedge If /tit jr fabrication,handling,shipment end Installation of components. neaesary. '�/E."b ISS`k-�, 7.Plates assumes adequate one drainage ietrus,provided. r"'II 1-1, 8.This design is furnished subject to the Irritations set forth by e.Plates shall be located both faces o/truss,and placed so their center III VIII 11111 NUM IN VIII 1111 (III TPINVTCA In SCSI,copies of which wIA he furnished upon request. Ines edndawith Jcenterchs. 9.Digits Indicate of platein size of in Inches. MiTek USA,Inc./CompuTrus Software 7.8.6(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 43'• 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.10=(•1883) 4302 10- 3=( -341) 1053 7.15=(-233) 532 BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. 2- 3=(•4933) 1929 10.11=(•1542) 3951 3.11=( -803) 466 15. 8=(-245) 335 WEBS: 2x4 KDDF STAND; 3. 4=(-3524) 1351 11.12=(-1082) 3153 11. 4=( 0) 366 2x4 DF STAND A LOADING 4- 5=(-2875) 1233 12-13.( -838) 2581 4.12=( -703) 297 LL( 25.0),0L( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2533) 1289 13.14=( -435) 1782 12- 5.( -313) 1029 IC LATERAL SUPPORT <= 12"0C. 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 8- 9=(-3238) 1327 8-10( -372) 1119 OVERHANGS: 20.0' 0.0" 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 HORZ BRG REQUIRED BAG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M20HS,MI8HS,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 psfl uplift at 24 'oc spacing.) 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 T NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 17 M-4x6 "', 16.00 system and components and cladding criteria. 6 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 1 TN load duration factor=l.6, R Truss designed for wind loads in the plane of the truss only. M-3x4 0.25" M-5x6(5) t. 0.25" 410 \/\V.M-1.5x3 M-3x5 M-3x10 .....A oo if M-3x10 0 4.1t o ld 5X8 t i 12 Nk�._;: Mw A o o M-3x4 M 5x10 13 0.251'4 M-3x4 a 0 - 2.75 **2XPE ME3X44 TYP, 2.75 o M-5x6 M-5x8(S) W/(-05-0 5-10-08 6-02 ),2 0), 9-05-15 8-11-05 8-09-12 y , 2-05-08 12-00-08 2-00 27-03 y 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - D1 Scale: 0.1397 ,�� 0 PN ��s(9 WARNINGS: GENERAL NOTES,unless°thee noted: - 'n+r��ll 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 !92l5/1 l O P E �f rwis Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and properr/J� 2.2.4 compression web bracing must be Installed where shown+. Incorporation of component In the responsibility of the building designer. / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: LJ m the responsibility dere erector.Additional2'oAn,and at 10'o.c.respectively unless braced throughout that r le th by ! 414111.1P Po typermanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or dryw as(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++ -49 4.No load should be applied to any component until after ail bracing and 4.Installation of truss is the responaidlly of the respective contractor. f7 OREGON to 4,(j SEQ. : 6051343 fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, y design loads be applied to any component and are for"dry condition"of use. /0.., 4 p 14 2c) i. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug beading at all supports shown.Shim or wedge If �11Y. fabrication,handling,shipment and InstaNaeon of c necessary.as / ��n11 components. 7.Design assumes cal on drainage is provided.eR 4. 6.This design is furnished subject to the Imitations set forth by O.Plates shall be locatedonboth faces of truss,and placed so their center ch will be furnished upon lines e with int center Ines. 1111111111111111111 M Tek USA,Inc/CompuTrua CA in BCSI,copies of iSoftware+7,6.6(1 L)-E request. 1o.For basic coon ectoroplate design values see ESR-1311,ESR-1955(MITeq 9.Digits indicate size of plate In Inches. EXPIRES:12/31/201.5 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 KODF M16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2=( 0) 84 2-15=(-2614) 8870 15- 3=( -370) 1254 2x6 KDDF M16BTR T2, T3 2. 3=(-10024) 3052 15.16=(-2336) 7040 15- 4=( -248) 1598 BC: 2x6 KDDF M18BTR 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=( -7448) 2614 17.18=(•3194) 8672 16- 5=( -850) 2248 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 10'• 0.0' V 5- 8=( 0) 0 18.19=(•3358 8934 18. 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 c= 12'0C. UON. TC UNIF LL( 50.0)+DL 14.0). 84.0 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=(•1378 836 9-10=) -8660) 3238 18- 9=( -616) 326 NOTE: 2x4 BRACING AT 24'OC UON. FOR TC CONC LL( 416.7)+DL( 116.7)= 539.3 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( 118.7). 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=( -8546) 2252 12-20=( -498) 1858 OVERHANGS: 20.0' 0.0' REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 20.13=( -192) 394 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) nnect (or prefix prefix)desi = Com uTrua, Inc 0'• 0.0' -1151/ 3765V -104/ 113H 5.50' 6.02 KDDF ( 625) C,CN,C18,CN18, Nor nno Mrek MT series ( 2 ) complete trusses required. 43'- 9.0' -1096/ 3584V 0/ OH 5.50' 5.73 KDDF ( 625) J Join together 2 ply with 3"x.131 DIA GUN ' nails staggered et: 9' oc in 1 row(s) throughout 2x4 top chords, ICOND. 2: DeaiOn checked for net(-5 oaf) uplift at 24 'oc spacing.' l ` 9' oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, 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 f not exceed 19% at time of manufacture. AP 3-02-03 0-0fi 11 2.03-08 5-11-03 0-06-11 4-10-02 T 'f-'f T T T T 1`1 Q T Design conforms to main windforce•resisting T-07-0 �3-07-09f,f 4-02-13 6-02-11 5-04-08 �� 4-03-14 system and components and cladding criteria. 9 07-08 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-10.08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=1.6, 12 533.30N M-3x4 M-7x8(S) 533.30H 12 Truss designed for wind loads 6.00[.7. M-4x86 M-3x5 e 0 825" M 0x5 it M-5x6 Q 6.00 in the plane of the truss only. i1 y - 4j5x3 M-3x4 u, M 3x10 / o 16 x8 : 20 o 1 M-7x10 M 3x8 M 7x 18 0.2e' M 3x8 .14 **2x WEDGE M-7x10 M-7x8(S) a 2.75 W/(2) M-3X4 TYP. 2.75==- 12 12 ,. J. ). J. ) y J. ). -05-09, 6-09-12 5-02-12 ,2-00, 9-02-04 9-00-08 9-00-04 y , y-05-08 12-00-08 2-00 27-03 y 1-08 43-09 JOB NAME: POLYGON PLAN 5-D NH - DH1 Scale: 0.1467 e �D INE+_ 41/- 4 X1n15/!9 to WARNINGS: GENERAL NOTES,unless otherwise noted: (t' 7 'PE . 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual and V1lamings before construction commences. bulking component.Applicability of design parameters and proper Truss: DH 1incorporation of component Is the responsibility of the building designer. / 2.244 compression web bradng must be IsteMd where shown+, 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bradng to insure stability during construction T o.c.and at 10'o.c.respectively unless braced throughout their lenrgqtthh by ,,,.✓ 'j DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ ,� OREGON �Q SEQ. : 6051344 4.No bad should be applied to any component until after al bracing and 4.Instaoeton of trims Is the responsibility of the respective contractor. '7' .. fasteners are complete and at no time should any loads greater than 5.Design assume trusses are te les used Inc non-corrosive environment, /� ,��, 2t design loads be applied to any component and ere for"dry condNon'of use. 1 4 TRANS I D: 407540 5.CompuTnrs has no control over end assumes no reeponaibily for the 6.Design assumes fun bearing at al supports shown.Shim or wedge If �/ � ,L. '- '.' ��f' fabrication,handling,shipment and installation of components. nsassary. ,►7' 7.Design ry. adequate drainage Is provided. 5.This design Is furnished sub)ad to the Irritations set forth by e.Plates shall be located on both faces of truss,and placed so their center lines ndde 111111 VIII IIII VIII VIII VIII 11111 Ill IIII lk 'mSCSI,copies of which WI be furnished upon request USint C mpulrus Software 7.6(1L)E5.10. indicate eJoint center Ines. FcocoFor basic nnorpladesign values see ESR-1311.ESR-1 gee(MITe1Q 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 N16BTR; LOAD DURATION INCREASE = 1.15 1. 2=( 0) 84 2.15=(-1943) 4359 15. 3=( -193) 598 2x6 KDDF 016BTR T2, T3 SPACED 24.0' O.C. 2. 3=(•5055) 2323 15-16=(.1536) 3431 15. 4=( -422) 947 BC: 2x6 KDDF 016BTR 3. 4=(-4703) 2253 16.17=(.1804) 4102 4.16=) •367) 244 WEBS: 2x4 KDDF STAND LOADING 4. 5=(-3503) 1741 17-18=1-1726) 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. 7,1-1321) 632 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(.3092) 1593 19-20=(•1889) 3826 7.17=) -142) 657 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 7. 8=(-4148) 2081 20.14=(-1308) 2765 17- B=( •297) 376 8- 9=(.3989) 1950 18- 8=( •833) 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 12-200) -375) 1004 OVERHANGS: 20.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 20.13=) -29) 218 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or. equal: at non-structural BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA vertical seekers (uon). LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) «« For hanger specs. . See approved plans 0'- 0.0' -405/ 2034V 1041 113H 5.50" 3.25 KDDF ( 625) 43'• 9.0' •337/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND, 2: Desian checked for net(-5 POI uplift at 24 'oc spacing.) M,M2OHS,M18HS,016 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' 0 -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 IL CREEP DEFL = -0.571" 0 22'• 8.7" Allowed . 2.856' MAX HORIZ. LL DEFL = •0.119' @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.174' @ 43'- 3.5' f 13-03-11 17-04-10 13-00-11 NOTE:Design assumes moisture content does 3-02-03 3-05-12 2.03-08 5-11-03 3-05-12 4-10-02 not exceed 19% at time of manufacture. 2-07-0 ' T 3-07-09 T 1f J3-�2 T 6-02-11 T -05-0� T 4-03-14 T T Design conforms to main windforce.resisting ,' 1' T T i'� T T ff f system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 9-10.08 9-07-08 12 6 M 3x411 f T (All duration�factorsl.6 Cat.2, Exp.B, MWFRS(Dir), M-7x8(S) 12 Truss designed for wind loads 6.0017 M-5x6 /M-3x4 0 t425" 14.3 x5 M-4x6 ''<l6.00 in the plane of the truss only. M-3x4 \/NJx5xM 1.5x3 T M-3x10 3 -+- M 3x8 0 v �40 15 18 17 * IA o c I M•7x10 M-3x8 M-7x8 le 0,25t'g 20 .it M-7x10 M-3x8 0 -=1 2.75 **2X WEDGE 2.75 o M-7x8(S) 12 W/(2) M-3X4 TYP. 12 y ), J ; )- y y )- -05-0Q 6-09-12 5-02-12 y2-00y 9-02-04 9-00-08 9-00-04 y ,, 2-05-088 12-00-08 2-00 27-03 y 1-08 43-09 JOB NAME: POLYGON PLAN 5-D NH - DH2 Scale: 0.1467 ��` �``ya(�,lyrP^'�JF�`1(9 WARNINGS: f /.r"/!7 GENERAL NOTES,unless otherwise noted: 4+ -37 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' n ,P E Truss: DH 2 and Warnings before construdlon commences. bulking 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 bulking designer. Al" 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top and bottom chords to be laterally braced et DES BY: LJIs the responsibility of the erector.Additional permanent bracingof 2'pc.and at 10'o.c.respectively unless braced throughout their length by 861101." the overall structure Is the responsibilitycontinuous sheathing such as plywood sheathing(TC)and/ordrywan(BC). Q DATE: ,9/5/2014 of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ d 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON 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, �L . 2.4 N� As TRANS I D: 407540 design loads be applied to any over and assumes Designaes are for fug bearing at ap supports shown.Shim or wedge If ,,A fr 4Q 5.CompuTrus has no control and assumes no responsibility for the 8'necessary. 1114?ptI, fabrication,handling,shipment and instigation of components. 7.Design assumes adequate drainage Is provided. r'1 R y�\ V�. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center plate IIIIII VIII VIII VIII(IIII VIII VIII IIII IIII M Tel USA,Ine.A In SI,codes of/CortlpuT s(ch will be Software 7.6.6(1 L)ished E request 1g.Folinr scale cafe sizes coincide th joint a design values see ESR-1311,ESR-1688(MRep center Ines. 9.Digits Indicate of In Inches. 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 4WRIDDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.14=(-1627) 4217 14- 3=( -332) 1034 20-12=(•79) 251 BC: 2x4 KDDF R16BTR SPACED 24.0' 0.C. 2- 3=(-4923) 1901 14.15=(-1508) 3872 3.15=( -786) 419 WEBS: 2x4 KDDF STAND; 3- 4=0529) 1366 15.18=(-1095) 3091 15- 4=( 0) 365 2x4 DF STAND A LOADING 4. 5=(-2869) 1223 16.17=( -829) 2581 4.16=( -729) 350 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1187 17-18=( -702) 2427 5.16=) -340) 1042 IC 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 4= 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=0552) 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 zvmm 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 BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -322/ 2034V -181/ 191H 5.50' 3.25 KDDF ( 625) Connectorplate prefix designators: 43'• 9.0' -251/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M1BHS,M16 = MiTek MT series CORD. 2: Deman checked for net(-5 oaf) uplift at 24 "ox npacina.I JT 13: Heel to plate corner = 2.25' VERTICAL DEFLECTION LIMITS: LL=L1240, 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'- 8.0" 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" ( NOTE:Design assumes moisture content does 5-10-08 1-09� 5-04-05 0-04.11 5-02-02 not exceed las at time of manufacture. 2-09 5-10-08 0 04-11 5-04-05 5-05.10 5-04-05 Design conform to main windforce-resisting ( ( ( T (( ( TT 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, ( T (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 12 M-4x667 M• x8 . 014-4x6 12 load duration factor=1.6, 6.00 M-3054 6.00 Truss designed for wind loads in the plane of the truss only. M-5x6(1) -3x4 0.25" + + + 2M-1.5x3 M-3x5 /* 3 M-3x10 0 C,, M-3x10 �f A c:** to 7.v !,: 15 18�=- �^ C 20 13 � c 1 M-5x8 M-3x4 M-5x10 17 1 M-1.5x3 0.25 M-3x4 **2X WEDGE M-5x10 M-5x8(S) - 2.75 12 W/(2) M-3X4 TMP. 2.75 12 ,-05.0 5-10-08 y 6-02 y-o y 5-06 y 5-10-12 y 7-09-02 y 8-01-02 y , ,-05-08 12-00-08 2-00 27-03 y 1-08 43-09 �(} PRQx, JOB NAME: POLYGON PLAN 5-D NH - DH3 Scale: 0.1338 `5 C� WARNINGS: GENERAL NOTES,unless otherwise noted: .:� T 92 s.P E r 1.Builder end ereceon contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Ind vidual Truss: DH3 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web lredng must be installed where shown+. Incorporation of component Is the responsidiy of the building designer. /e irte 3.Additional temporarybracing to Insure dud construction 2.Design assumes the top and bosom chords to be laterally braced et #I�" stablity ng 2'c.c.and at 10'o.c.respectively unless braced throughout their b th by ,/�•slas� DES. BY LJ is the responaldlty of the erector.Additional permanent bracing of continuous sheathing such es plywood aheattng(TC)and/or drywall C). �'" DATE: the overall structure Is the responsibility of the bulking daeigner. 3.b Impact bridging or lateral bracing required where shown++ 7� ` OREGON r/Q S E Q ;6051346 4.No load should be applied to any component until altar el tracing and 4.Installation of truss is the responsibility of the respective contractor. If fasteners are complete and et no time should any loads greeter than 5.Design assumes busses are to be used In a non-corrosive environment, �, 2 design bads be applied to any component and are for-dry condition"of use. TRANSi 8.Design assumes full bearing at al supports shown.Shim or wedge If j��` 1 4 Otst I D: 407540 5.CaryuTrua bas no control over and assumes no responsibility for the necessary. �R p`f v fabrication,handing,shipment and InstaRaaon of components. 7.Design assumes adequate drainage is provided. rl R - ill 8.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of buss,and pieced so their center IIIIIIVIIIVIIIILIIVIIIVIIIIIIIIIIIMTITpek USA'n)nc.$ComIpUTNs SOflwe8 8(1L)-E I,copies of which el be furnished upon�Ue� 09 Digits,FForr basicconnectoroplf ate des.lines crndde with Joint rigte I n values see ESR-1311,ESR-1988(MiTep EXPIRE5:12/31/2015 IIIIIIIIIIIIIIThis 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: 2x4KDDF 818BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1958) 4217 14- 3=( •408) 1034 20.12=(-79) 226 BC: 2x4jKDDF M16BTR 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=1.1303) 2712 17. 8.( •487 277 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18- 8=( 0) 297 NOTE: 204 BRACING AT 24'0C 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 BOG 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) •* For hanger specs. - See approved plans 43'. 9.0' -374/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) Connector plate prefix designators: 'COND. 2: Design checked for net(-5 psi) uplift at 24 'oc spacina.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 19-06-11 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 2-09 5-10-08 �f3-03-12f -05-0� 5-05-10 5-04-05 not exceed 19% at time of manufacture. T 1' T ' 4' 1' 1' 1' '(' 1' 4' 1' Design conforms to main windforce.resisting 16-06-08 16-03-08 7 9 system and components and cladding criteria. T 1' Wind: 140 mph, h=24.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 1212 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.0017 M-4x66 M-ix8 0 4X6 . 16.00 load duration factor=l.6, M-3x4 Truss designed for wind loads M-5x6(S) 5 "' in the plane of the truss only. 0.25' 1 3x4 4 M-3x5 1411N+ + + M-1.5x3 M-3x10 2 3 cra M-3x10 c c 1 '� °' 4 15 t its 44- r. ..: /*/ A , o c M 5x8 M-3x4 M-5x10 M-5x10 M-1.5x3 0.25' M-3x4 *13 0 -==32.76 **2X WEDGE 2.75 - M-5x8(S) .12 W/(2) M-3X4 TYP. 12 -05-0 5-10-08 6-02 - J2 5-06 5-10-12 7-09-02 8-01-02 y 05-08 12-00-08 2-00 27-03 y y �l ,1-08 43-09 ��co P R(1P�CS,s JOB NAME : POLYGON PLAN 5-D NH - DH4 IN i Scale: 0.1338 �5 Q w� I5/1 t WARNINGS: GENERAL NOTES,unless otherwise noted: (((]]]rrr�� p 1.Builder and erection contractor should be advised of as General Notes 1.Na design la based only upon the parameters shown and is for an individual -C' l 0 I-E r- 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.Additional temporary bredng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et BY: LJ Is the responsibility of the erector.Additional2'o.c.and at 10'o.c.respectively unless braced throughout their length by .....- DES. �. po atY permanent bracing of continuous sheathing such as plywood sheattng(TC)and/or drywall(BC). ! 'um. DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ 9 Q 4.No load should be appaed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -� ,q_OREGON b t(/ SEQ. : 6051347 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment. G 'r/ N A, design loads be applied to any component and are for"dry condition"of use. .<_ -41, 14 nt Ali. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibimy for the 8.Design assumes fun bearing at as supports shown.Shim or wedge If ti f' fabrication,hands 7.nesgnan ss eq provi ill�rl `�� ,+ 5.This design is furishedisubject to the Imitationssetforth byts 8.Plates shall be loco edppolaan both facescof truss,and placed so their canter rl ill VIII III Nil VIII VIII 11111111 MITe A,Inc.C mpuTNa I/WTCA In SCSI,copies of (Software 7.6.6(1 LEch WI be furnished n request 10.For baste cafe size Ones coindde with (nt center plata design values see ESR-1311,ESR-1988(MITA) , s. 9.Digits Indicate size of le In Inches. EXPIRES:12/31/2015 111111111 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 TO: 2x4 KDDF 1/1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3e(-84) 38 TC LATERAL SUPPORT <e 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' -68/ 301V -23/ 81H 5.50' 0.48 KODF ( 825) 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,M20HS,M19HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND. 2: Design checked for net(-5 Pen uplift at 24 'on suacing.I REQUIREMENTS OF IBC 2012 AND IPC 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 BC PANEL MELL DEFL = 0.001' @ 1'• 0.1' Allowed = 0.054' N_, 1 1' MAX TO PANEL TL DEFL = -0.002' @ 1'• 2.9' Allowed = 0.196' 12 MAX HORIZ. LL DEFL = 0.000" @ 1'• 10.9' MAX HORIZ. TL DEFL = •0.000' @ 1'. 10.9" 10.00 7 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting -, system and components and cladding criteria. Wind: 140 mph, h=2Oft, TCDLe4.2,BCDL=8.0, ASCE 7-10, 0011/M-3x4 (All Heights),n fEnclosed, Cat.2, Exp.B, MWFRS(Dir), lTruss designed for wind loads co o in the plane of the truss only. o 0 O N co R O o` 1-00 2-00 (PROVIDE FULL BEARING:Jts:2.4.31 JOB NAME: POLYGON PLAN 5-D NH - EJ1 Scale: 0,6772 �.co �� 1.)-n, JOB WARNINGS: GENERAL NOTES,unless otherwise noted: -� .`�i�/l [ 1. and Builder and erection before constructiotrector n consnences ld be advised of as General Notes 1.This building co component.AAn is based pp cebl5ty of pon the design parameters arameters shown mend Isfor individual :92 SPE Truss: EJ 1 Incorporation of component Is the responsibility of the building designer. !� 2.2r4 compression web bracing Sul be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Addmonel temporary bracing to insure sturdily during construction 2'e.o.end at 10'o.c.respectively unless braced throughout their lennggttlhh by . •dire. DES. BY: LJ Is the responsibility of the erector.Addionel permenerd bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). ® I' DATE `-9/5/2014 the overall sbudure Is the responsibility of the building designer. 3.2x Imped bridging or lateral bradrg required where shown++ OREGON /../ 4.No bad should be applied to any component until alter al bracing and 4.Installation of truss is the responsibility of the respective contractor. �4y SEQ. : 6051348 faeteners are complete end et no ams should any bads greeter then 5.Design assumes trusses are to be used In a non-corrosive environment, �y4` ?�� 2O,�b A design beds he applied to any component and are for'dry condition'of use. S' f 4 (,. TRANS` I D: 407540 5.CompuTms has no control over and assumes no responsibility for the 6.nDeslangry assumes on bearing at all supports shown.Shim or wedge If lar fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is ded. `R R IL� 6.Na design is furnished subject to the andiations set fart by a.Plates shall be located poen both faces of truss,and placed so their center CA In I,conies of which WII be n ncide hith joint center Ines. 111111111111111111111111111111111111111 M Tek USSR,lnc./CompuTrus Software 7 furnished L))-E request. 10.ForDbbInes asic connsize edor ofplate design ve es see ESR-1311,ESR-1995(Weld 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/C -1 00 TC: 2x4d,KDOF A16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4= 0 q BC: 2x4 KDDF N1&BTR ( 1 0 SPACED 24.0' O.C. 2-3=(•96) 73 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/ 322V -44/ 132H 5.50' 0.52 KDDF ( 625) Connector plate prefix designators: 1'- 9.2' -10/ 63V 0/ OH 5.50' 0.10 KDDF ( 625) C,CN,Cla,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -68/ 100V 0/ OH 1.50' 0.16 KDDF ( 625) M,M20HS,M18HS,M16 = Ni Tek 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 osf) 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' 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" 1 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 windforce-resisting system and components and cladding criteria. o Wind: 140 mph, 11=20.9ft, TCOL=4,2,BCDL=6.0, ASCE 7-10, w (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), D load duration factor=1.6, o!) Truss designed for wind loads in the plane of the truss only. m-+- 4 0 o� 41.-:::-..----.1 -/ M-3x4 J, 1, ), y 1-00 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:2.4.31 JOB NAME: POLYGON PLAN 5-D NH - EJ2 ��,�o PNF ss/ Scale: 0.6371 `�3l.•�5�1 �� WARNINGS: GENERAL NOTES,unless otherwise noted: tt; �✓G RE' "j' 1.Builder and erection or construction should be advised of all General Notes 1.Thisbuilding ipbasedpupon Applicability o paremstp ramete and is ror an individual f Truss: EJ 2 and Wamlebefore ma commences, incoro componentonentIsth of design parameters and proper 2.2x4 compression web bracing must be insteaed where shown+. Incorporation of component is the responsibility of the bullring designer. A 3.Additlonal 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 res Mia 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,,,� // " po Ay of the erector.Additional permanent brodng of continuous sheathing such as plywood sheathng(TC)and/or drywau(BC). DATE: • 9/5/2014 the overall eWdure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ® CZ 4.No bad should be appled to any component until after as bracing and 4.installation of buss is the responaiblity of the respective contractor. "j� OREGON 4(/ SEQ. : 60513 49 fasteners ere complete and at no time should any loads greater then 5.Design assumes busses ere to be used In a non-corrosive environment, ` �! �� r( design loads be applied to any component and aro for"dry condition"of use. - / '� ZQ �.�, TRANS I D: 407540 5.CompuTros has no control over and assumes no rospoMibiuy for the 8.Design assumes fun bearing at all supports shown.Shim or wedge If Q 14 e fabrication,handling,shipment and installation of components. rteco n ass MFR R Il.�- 6.This designIs furnished subject to the Imitations eat forth 7.Design shell el adequatendrainage is provided. I VIII(VIII VIII VIII VIII VIII VIII(III(III ) by 8.Plates be healed on both faces abuse,and placed so their center TPIA'YTCA In BCSI,copiesof which will be furnished upon request. Nass coincide with joint center Ansa. 9.Digits indicate size of plate in Inches. MITek USA,InalCompuTrum Software 7.6.6(I L)-E 10.For basic connector plate design values see ESR-1311,ESR-1558(MITek) 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 R16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF 818BTR SPACED 24.0' O.C. 2-3=(-144) 105 TC LATERAL SUPPORT (= 12'OC. UON. LOADING BC LATERAL SUPPORT c= 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 SO.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 = 26 PSF Ground Snow (Pp) 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net)-5 osf) uplift at 24 "ox snacing.l VERTICAL DEFLECTION LIMITS: LL=1/240, TL=1/180 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 o -0.005' @ 1'. 0.1' Allowed = 0.072' MAX HORIZ. LL DEFL = -0.001' @ 5'- 10.9' '` �( MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 12 10.00 7 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 1140 mph, h=21.71t, TCDL=4.2,BCDL=6.0, ASCE 7.10, c Hei(All Heights),n fEnclosed , Cat.2, Exp.B, MWFRS(Dir), v Truss designed for wind loads c in the plane of the truss only. u; ra O a=� 4►_ M-3x4 ; y /' J, 1-00 2-00 3-11-11 'PROVIDE FULL BEARING:Jta:2.4.31 �Q`EO PROFp. JOB NAME: POLYGON PLAN 5-D NH - EJ3 Scale: 0,5134 � 47/5//71Y � WARNINGS: GENERAL NOTES,unless othensise noted: L)r�C` si"7 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown end Is for an Individual 92 6 r and Warnings before construction commences. building component Applicability of design parameters and proper /j I-- Truss: EJ 3Incorporation of component is the respossldlly d the bulldog designer. 2.2x4 compression web brodnp must be IrntaNed where shown r. 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary tracing to Insure stability dudng construction 2'cess and at 10'oto.respectively unless braced throughout their length by deo 'i' DES. BY:: LJ la the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywsO(MC). .-O (r 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 �C/ 4.No load should be applied to any component until alter ell bracing and 4.Installation of trues Is the responnibiny of the respective contractor. "'�Z, - ,Rb A. SEQ. : ,6051 35 0 fasteners are complete and at no ems should any beds greeter than 5.Design assumes tenses are b be used In a noncorrosive environment f, ,, design beds be applied b any component end aro Por"dryfull becondition"of use. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8,necassery cadres beading a e.supports shown.Shim or wedge If L . 14 �P fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. eR R ILA' 8.This design la furnished subject to the Irritations set Porth by 8.Plates shall be located on both faces of truss,and placed so their center Ines coindde 111111111111111111111111111111111111111111111 MTek USA,ln0.C mpuT s Software L)-E request.In SCSI,copies of which wl be furnished upon 09..ForJdnt center Ines. basicbasic connectoof r plaatetdesign values see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 i IIIIIIIIIIIII 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 616BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF 616BTR SPACED 24.0. O.C. 2.3=(-194) 138 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 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" 0/ 248V -88/ 2388 5.50' 0.40 KDDF ( 625) 1'- 9.2' -167/ 308V 0/ OH 5.50' 0.49 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7' -138/ 205V 0/ OH 1.50' 0.33 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M18 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for nett-5 Doff 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 = 0.009' @ 1'- 0.1' Allowed = 0.054" MAX BC PANEL TL DEFL = -0.009' @ 1'. 0.1' Allowed = 0.072' 0 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 1 10.00 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=1.8, Truss designed for wind loads o in the plane of the truss only. 0 cm I:- , t .Co ' of0.2.11111. =A 4► -/ 0 M-3x4 1-00 2-00 5-11-11 'PROVIDE FULL BEARING:Jts:2,4,3I ��s,�,D PROPess JOB NAME: POLYGON PLAN 5-D NH - EJ4 INS�Q,, > . Scale: 0.4250 (� 5/! ! °, WARNINGS: GENERAL NOTES,unless otherwise noted: �� !]�] 7 'Y 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and is for an individual 7G,.,P E r Truss: EJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper fi�/� 2.2x4 compression web bredng must be Instated where shown+. Incorporation of component Is the responslbimy of the building designer. ,/� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at DES. BY: LJ2'o.c.and et 10'o.c.respectively unless braced throughout their length by ! dB' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywat(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 v O �4C 4.No load should be applied to any component until after et bracing and 4.Installation of buss Is the responsibility of the respective contractor. 7 OREGON v,/ SEQ. : 6051351 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. tL� 'tl,� so ..k..dk. design loads be applied to any component. and ere for"dry condition'of use. Q ♦ 14 2, �"t- TRAN S I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the S.Desimummy. assumes full bearing at al supports shown.Shim or wedge If p fabrication,handling,shipment and Installation of component. 7.Design assumes adequate drainage is provided. '' R n`�� V B.This design t furnished subject to the Imitations set forth by 9.Plates shall be located on both faces of truss,and placed so their center l fl ILII VIII VIII VIII VIII VIII VIII IIII IIIIwit be furnished upon MTITc USA,Inc,C mpuT 9Ich So Software 7.8,8(1 L)E request 9.0s Jointndde with of ccplate inches. FFo blines aconnedopldesig�wes 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 1'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1RBTR LOAD DURATION INCREASE = 1.15 1.2=( -7) 84 2.4=(0) 0 BC: 2x4 KDDF #16BTR 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) 4 1'- 10.0' -81/ 91V 0/ OH 1.50' 0.5 KDDF OH 1.50' 0.08 KDDF ( ) Connector-plate prefix designators: LL = 25 PSF Ground Snow (Pg) 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,N2OHS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for net(-5 pot) 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'- 5.8" Allowed = 0.026' MAX BC PANEL TL DEFL = -0.001" @ 0'- 5.8' 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 184 at tine of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=18.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M load duration factor=1.8, o Truss designed for wind loads m� ifi o in the plane of the truss only. I EMIo/1 // -' M-3x4 y y y 1-08 1-00 (PROVIDE FULL BEARING;tta• 4.41 ��Q,�D PROpeSO JOB NAME : POLYGON PLAN 5-D NH - P1 Sale: 1.0020 `5 (NE w WARNINGS: GENERAL NOTES,unless otherwise noted: �� .r]+� �j � r. 1.Builder and erection contractor should be advised of as General Notes 1.TNs design Is based only upon the parameters shown and is for an Individual - - .7G •PE and Warnings before construction commences. building component Applicability of design parameters and proper �. �I,�/ Truss P 1Incorporation of component Is the responaidny m the bulking SeWpmer. Ald2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bradng to Insure stability during construction 2'o.a end at 10'o.c respectively unless braced throughout their lergGm by a`. DES. BY: LJ is the responsibility of the erector.Additional Pennanen bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). "`' DATE 9/5/2014 the overall structure Is the responeiblaty of the building designer. 3.2x Impact bridging or lateral bradng required where ahovm++ y:� 4.OREGON �� SEQ. .' 6051353 4.No bad should be applied to any component until alter as bracing and 4.installation of truss Is the responeiatity of the respective contractor. fasteners aro complete and at no time should any bads greater than 5.Design assumes trusses ars to be used In a noncoroalve environment, 2 ��4 design bads M applied to any component and aro for"dry full bearing of use. �'0 14. TRANS' I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the a.De assumes on b°°dng at al supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 41 . 1'l �.� 8.This design Is furnished subbed to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 111111111111111111111111111111111111 TPI/WrCA in SCSI,copies of which will be furnished upon request e.Ines Digits I dote with eboint center nln Inches. MITek USA,Inc/CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MITep EXPIRES:12/31/2015