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Plans (46) . ' a : ' '.' ..... : : 'L.) it' (--ir 5- /7 22'4'o� ,t �� MAR 4 201E n CIT 1 m BUILDING' e i a— N N uu) ¢`Y E L MIMI �yM I cc'' L1 i.0 > G2 <' �z WC —I., I i�'_ W1 �z (�} rr WcoQ H IT IiI1II . �� MEI, w Lz, ¢' z¢= _,.'_ SJ2 c� c� Ln z g z SJ3 _II I o o L� ����I I IAMMMIIIMMEIIMIHI --- — 5,13 M z z , ¢ Lutij Z �� MINIM o o tu 0 0 �— Z Z i-+ �v i H ,i i c , z o Q� O �� s: c c� II - _---...._-..1111.-..---.--- _- ~ l.L.l 1..... ---1111-- —I_ 0 CONFORMS TO DESIGN CONCEPT ri CONFORMS TO DESIGN CONCEPT WITH I L-1 REVISIONS NOTED -1111- —I- _ 0 NON-CONFORMING-REVISE RESUBMIT _ THIS SHOO DRAWING-RAS & --�— � �BEEN Rs'JiE.:EC;'OR GENERAL CONFORMANCE _ WI,H DESGN CONCE?T C^:.Y AND LEV'E '-- 1111 —'— FABIMCATOR,VEN.SOR OF _. DOES NOT PLLI H Tli:' h-.4:RESPCN.S BILIP.'FOR CONFORMANCE LJOE OF WTI DES GN DRAWINGS,SPECIFC Na"AND APPL;�ABLE CG_ES,ALL PRIORITY OVER THS SHOP DRAWING 4N":-'HAVE '1111——.. —'— BY David R Burnett Date 10 6 14 - -- — meq MILRRANDT ARCHITECTS '1111--to _11'1 v 1__________ _ _______=_________inlii —— _ ..,__ isiiiim—1 ' . . _ 1111- I......,—.. _.-„,_.,.. ',I... . ,,„,.... _ i,„„„i„, s j2 SJ2 SJ1 11►/!�1-111M4-12-1- 11 _ SJ1 til llitill aiIll�'.;„I-�� '_Q ".�'o—I`-I�_...1 ..I ! x.11 s 4I� ii111111 6.)i. v - '- N co cm Lumm.7.-...1mmmiunk a ti I 81-0' �--- 1211t_ ENTRY RIGHT BUILDER' POLYGON NW ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS m Copyright CompuTrns Inc.2006 PROJECT TITLE• 08/16/13 PLACEMENT ONLY.REFER TO 4-D NH POLYGON ENGINEEREDSTRUCTURALREVISION-1: DRAWINGS FOR ALL FURTHER PLAN: INFORMATION.BUILDING DRAWN BY: DESIGNER/ENGINEER OF RECORD bQ 4-D NH / 4-D NH REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS CHECKED By. TO TRUSS CONNECTIONS.BUILDING �� � DELIVERY LOCATION: DESTRUSSEN CONNECTIONS. OF RECORD TO REVIEW AND APPROVE OF ALL T ,., COMPANY$ . REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. i . All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. m 1: 511..i.tilli.i.„� Y� y � A�op ,;(4, 1 o�� MVJv ,i1„ � Nr � ¢ z1 ,! r N' i =1 , � �I— � Wok H , �, or Q ''gs'1 W ,Ail____ SJ2 ��=z oW Ln sn �.- �- DC O Q azo.f.,SI- • H -IIII ��� ii 3 0 �' u z o .scr� s INIIIIIIIIIII -I___MIAIIH: 1111_11111111111111111__----1- ���� ��1'� ISI SJ2 s j 112 1 i,I� 1 „ „ Steam 'll/I!..lei�-'`'.� v � CONFORMS TO DESIGN CONCEPT d l—r-__'' al a N -� CONFORMS TO DESIGN CONCEPT WITH al a �/ ri REVISIONS NOTED 8�-0■ 0 NON-CONFORMING-REVISE&RESUBMIT 11._________:11:--1 -11■ THIS SHCRDHAMNG HAS BEEN 'RENEWED FOR GENERAL Ci^FORJfiNCE WITH G HiR ' DOESNOT RE EV: E 1. FABRICATORIVEJDC c OF RESFONSiBILP FOR CONFORMANCE WITH DESIGN DRAWINGS,SE'ECIFiCAT1ONS.AND APPLICABLE CODES,ALL OF WHICH HAVE rRIORTY OVER THIS SHOP DRAWING. Date 10 6 14 By David R Burnett ISSUE DATE ABOVE PIAN PROVIDED FOR TRUSS ( �g R A N D T A R C N {T E C T S 08/1 6113 PLACEMENT R D STRUCTURAL R L BUPOLTRUSS CALCULATIONS AND POLYGON NW ENGINEERED STRUCTURAL REVISION-1: DRAWINGS FOR ALL FURTHER INFORMATION.BUILDING �"' PROJECT TITLE: DESIGNER/ENGINEER FOR AL N RECORD 4-D NH POLYGON RESPONSIBLE FOR ALL NON-TRUSS COMPANY REVISION-2: TO TRUSS CONNECTIONS.BUILDING DRAWN D DESIGNER/ENGINEER OF RECORD TO PLAN: REVIEW AND APPROVE OF ALL '-:. 4-D NH 14-D N H CHECKED BY: DESIGNS PRIOR TO CONSTRUCTION DELIVERY LOCATION: REVISION-3: 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. / 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 designis furnished subject to the limitations set forth by TPiMITCA 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). w , V t 4 to eo 01, . i Aft A -z, 1!4 " 4111r t ,t 44 i0,13 5 � � 4i' 6. EXP€SES 6/30/l5 PACisIFdesign BEprR-BCered from computer input by This IIIIIIIIIIIIII IBC 20120 MAX0MEMBER FORCES 1649WR13D10Cq•173 245 1. 2= 22.00.00 HIP EB SETBACK 8.00.00 FROM END WALL 2. IB3. -2 581 EMBER((•297 1709 10. 4° -70 911 LOAD DURATION INCREASE = 1.15 (Non-Rep) 3- 4= -2392 611 11. 8=(-279 1657 15:11'(_16 195 4. 5= -1646 483 8-11= -61 895 LUMBER SPECIFICATIONS F LOADING 5= -1654 487 11- 1 -163 2459 TC: 2x4 KDDF N1&BTR0.0" V 6- 7= -2403 BC: 2x6 KDDF q1&BTR LL= 45 PSF Ground Snow O'-) 0.0" TO 22'- 0.0" V 5-.6=( 2 586 WEBS: 2x4 NODE STAND BC UNIF LL 50.01+DL 10.0)= 64.0 PLF8- sk 0 616 ( 1{` 71.0)))= 50.0 PLF 0'- 0.0" TO 8'- 0.0' V <= 12"OC. UON. BC UNIF LL( 0.0 +DL0.0" TO 14'- TC LATERAL SUPPORT BC UNIF LL 75.0 +DL 71.0 = 146.0 PLF 6�- �HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <0 12"OC. UON. BC UNIF LL 0.0LL({+DL )50.0(= 50.)0 PLF 14'- 0.0" TO 22'• 0.0" V BEARING MAX VERTS 60 D( )))j 80 _________________ TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 14'- 0.0" LAIOONSO -403R/ 2249V -21tCTIONS 0(HO Z RG 3.610" N KpDRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FORC 22,0' 0 0" -gg71 2257V 01 OH ALL FLAT TOP CHORD AREAS NOT SHEATHED ..................................... �---------- ---------------------- BOTTOM CHORD AT CHECKED FOR LOCATION(S) SPECIFIED20 PSF LBYIIBC 2012. 22'- OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=LOIo40,Allowed� 0.100" MAX LL DEFL= -0.002' @ -1'- 0.0" Allowed = 0.133" Connector plate prefix designators: 0.0" Allowed = 1.054"1 C,CN C18 CN18 (or no prefix) =CoapuTrus, Inc TL CREEP DEFL= -0.003" @ -1 M,M2tiHS,�118HS,M16 =MiTek MT series MAX EP DEFL= -0.046" @ 11'- 7-11-11 MAX TL�ELL DEFL= -0.002" @ 23'- 0.0" Allowed = 0.100" 6-00-10 4-00 MAX TL CREEP DEFL= -0.003" @ 23'• 0.0" Allowed = 0.133" 7-11-11 3-11-11 3-00.05 3-00-05 MAX HORIZ. LL DEFL= 0.018" @ 21'- 6.5" 3-11.11 597.30# 12 MAX HORIZ. TL DEFL= 0.028" @ 21'- 6.5 4-00 587,30# M 4x6 12,00 Design conforms to main windforce-resisting 12 M-4x6 systee and components and cladding criteria. M-3X4 CE MWFRS(Dir), Wind: 140 mphl h=23.2Enclased 4Ca�B2 LExp ASCE 7- 12.00 5 a% (All HHeights), 4I . load duration factor=1Truss designed for wind loads in the plane of the truss only. M-1.5x30 0 orn o i0 11 M 3x6 o 10 0.25" M-6x8 a M 3x6 M-7x8(5) 7-08.08 6-07 1-00 7-OB-OB 22-00 1-00 . (} PROFEss Scale: 0.2653 NAME: POLYGON 4-D NH - Al unlessothewsenoted: � � �fp"fr- � y1, JOBGENERAL NOTES, L{� a��®�f 4 WARNINGS: building component.Applicability of design parameters and properi f 2 incorporation Design assumes the op and bottom chords to be braced the des agner. 1.Builder and erection contractor should be advised of ae General Notes 1.This design Is based only upon the parameters shown and Is for an individual ua onent Is and Warnings before construction commences. respectively unless braced throughout their length by t Truss Al 3.2x4 compression web bracing 10 Insust rbe installedtbitywhere shown construction 2'o.c.and at 10'o.c.respa2�a•F 3. la t ie resp temporary fr ct Ir.Ad sto al rm ag nt braigo WOOF Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllBC). �� - OREGON �� 00, DES. BY: LA the overall out d be applied the responsibility comp of the ntillail fte designer.bracingac3.2x Impact S Installation Design ion of truss bridging is thehor e responsibility used in a respecrosry environment,DATE: Dandes are assumes fuss s are use. 1� / ,J 1� 2 � �� 9/8/2014 94'ffasteners are completeand at no time should any loadsgreater than and 4.Design as of t s tr is re tbeus i the respedNe contractor. f lb 6052965applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS -41 • design loads be adequate 'WeV TRI D' 407 655 5.Comp tion,has no control over and thelimitations assumes no responsibility by for the necessary. p �Filo, S Plates shall be located on both faces of truss,and placed so their center fabrication,handling,shipment end installation of components. T Digins indi at wiz Jof p ate inInche.Is rovlded. 6.This deslgn Is furnlahed subject to Ilmaations set forth by 9 Dgits Indicate size of plate In Inches, iTekTPIAU A In SCSI,copies of which will be furnished upon request , 10.For basic connector plate deslgn values see ESR-1311,ESR-1988(MiTek) III'IIIIIIIIIIIIIIIII�II�IIIIIIIIIIIIIIIIIIII MiTek USA,Inc.ICompuTrus Software 7.6.6(1L}E EXPIRES:12/31/201,5 This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC BC: 2x6 KDDF H16Bifl TRUSS SPAN 22'- LOAD DURATION INCREASE= 1.15 2x4 ROOF STAND IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 SPACED 24.0" O.C. 1. 2= 0 BO 2-12= WEBS:LATERAL SUPPORT<= 12.00. UON. 2- 3= -1049 384 12-13= -101 658 12-i6= :196 181 BC LATERAL SUPPORT<= 12"0C. UON. LL( 25.0)+DL( 7.0)LONDTOP CHORD= 32.0 PSF 3- 4= -887 397 13.10= -191I 652 12- 6= 141 383 DL ON BOTTOM CHORD= 10.0 PSF ING 6- 5= 0 0 -172 1 1 NOTE: 2x4 BRACING AT 24"OC UON. FOR TOTAL LOAD= 42.0 PSF 4- 8= -565 338 6-13= -172 130 ALL FLAT TOP CHORD AREAS NOT SHEATHED 6- 8= -565 338 8.13' -142 382 LL =25 PSF Ground Snow (Pg) 7. 8= p g 13- g= -196 181 8- 9= -887 397 12.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9-10= -1049 364 12.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10-11= 0 80 OVERHANGS:RAGS plate prefix des1 n0tars: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Con C,CN C18 CN18 (or no prefix=CompuTrus, Inc BEARING MAX VERT M,M2OHS,�A18HS,M16 = Mitek M series LOCATIONS REACTIONS RMEACTIONS SIZE SQ INKED/IBRO SPECIES)A 9-11-11 2-00-10 OC 0.0' 24 1038V -220/E 220S 5.50" 1.66 KDDF E 6E5) 9-11-11 22'- 0.0" -241/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625 4-00 3-10-04 2-01-079-001050-052-01-07 3-10-04 4-00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=Ll1B0 8-00 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 8-00 MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= 0.019" @ 11'- 0.0" Allowed = 1.054" 5 7 12 MAX TL CREEP DEFL= -0.035" @ 11'• 0.0 12 MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 12.007 M-4x6 N 12.00 M-4x6 MAX 509IZ. LL DEFL = 0.007" @ 21'- 6.5" M-3x4 MAX HORIZ. iL DEFL = 0.012" @ 21'- 6.5" s �o Design conforms to main d cladding criteria. ?� system and components and cladding criteria, Wind: 140 mph, h=24.2ft, TCDL=4.2 BCDL=6.0 ASCE 7-10, load(A11 Heights), Enclosed Cat.2, Exp.B, MHFRS(Dir), Trussduration designedffor owind�loads in the plane of the truss only. a M-1.5x3 M-1.5x3 M 0 �eM o M-3x4 120.25 `18 10 n M-7x8(6) M-3x8 M-3x4 1 0 7-08-08 6-07 7-08-08 1-00 22-00 1-00 JOB NAME: POLYGON 4-D NH - A2 WARNINGS: Scale: 0.2437 Truss: A2 1. WARNINGS: and erection contractor should be advised of all General Notes 1GENERAL NOTES,unless otherwise noted: Cl P - and Warnings before construction commences. This design Is based only upon the parameters shown and Is for an Individual ,..0 VV Ore, !� 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responalbllay of the building designee J`4.(, (N"�+'. U��... building component.Applicability of design parameters and proper ch�� I- DES. BY: LA 3.Additional temporary bracing to Insure stability during construction 9n assumes he to and bottom Aho ds o be laterall braced at t� (mac/PE DATE: g g Is the responsibility of the erector.Additional 2.Desi (� ( A / /2014 permanent bracing of 2'o.c.and at 10•o.c.respectively unless braced throughout their length by . the overall structure Is the responsibility of the building designer. continuous sheathing such as �• SEQ• : 6052966 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. .' 3,2x Impact bridging or laical bracing required where shown+ng(TC)and/or rywaRec). TRANS fdesign loads asteners are complete and at no time should any loads greater than S Design assumes trusses are to be used In a non-corrosive environment. I D: 407655 5.CompuT us has no control overnd assumes no responsibility for the g assumes full bearing at all supports and are for"dry condition"of use.fabrication,handling,handling,shipment and Installation of components. 6.Design -k- 111111111111111111111111111111111 IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 6.This design Is famished subject to the limitations set forth by Design assumes adequate drainage necessary. 5 provided.deown.Shim or wedge if r/r yn TPIM?CA In SCSI,copies of which will be furnished upon request. 8.Ines coincides shall ewith joint caner lines.s°f truss,and placed so their center Miiek USA,Inc./CompuTrus Software 76.6(1 L)-E9. ' ' OREGON fl` ✓ 10.For ibas�ciconnecto�fiatete in inches. dea pn values see ESR-1311,ESR-1988(Miiek) EXPIRES:12/31/2015 This PACIdesig FICLUnMBprER-BCepared from computer input by IIIIIIIIIIIIIIIBC 2012 MAX MEMBER FORCES 4WRI3-DDFICq=1.00 TRUSS SPAN 22'- 0.0" 1- 2= 0 80 M. R=I.RCE 842 /D 8=V1.O 349 LOAD DURATION INCREASE = 1.15 2= -1094 254 2. 8=1(-92 551 3. 8=(11.-249377))) 614 LUMBER SPECIFICATIONS SPACED 24.0" O.C. 2. 3= -987 431 8. 9= -93 715 8. 5= -377 349 614 WE 2x4 KDDF STAND1NR 4- 4= -987 431 BC: 2x4 KDDF k1fiBTR LOADING 5- 6= -1094 254 WEL :LATERALRKDDFSRLL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 6- 7= 0 80 DL ON BOTTOM CHORD= 10.0 PSF TC SUPPORT<= 12"OC. USN. TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT LL=25 PSF Ground Snow (P9) LOCATIONS" 18REAC IONS038V 30REACTIONS7/ 307H SI50" 1.66ZE N KD(SP(CIES OVERHANGS: 12.0" 12.0" OH 5.50' 1.66 KDDF ( 625 20'- 0.0" -1871 1038V 71 Connector plate prefix dnserie: LIVEOM ADOAT CHECKED FOR A 20 FIE LIMITED STORAGE .50" 1 �a "KDDF ( 5 625 C,CN C18 CN18 (or no prefix = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIEDAIY IBC 2102. M,M2bHS,�118HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-00 VERTICAL DEFLECTION LIMITS: LL=LI240, TL-L1180 11-00 MAX LL DEFL= -0.002" @ •1'• 0.0" Allowed = 0.100" 5-07-10 MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" 5 04-06 5 04-06 MAX LL DEFL= -0.028" @ 7'- 5.1" Allowed = 1.054" 5-0 12 12 MAX TL CREEP DEFL= •0.051" @ 7'- 5.1" Allowed = 1.406" MAX LL DEFL= •0.002" @ 23'- 0.0° Allowed = 0.100" 12 M-4x6 12.00 MAX TL CREEP DEFL= -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.013' @ 21'- 6.5" 12.00 4.0" MAX HORIZ. TL DEFL = 0.019" @ 21'- 6.5" esisting system andfcomponentsorms to landn lcladdingrcriteria. Wind: 140 mH , h=s -42xASCE loll uratio), EnclosedCat. , Ep , MWFRS(Dir), oad duration factor=1Tr ss d or ind ads inuthe planeeoffthewotrussnly. M-1.5x3 M 1.,,,,,,,/ v 0 N M 0 oF1N y o C "- 6 M-3x4 M-3x4 o M-3x4 M-3x4 M-3X5(S) 7-01-13 7-05-01 7-05-01 12-00 10-00 1-00 22-00 1 00 ���p,PR(TFs NH A3 Scale: 0.2278 JOB NAME: POLYGON 4-D - �� � �� GENERAL NOTES,unless otherwise noted: �J WARNINGS: .: s 76//r r wn and Is for an building component.Applicability of design parameters and proper GG 1.Builder and erection contractor should be advised of all General Notes 1 Incorporation ofawmponensed only tis the on responslbilttyarameters sofothe building designer.1 Individual it and Wamings before construction commences. Truss A3 3.2x4 compression tempo web bracing must re installed where shown construction 2.Design assumes the top and bottom chs da to be late ally braced at 2'o.c.and at 10'o.c.respectively unsshea cad lTC)and/or dein ten BC). 3.Additional temporary of bracing erector. Insure stability dl uring of h by continuous sheathingsuch as plywood DT. BY: the the responsibility fthe eespon Addlyiofthe building bracingiger 3.2x racing r ' 9/8/2014 No overall structure is the toa any comp of the building designer. 4.Design assumes truss trusses ict bridging or are o be it of he respective environment,DATE: 4.No load should m fete applan to any component until after all bracing and 4 Installation ensign ssum a of o e use of the respective contractor. �� OREGON �ry,. Ad S EQ• : 6052967 fasteners are complete and at no time should any loads greater thanfor design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If �+' [N RA 407655 necessary. �l 1q {�,, 40 TRANS I D 5. This de ign has no conbol over and assumes no responsibility for the T n assumes adequate drainage is provided. Td fabrication,handling,shipment and Installation of components. 8 plates shall be located on both faces o truss,and placed so/halt center a `�� 8.This design is furnished subject to the limitations set forth by lines coincide withGjoint center Imes. 1 e in inches. MiTe USA,Inc.ICo copies a swhich So ae 7 6.hed upon request. 10 po sscoinciotn ado opiate design values see ESR-1311,ESR-1988(MITch) 11100111111111111 EXPIRES:12/31/2015 This design prepared from computer input by LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 1. 4=( 0 80 4.13= •1R1 169 14. 4=( •31 385 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 2. 3= -1503 455 13.14= -248 1011 3.14- - BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 3- 6= -604 380115-17= --99 6693 16. 5=(--72 103 129 OL ON BOTTOM CHORD= 4- 8= 0 0 16-17= 0 0 14- 8_( 131 385 TOTAL LOAD= 10.0 PSF 4- 6= -605 341 15-17= -99 630 8.15=) ?72 103 NOTE: 2x4 BRACING AT 24"OC UON. FOR 42.0 PSF 6- 8= -661 377 17-18= -91 597 15- 8= -72 338 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL =25 PSF Ground Snow (Pg) 8- 0= -559 338 18-11= -191 651 17- 8= -227 30 81 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9-10= -885 397 8-18= -198 162 OVERHANGS: 12.0" 12 0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'11= •1048 364 9.18= -180 394 11-12= 0 80 18-10= -196 181 Connector plate prefix BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP C,CN HS, CN18 (or no prefix =CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,nnect,r18la,e16= MiTekxi�designators:oresBEARING MAX VERT MAX HORZ SIG REQUIRED SPG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 6 62.05 0'- 0.0" -240/ 1038V -220/ 220HO5.50" 1.66 KDDF 625) 9-11-11 22'- 0.0" -241/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) 2-00-10 9-11-11 5-01-04 0-06-15 sign charknd , " _ � 3-10-04 VERTICAL DEFLECTION LIMITS?LL=L/240, L=L/180 'I �1-----------1-01-071-10-0V1(-06-08" -� MAX LL DEFL= -0.002" @ -1'• 0.0" Allowed = 0.100" ,�.,� 4-06 MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0,133' MAX LL DEFL= 0.024" @ 10'- 2.0" Allowed = 1.054" 8-00 MAX TL CREEP DEFL= -0.047" @ 10'- 2.0" Allowed = 1.406" 8-00 MAX LL DEFL= -0.002" @ 23'- 0.0° Allowed = 0.100' 12 MAX TL CREEP DEFL= -0.003" @ 23'- 0.0" Allowed = 0.133" 3x8 12 12.00 7 MAX HORIZMAX . TL DEFL = 0.024" @ 21'. 6.5" M-4x6 \ 12.00 6.5" M- X4 • M-4x6 Design conforms to main windforce-resisting �,� ystem and components and cladding criteria. � Wind: 140 m ht h=24.2ft, TCDL=4.2 BCDL=6.0 ASCE 7-10 i! (All Heights), Enclosed C0L 2, Exp.a, MWFRS(Dir), load duration factor=l � Truss designed for wind loads c in the plane of the truss only. M-3x4 o-1.5x3 o M-3x4AL _ _411/1 o !=M-6x6 14 - s0M M-3x8 0 1 �' o O M-3x4+ M-3x4+ u, o M-�x8 h��6X6 M-3X8 0 a 3.75 M-3x4 0 12 2.40 12 2-05-08 5-03 2-09 1-06-12-03.04 7-68-08 1-0 -05-08 8-00 2-00 10-05-08 9-06-08 -00 11-06-08 1-00 22-00 1-00 JOB NAME: POLYGON 4-D NH - A4 WARNINGS: Scale: 0.1767 rIn (� t� Truss: A4 1.Builder and erection contractor should be advised of all General Notes 1.GThis design Is based only upoNERAL NOTES,unless n the parameters shown and is for en individualse noted: s" ��CS and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer, {�, (N r. ��© DES. BY: LA 3.Additional temporary bracing to Insure stability during construction gn assumes the to and bottom chords to be lateral) braced at /J yT DATE: g g Is the responsibility of the erector.Additional 2.Desi j / 2614 permanent bracing of 2'0.0.and at 10'o.c.respectively unless braced throughout their length by the overall structure Is the responsibility of the building designer. continuousxImsheathing such l bracings �, SEQ. : 6052968 4.No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor.C)and/or ll(BC). ""•!'(�rf, C i 3.20 bridging or lateral required where shown++ G f L. TRANS 60: fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive enviuse, ronment, 407655 design loads be applied to any component. 5.Compuirus has no control over and assumes no responsibility for the and are assumr escfull dbeadngition" f at all supports fabrication,handling,shipment and installation of components. 6.Desi 1111111111111111110111111111111101 This Pecessary Pporusshawn.Sced or wedge if 13 TPINVTCA in BCSIg subject to the limitations set which will be forth request. 7.IeDesign assumesjoint at drainage lines. e is provided. OREGON k . y e.Platess coincideeld be withhtetl center both faces of truss,and placed so their center . ,,t_Vrl U�tV 9. e in Inches. MITek USA,Inc./Compuirus Software 7.6.6(1 L)-E 10.Digits ibaIndicate diconnector plate design values see ESR-1311,ESR-19813(Wok) ~! 'C> gy14 24` 4 EXPIRES:12/31/2015 This design prER-BCepared from computer input by IIIIIIIIIIIIIII8C 2012 MAX MEMBER FORCES 4WflIDDF/Cq=1.00 1- 2= 0 80 2-11= -341 1928 11- 3= -61 633 TC 22-00-00 GIRDER OAD DURATIONNINCREASE 8-00-00 1p115 (Non-ReOM p)TO 22-00-00 1. 2= -2880 482 12-11. -317 1777 3- 3= -366 255 LUMBERC: SPECIFICATIONSTR3- 4= -2147 431 12-13=1- -242 1759 12- 4 -219 1187 WEBS:: 2x4 KDDF STANDtANR LOADING 4- 4= -2447 363 12.13= 0 0 12- 4= •-2 270 BC: 2x6 KDDF H1&BTR LL =25 PSF Ground Snow (Pg) 4. 5= -1421 447 13-15= -278 1942 2-15= 1003 767 IC ERA KSUF SUPPORT < 0 6- 6= -1791 468 13.15= -251 1803 13- 6= -170 255 -148 243 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF - 0.0� TO 22'- 0.0" V 8. 9_ _2802 597 567 16- 9 -266 1810 16-16= -125 164 <= 12'OC. UON. BC UNIF LL(( 0.0 +DL 71.0))= 20.0 PLF 4'- 0.0" TO 12'- 0.0" V LATERAL <= 12'OC. UON. 9-10= 0 80 7-16= -346 1564 BC LATERAL SUPPORTBC UNIF LL 75.0 +DL 71.0 = 146.0 PLF 14'- 0.0" TO 22'- 0.0" 16- 8= .165 253 ADDL: BC CONC LL+DL= 1525.0 LBS @ 12'- 11.0" HORZ MAX BRG REQUIRED BRG AREA NOTE:FLATT4 BRACING AT EAS NOT UON. ATH BEARING MAX VERT ALL TOP CHORD AREAS SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (DSPE(CIES REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. O'- 0 S" 35 R1 TIONS 21 R1 2ONSH 5.50" 4.44 KD(S ( IE5 20'- 0.0" -351/ 1B3N 71 OVERHANGS: 625 oecor12.0"rei fla ANDNDTBM TOMRD ORDCLIV FLR 1SPAC LIVE LOAD. TOP ar 44 D Connector plate prefix desinators: BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN C18 CN18 (or no prefix =CompuTrus, Inc 7-11-11 VERTICAL DEFLECTION LIMITS: LL=L1240, TL-L118 M,M2OHS,M18HS,M16 = MiTek M1 series 7-11-11 OE 6 00-10 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" 2-09 5-02-11 2-02-05 2-05-04 1-05-01 3-11-11 4-00 MAX TL L LLDEFL= 0.044" @ 12'- 0.2' Allowed = 11.054' MAX TL CREEP DEFL= -0.135° @ 10'- 5.5" Allowed = 1.406" 12 MAX LL DEFL= -0.002" @ 23'- 0.0' Allowed = 0.100" 12 M-4x6 12.00 MAX TL CREEP DEFL= -0.003" @ 23'- 0.0' Allowed = 0.133" 12.00 V M-4x6 M 5x4 M-3x8 MAX HORIZ. LL DEFL= 0.019' @ 21'- 6.5" e* MAX 60002. TL DEFL= 0.048° @ 21'- 6.5" �° Design conforms to nein windforce-resisting system and components and cladding criteria. Wind: 140 ma ht d comp Ennt sed cladding FRS(Dir), (All Heights), load duration factor=le M 1.5x3 Truss designed for wind loads in the plane of the truss only. 0 ,- 4 M-3x4 0 0r 4r M 0 M 3x6A e .e„ Siialm _ c® v' 0 1 12 u, ®� o o M-3x4+ x6 M-3x8 0 14 15 - 16 6 0 M-3x4+ 0 M-7x8=M-8x8 M-7x8 M-3x6 0 2.40 12 3.75 12 1525# 12 2-05-08 5-03 2-09 1-06-12 2.03-04 7-OB-08 8.00 2.00 9-06-08 1-00 1-00 2-05-08 11 O6-OB 10-05-08 1-00 22-00 1-00 Scale: 0.2357 (0".. PROF 6,s JOB NAME: POLYGON 4-D NH - A5 'c � °� GENERAL NOTES,unless otherwise noted. an ?I '9 WARNINGS: parameters shown and and pfos r ar r^" building component.Applicability of design p L,'C [y r3 e OPE 1.Builder and erection contractor should be advised of all General Notes t'This design ofacomponent is theonly upon e design m the building designelnl Individual JL and Warnings before construction commences. ,,aY Truss: A5 2. Additional corratempo web bracing must re stability wheregshown t. p,Design assumes the top and bottom chords to behrougho braced e 9 j 3. temporary bracing to Insure stability during construction continuous2 o.c.and at 10ea hin such as plywoody unless braced throughout their length by or lateral bracing required where ++ f '' DES. BY: Is the responsibility is the erector.Addalof the permanent bracing of sheathing such as meed where shown and/or drywalgB the overall structure the responsibility of building designer. 3.2z Impact bridgingr�IP, CC" DATE: 9/8/2014 5.Design assumes trusses are to be used in a non-corrosive environment, 1. OREGON I�VN�b ��a 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. tJ G fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. TRA" : 6052 40765509 design loads be appliedocontrol to any over and assut. 6.Design assumes full bearing at all supports shown.Shim or wedge if / i 4 � necessary. /1 TRANS I D" 5.CompuTrus has no and assumes no responsibility for the T Design assumes adequate drainage Is provided. . hand Thisfabridesign is furnished shipmentcaod the limitationsitio components. 8 Plates shall be located on both faces of truss,and placed so their center n��t 6.This design n furnlah copies of to set forth by lines coincide with joint center lines. ("1 .+• ill 111111 111111 III IIIII1111III IIII IIII MITe USAnIOC.ICOropsTNS ISOftWefe ch v4I1 be furnished 6 6 upon request. O Digits Indicate ith Jze oinf plate design lines.nes see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIOIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 12-11.00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1&BTO 1- 2= -1583 284 8-1- 8= -215 1045 28-- 2= -7 406 BC: 2x6 KDDF# WEBS: 2x4 KDDF STAND LOADING 3-2- 3= -1112 310 9= -198 949 2- 9= -279 295 LL =25 PSF Ground Snow (Pg) 4= -747 259 9-10= -119 742 9- 3= -147 230 TC LATERAL SUPPORT<= 12'00. UON. TC UNIF LL( 50.0)+DL 14.0 = 64.0 PLF 0 - 0.0' TO 6'- 0 0' V 4- 5= -1112 306 10.11=. -81 943 9. 4= -150 139 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 100.0)+DL( 28.0 = 128.0 PLF 6'- 0.0" TO 6'- 11.0" V 5- 6= •1580 268 11- 6= -89 1039 0.15= 268 2 TC UNIF LL 50.0))+DL 14.0 = 64.0 PLF 6'- 11.0" TO 12'- 11.0" V 6- 7= 0) 80 10-5- 5- 5= -262 27733 NOTE: 2x4 BRACING AT 24.00 UON. FOR 5-11= 0 409 BC UNIF LL 0.0 +DL 40.0 = 40.0 PLF 0'- 0.0" TO 12'- 11.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 250.0 DL( 70.0)= 320.0 LBS @ 6'- 11.0" LOCATIONS /REACTIONS102REACTIONS45I5E 1.63 F ( 625) 0'• 0.0" -179/ 1020V -156/ 148H 5.50" 1.63 KDDF ( 625) OVERHANGS: 0.0' 12.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12'- 11.0" -229/ 1145V 0/ OH 5.50" 1.83 KDDF ( 625))) ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND ' D ign check__ed for netj s psf) uplift at 24 oc _oar"_•I Connector plate prefix desi nators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 CCI 018 CN18 (or no prefix = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= -0.018" @ 6'- 11.0" Allowed = 0.600" M,M2OHS,�118HS,M16 =MiTek M series 5-11-11 0-11-10 5-11-11 MOX TL CREEP DEFL = -0.035" @ 6'- 11.0" Allowed = 0.800" T T T MAX LL DEFL= -0.002' @ 13'- 11.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 13'- 11.0" Allowed = 0.133" 2-09 3-02-11 0-11-10 3-02-11 2-09 �320Nf T l' MAX HORIZ. LL DEFL = 0.014" @ 12'- 5.5" 12 12 MAX HORIZ. TL DEFL = 0.024" @ 12'- 5.5' M-4x6 320# f- 12,00 M-5x6 \12'00 Design conforms to main windforce-resisting system and components and cladding criteria. �D=e� Wind: 140 mph, h=22.2ft, TCDL=4.2 BCDL=6.0 ASCE 7-10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.b� Truss designed for wind loads in the plane of the truss only. o M-3x4 M-3x4 o idlilhi nM-3x4 ee �1 M-3x4 M o skit a, :. _M-6x6 g 10 =M-6x6 o 1** , x4+ M-3x8 M-3x4 1 a /".2 M-3x4+ M-3x' _ M-3x4+ o .. 3.75 3.751. 12 12 y i' ), J' y y 2-05-08 3-03 1-07-12 3-01-04 2-05-08 y y ; y )' 2-05-08 8-00 2-05-08 1-00 12-11 1.00 JOB NAME: POLYGON 4-D NH - B1 Scale: 0.2995 o RRQF f0 WARNINGS: GENERAL NOTES,unless otherwise noted: ry 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 {�\��('�'�'(Nt. V/^ Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper `� 1 J // 4�.q, 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. t� -; DES. BY: LA 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Sy 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 ;9.2„E7 E DATE: 9/8/2014 the overall structure is the responsibility of the buildingdesigner. continuous20 sheathing such acing requirede ewhere s and/or drywall(BC1. F 1 bep rtY 9 3.In Impacto bridging is lateral boning ityof where shown+a 4.No load shouldne mate applied to any time should until after all bracing and 4.Design ass of es Is the are responsibilitythe cocontractor. SEQ. : 6052970 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, tle; TRANS I D• 407655 design loads be applied to any component and are for"dry condition"of use. ✓"�' , ' S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if IC fabrication,handling,shipment and installation of components. nesignary. /74., 4, ��OREGO 1 11 6.This design Is furnished subject to the limitations set forth byT Design assumes adequate drainage is provided. J- "\ .4- 1111111111111111111 TPI WTCA in BCSI copies of which will be furnished upon request 8 Platesnecoincide ewith Jeent ed on n er lines. of truss,and placed so their center /� p 9.lines indicate size of plate in inches. �,/ 1 6k G �ty MITek USA,InC./Con1puTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ` RR1L EXPIRES:12/31/2015 IIIII ThisPACIFdesignICLUMBER-BC prepared from computer input by IIIIIIIII TRUSS SPAN 12'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE= 1.15 1- 2= -792) 229 1- 7=(-113) 602 7- 2=( -2) 229 BC: 2x4 KDDF q1&BTR SPACED 24.0" 0.C. 2- 3= -468) 198 7- 8=�-104) 548 2- 8=(-281}1)) 209 BC: 2x4 KDDF SDR 3- 4= -4671) 164 8- 9= -105)) 455 8- 3=(-143 315 WEBS: 2x4 KDDF STAND; LOADING 4- 5= -789 193 9- 5= -114 501 8- 4=(-248 211 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6= 0 80 4- 9=( 3 199 IC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL =25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES OVERHANGS: 0.0" 12.0" 0'- 0.0" -71/ 541V -175/ 167H 5.50" 0.87 KDDF ( 625 ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12'- 11.0" -121/ 667V 0/ OH 5.50• 1.07 KDDF 1 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Connector plate prefix desi9nators: ICOND 2 Dest.an checked for net( F osfl uplift at 24 'oc saacina C,CN C18,C(18 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2bHS,M18HS, M16= MiTek MTT seriesries AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= 0.010" @ 6'- 5.5" Allowed = 0.600' MAX TL CREEP DEFL= -0.020" @ 6'- 5.5" Allowed = 0.800" 6-05-08 6-05-08 MAX LL DEFL = -0.002" @ 13'- 11.0' Allowed = 0.100" f '' MAX TL CREEP DEFL= -0.003' @ 13'- 11.0" Allowed = 0.133' l' 2-09 f 3-08-08 I 3-08-08 T 2-09 I MAX HORIZ. LL DEFL= 0.010" @ 12'- 5.5" 12 MAX HORIZ. TL DEFL = 0.016" @ 12'- 5.5" 12 M-4x6Design conforms to main windforce-resisting 12.00/ \12.00 system and components and cladding criteria. 3 4'0 Wind: 140 mph h=22.4ft, TCDL=4.2 BCDL=6.0 ASCE 7-10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), �q load duration factor=l.� Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 0 0 �� Q@ F- M-3x4 40ii00 _r' \ 3x4 mo teeM-5x6 5x6N � Litt et.: M-3x8 M 3x'+ = o 0 1** M-3X4+-3x4+ M-3x4+ • o a 3.75 3.75 C,.. 12 12 J., y ; ) y 2-05-08 4-00 4-00 2-05-08 1' ,1 ,1 , 1, 2-05-08 8-00 2-05-08 1-00 12-11 1-00 JOB NAME: POLYGON 4-D NH - 62 Scale: 0.2824 �� ~G0 PROPs 1. iNGS: G.This NOTES,s unless otherwise noted: 4.1:7A t ��f�,,� O 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 � tit!!!ll/ff! '`/�`�� 4f At and Warnings before construction commences. building component.Applicability of design parameters and proper Truss B2 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. p 2.Design assumes the top and bottom chords to be laterally braced at C +�! C' 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LA Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 60529725.Design assumes trusses are to be used In a non-corrosive environment, ,/', „ fasteners are complete and at no time should any loads greater than and are for dry condition"of use. design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If OREGON �fi. TRANS I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the necessary. V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. �t t� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center /.R "T 7, 3 1111111111111111 TPIMrrCA In BCSI copies of which will be furnished upon request lines coincide with joint center lines. V 9.Digits indicate size of plate In inches. '�y �.` 1� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) r i 1. EXPIRES:12/31/2015 This PACIFIC designLUMBEpreparedR-BC from computer input by LUMBER SPECIFICATIONS TC: 2x4 ECIF#1&BTR TRUSS SPAN 6'• 0.0" BC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2-4=(0) q=1.00 IC LATERAL SUPPORT <= 12"0C. UON. SPACEDL 2I,0" O.C. 1.2=( 0) 80 2-4=(0) 0 BC LATERAL SUPPORT<= 12"OC. DON. LOADING 2-3=(-60 67 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 POP LOCATIONS REACTIONS9REACTIONS95I5E 0.47 (SPECIES Connector plate prefix efix natCom 0'- 0.0" -43/ 296V -32/ 99H 5.50' 0.47 KDDF (((( 625)) C,nN c10 Cp (or no xrdesip= ors: pus, Inc LL =25 PSF Ground Snow (Pg) 1'- 10.0" -128/ 116V 0/ OH 1.50" 0.19 KDDF 1625) M,M2OHS,INIBHS,M16= MiTek MT series 6'- 0.0" 0/ V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. cG"D. 2: Desfan rhe ked for n t! 5 pcf) rlplift at 94 nr c BOTTOM CHORD CHECKED FOR 10ACT LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 OD BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed 0.133" 1-11-11 MAX TC PANEL LL DEFL = 0.004" @ 1'- 0.0" Allowed = 0.147• T MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed = 0.220" MAX BC PANEL LL DEFL= 0.008" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL= -0.022" @ 3'- 3.8" Allowed = 0.339" 12.00/ MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HERR. TL DEFL = 0.000• @ 1'- 10,9• 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 0 (All Heights), Enclosed Cat.2, Exp .B, MWFRS(Dir), Truss ddesigned ffor owind�loads in the plane of the truss only. v 0 v 0 o N CO o7/ 0 in CI r� o� �� X14 M-3x4 ,-- ), y 1-00 [FRDVID F BKIN Attc• J 6-00 y JOB NAME: POLYGON 4-D NH - BJ1 Scale: 0.6631 v,t0 PFt°Pe �n WARNINGS: GENERAL NOTES,unless otherwise noted: Truss BJ 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 {����('� • and Warnings before construction commences. buildingcomponent.ApplicabilityVS�''"' -.1.9 V��. 2.2x4 compression web bracing must be Installed where shown+, incorporation of compont Isthoresponsibil responsibility of the buildiarameters and ng proper designer 1 / incor P Y g 4�,Y / DES. BY: LA 3.Additional temporary bracing to insure stability during construction 2. assumes the top and bottom chords to be laterally braced at DATE: g is the responsibility of the erector.Additional permanent bracing of Design continuous and at 10'hie respectively unless braced throughout their length by) SEQ�1 /8/2014 the overall structure Is the responsibility of the buildingdesigner. sheathing such as plywood required sheathing(TC)and/or drywall(BC). `9��!!!®p� . . 6052973 4.No load should be applied to any component until after all bracing and 4.Instal2c lation ofact truss is thor e responsibilityral f the respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ' TRANS ID407655 design loads be applied to any component. and are for"dry condition"of use. y 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if mow"" ` A�""�"' fabrication,handling,shipment and Installation of components. necessary. I IUIII 11111 VIII 11111 11111 VIII VIII IIII IIII 6.This design is furnished subject to the limitations set forth by7.PlatesPshall assumes adequatedodrainagefaces is truss,setl � o, c1L) TPIANTCA in BCSI,copies of which will be furnished upon request. 8 nes coincide with joint center Ilesof and placed so their center dV OREGON 4," e in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FF9. oribasic connector plts indicate size of ate design values see ESR-1311,ESR-1988(MiTek) �6 7 14 �� P� fiRRit.\- ' EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC DEC 201'2 )M4XOMEMB6R FORCES01 4WR5DO{FICgO=1.08 TRUSS SPAN E 0.0" 1-2nd-180) 26 2-6=(-71) 1361 65=1-155) 110 LUMBER0 52 : SPECIFICATIONS LOAD DURATIONAINCREASE. " 0 C 1.15 2-3= -48 42 3-7=11 E: 2x4 KDDF SiABTR SPACED 24.0" O.C. BC: 2x4 KDDF#1&BTR LOADING WEBS: 2x4 KDDF STAND BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+pL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA L ON BOTTOM CHORD= 2.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES BC LATERALAGSUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 356V -61/ 161H 5.50" 0.57 KDDF ( 625 LL= 25 PSF Ground Snow (Pg) 3'- 10.9" -102/ 81V 0/ OH 1.50" 0.13 KDDF (l 625 OVERHANGS: 12.0" 0.0" 6'- 0.0" 0/ 102V 0/ OH 5.50" 0.16 KDDF 625 Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2 HS, 1BHS (or no prefix) =CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2bHS,�IIBHS,M16 MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 AND BOTTOM CHORD LIVE LOADS AAC BOTTOM CHORD CHECKED FOR tSPLIVE LOAD. TOP MAX LL DEFL= -0.002' @ -1'- 0.0" Allowed = 0.100" CT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= 0.005" @ 2'- 3.8" Allowed = 0.170" 3-11-11 MAX TL CREEP DEFL= -0.007' @ 2'- 3.8" Allowed = 0.226' -/ MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.078" MAX BC PANEL TL DEFL= -0.005" @ 3'- 11.9" Allowed = 0.192" 12 MMAX HORIZ. TL DEFL= 0.010"HORIZ. LL DEFL= 1 12.00/ @ 5'- 8.0" N) Design conforms to main windfarce-resisting system and components and cladding criteria. M-4x6 Wind: 140 m hl h=21.2ft, TCDL=4.2 BCOL=6.0 ASCE 7.10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 0load duration factor=1.� 400'`4hilliii.„ Truss designed for wind Isada o in the plane of the truss only. 0 v 0 sm - pppp w ee7 -/ o/- Im 0 r M-1.5x3 c, o/- ►=� 0 MS 3x4 M-3x4 M-3x5 J, y ), 2-03-12 3-08-04 1-00 2-05-08 6-00 3-06-08 1 Flit l wpARTNC'lta'2 4 7I JOB NAME: POLYGON 4-D NH - BJ2 Scale: 0.5246 0 RROFe GENERAL NOTES,unless otherwise noted: 1.�TP-lm a- /W�gr- WA I.B iNeS: V'IJ I(yiJfi ell` -N) 1.Builder and ere a or cconstruct on co be nceised of all General Notes 1' build ng omponent.Applicability o fdesign tp ametas nd proper mdNidual f� Truss: ECJ 2 and Warnings before construction commences. incorporation of component is the responsibility of the building designer. 4 •92 rj,`q E 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at C C- 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/8/2014the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 5.Installation n of u truss is the responsibility ae po be osedooh respenosNe environment,tract ,/'r ", SEQ. : 6052974 dfastenersesign are complete and at no time should any loads greater thanand are for"dry condition"of use. OREGON �,� design hada b.:applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if V TRANS I D' 407655 5.Comcati n,has no.shipment over and assumes no responsibility for the ne sign s 9G�,4 1 4 ,-,t)s." fabrication,handling,shipment and installation limitationsallon of components. 7.Design assumes adequate nth facesae is provided. r F h. 6.This design is furnished subject to the set forth by a'fines coincide with jl be oint ed on ntetr Iinesof truss,and placed so their center M I IIIIiI VIII VIII VIII 111111111 III to- MiTek U A in nc.f of which will be7.6. upon request 9 Digits Indicate size of plate in inches. c R �` 4 MiTek USA,IBCSI,copiesmpuTfw Software furnished1 upon 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TC: 2x4 KDDF BTR TRUSS SPAN 6'- LUBC2x4 KDDF BTR LOAD DURATION INCREASE a 6.15 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 3.4=I.113I 84 5-7 -266; 233 3.7`1.2660 52 246 TC LATERAL SUPPORT<= 12"OC. UON. LOADING 174 11 BC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF OVERHANGS: 12.0" DL ON BOTTOM CHORD= 10.0 PSF 0.0" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate desi nators: LL =25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES Conn Connector CNla (or prefix prefix=CompuTrus, Inc 0'- 0.0" - / 399V -91/ 225H 5.50" 0.64 KDDF 625 C,CN,C181,C818 r 0 Mprek x series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -37/ 149V 0/ OH 5.50" 0.24 KDDF 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5 11 7" -84/ 117V 0/ OH 1.50" 0.19 KDDF 625 BOT OM ANDTBOTTOMRCHO DCKED LIVEFOR LLOADSPSF ACTLIVE NON-CONCURRENTLY. 5-11-11 TOP VERTICAL DEFLECTION LIMITS: LL=L/240, 80 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX IL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.011" @ 2'- 3.8" Allowed = 0.254" ' ,mu CREEP DEFL = -0.012" @ 2'- 3.8" Allowed = 0.339" I �( MAX HORIZ. LL DEFL = -0.019' @ 5'- 8.0" MAX HORIZ. TL DEFL = 0.018" @ 5'- 8.0" oogirdo 12./.1 2 Design conforms to main windforce-resisting 12.00 2 system and components and cladding criteria. Wind: 140 m ht h=22.2ft, TCDL=4.2 BCDL=6.0 ASCE 7.10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.� o Truss designed for wind loads in the plane of the truss only. o M-4x6 0 •4- a ea Co 8B c.›,--Lo ,Lpiiiito no M 1.5x37 o M63x4 0 1 M-3x4 M-3x5 2-03-12 3-08-04 1-00 2-05-08 6-00 3-06-08 JOB NAME: POLYGON 4-D NH - BJ3 WARNINGS: Scale: 0.4236 p Truss: BJ 3 1.Builder and erection contractor should be advised of all General Notes GENERAL s NOTES,based)only upoess n the parameters shown and Is for an Individual f ``ti) P R 0 and Warnings before construction commences. building component.Applicability of design parameters and proper c�` / 2.204 compression web bracing must be Installed where shown+, incorporation of component Is the responslbllay of the building designer. J INE yy,/��V DES. BY: LA 3.Additional temporarybracingter to Insure stability during constructionbraci2.Dea gn assumes the top and bottom chords to be laterally braced at s,..- //7 DATE: 9/8/2014 s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by 4✓ the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ( ^�"E7 C r SEO• : 6052975 ,0001, 4. No bad should be applied to any component until after all bracing and 4. Installation of truss s the responalbilay o(the respective contractor. F LL fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, i TRANS I D: 407655 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and arefor "dry condition" of at supports fabrication,handling,shipment and installation of components. 6.Design shown.Shim or wedge if r� IIIIIIIVIIIVIIIVIIIVIIIVIIIVIIIIIIIIIIIecessary +� >I�rr t 6.This design is furnished subject to the installation set forth e 7 Design assumes adequate drainage is provided. O k N (/ TPI/WTCA In sCSI,copies of which will be furnished upon request a AmePlats coincides shall ewih)o nt centerd on tliness of}rues,and placed so Their center ] iJ_V R 4� - D MiTek USA,IncInc./CompuTrus Software 7.6.6(1 L)-E 10.For ibasic icate connector plze 0 atete in inches. design values see ESR-1311,ESR-1988(MiTek) �V �� 1 4 21 ��,( ��RRi4ti-�' EXPIRES:12/31/2015 This PACIdeFIC LUsignMBprepa ER-BCred from computer input by IIIIIIIIIIIIII IBC 2012 MAX MEMBER FORCES 4WR/DD((FICq=-256))1.00 TRUSS SPAN 3'- 3.0" I.0=� -4) 95 E.BER-FOR) 176 56-3=DDF-145IC= 372 LOAD DURATION INCREASE = 1.15 1.2-2= -2-41) 129 LUMBER SPECIFICATIONS SPACED 24.0" 0.C. 2-3= -259 14 TC: 115 2x4 KDDF SiANTR 219 BC: 2x4 KDDF H1&BTR LOADING WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL .ON0 BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECI625 ES TOTAL LOAD= 42.0 PSF 0.0" -1 59V •7 5.50" 0.25 KDDF ( OVERHANGS:BC LATERAL SUPPORT1 . <= 12"OC. 0" 0'- 3.0" -177/ 484V 0/ OH 5.50" 0.77 KDDF ( 625 12.0" 18.0" LL =25 PSF Ground Snow (Pg) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 C,M2 HS, 1RHS (orM16 no prefix) =riesuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2bHS,�118HS,M16 = MiTek MT series MAX LL DEFL= •0.001" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP MAX TL CREEP DEFL= -0.031" @ •1'- 0.0" Allowed = 0.133" 3-03 AND BOTTOM CHO'D LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= -0.002" @ 4'- 9.0" Allowed = 0.150" MAX TL CREEP DEFL= -0.038' @ 4'- 9.0" Allowed = 0.200" MAX IC PANEL LL DEFL= -0.014" @ 1'- 6.0" Allowed = 0.174" 12 4 9.00 V MAX TC PANEL TL DEFL= -0.012" @ 1'- 6.0" Allowed = 0.261" MAX HORIZ. LL DEFL= -0.001" @ 2'- 6.5" MAX HORIZ. TL DEFL= -0.001" @ 2'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m hf h=15ft TCOL=4.2 BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed Cat.2, Exp.B, MNFRS(Dir), load duration factor=1.� Truss designed for wind loads in the plane of the truss only. N V O a O d' M-3x4 co' O Ir,�� m1 IASI o 5y� 6 Ile M-1.5x3 M-3x4 I � � 2-06-08 0-08-08 1-00 3-03 1-06 Scale: 0.5387 (60 PRp�es, JOB NAME: POLYGON 4-D NH - D1 �, m„Itti �,, GENERAL NOTES,unless otherwise noted 7I ' WARNINGS: d W n building component.Applicability of design.parameters and proper , a2i OPE 1,,• 1.Builder and erection contractor should be advised of all General Notes 1.Thcrpora ons of component theon erespone bJdy of the building designer.parameters shown and is for an individuala t""G and Warnings before construction commences. Truss: D 3.2x4 compressionltemporary web bracing bracing must e installedwheregshown i 2.2e.c.and assumes the top and bottom unless chords toc be throughout braced at 3.Additional bracing to insure stability during construction 2'o.c. at 10'o.c,respectively braced throghout their length by DT. BY: LA is the overall structure Is heeresponsibility of the building designer.of 3.2x Impact bridging tinuous or lateral bracing as rarequired where shown+drywall(BC). 5.Design assumes n of truss is isshs are to be a respective es pertive c environment, ` DATE: 9/8/2014 4.No load should m tete applied to any component until after all eater than and 4. ents trusses is the responsibility used in the on-core s e etradnr. �� OREGON� ��� fasteners are complete and at no time should any loads greater and are for"dry condition"of use.supports shown.Shim or wedge If TEA" : 60529770design loads be applied to any component. 6.Design assumes lull bearing at all TRANS I D' 407655 5.CompuT n,has no,shipmentip)over and assumes no responsibility components. 7. the ne gsary. 4 p 7.n Design assumes adequate drainage Is truss,a. fabrication,handling, dsubject and installation limitations soetforth by • 6.This design is furnished lesofto the Ill be(ions set by 8.Mets coincideswtth joenl ed on nter lineth a oftruss,and placed so their center rf h 1�` X1111 �111111111111pt MiTe USA,Inc.ICo pies of s which S will be 7rNshed upon L)-E request 9.liDnes s its ate ectoze rplf alate in Inches. te design values see ESR-1311 ESR-1988(MRek) 1 b IIIIIIIIIIIIIIIIII EXPIRES:12/3112015 This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC IC:II .••im•mmn•m••m.imm.m•imim•m.i••m.mm. ,•m•••mm., ... _.__. 2x4 KDDF k1&BTR TRUSS SPAN B'• 0.0" BC: 2x6 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC1-2=2012 02 2X 1.5MEM=ER FORCES9) 5.2= -190 1.00 WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 616 200 2x4 KDDF STAND- A 3-4= -285 309 5-6=(-227) 604 6.3=I.290I 1265 TC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL 7.0)LONDTOP CHORD= 32.0 PSF 3.4=� -18I 8 BC LATERAL <= 12"OC, UON. 6-3= •290 265 L ON BOTTOM CHORD= 10.0 PSF BC ForAhanger SUPPORTORs. - See approved plans TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX TIOZ BOG REQUIRED SPG AESA pp LL =25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES C,CNConneC18rCN18t(orr no1prefix4natCompuTrus, Inc ADDL: BC CONE LL+DL= 1534.0 LBS @ j'- 0'- 0.0" -112/ 765V -169/ 295H 5.50" 1.22 KDDF ( 625 M,M2OHS,M18HS,M16= MiTek MTt series 0.0" 8'- 0.0' -453/ 1526V 0/ OH 5.50' 2.44 KDDF ( 625ADDL: BC CONC LL+DL= )} 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL " VERTICAL 0ILIMITS: -L=19llowed80 REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFFLL== --0.0022 7" @ 3'- 11..9"" Allowed = 0.472" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL= 0.030" @ 6'- 2.5" Allowed = 0.311" 4-01-10 3-06-10 0-03-12 MAX HORIZ, LL DEFL = -0.002" @ 7'• 6.5" 12 MAX HORIZ. TL DEFL = 0.003" @ 7'- 6.5" 12,00 7 M-1.5x3 4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m hl h=23.2ft, TCDL=4.2 BCDL=6,0 ASCE 7.10 (All Heights), Enclosed CaL,2, Exp, , MWFRS(Dir), load duration factor=l.� Truss designed for wind loads in the plane of the truss only. M-3x5 M � O N co9 O MI O M-3x4 M-3x6 M-4x8 1085# 534# 3-11-14 4-00-02 L 8-00 JOB NAME: POLYGON 4-D NH - Cl WARNINGS: Scale: 0.3194 4.` Truss C 1 1. Builder and erection contractor should be advised of all General Notes e11.ThIs design ENERAL s based only upoES,unless otherwise the parameters shown and Is for an individual Ito and Warnings before construction commence& building component.Applicability of design parameters and proper c� { 2.2x4 compression web bracing must be Installed where shown+, incorporation of component H the responsibility of the building designer. V DES. BY: LA 3.AdditlonaI temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / / /� DATE: 9/8/2014 is the responsibility of the erector.Additional permanent bracing of c2 titin and at 1a'c.c. asv iy ones braced(TC)and/o their length( �✓ !SEQ the overall structure is the responsibility of the building designer. continuous sheathing such as plywood meed here)and/or drywall(BC). C��!`F'j C " : 6052978 4.No load should be applied to any component unfit after all bracing and 4.Installation oactn of truss thing or e responsibility of the where rshown+espective contractor. LL.• 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, ''> f use. TRANS I D: 407655 0.4010/1. design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are assumfor es full beanondition"o at all supports fabrication,handling,shipment and Installation of components. 6.Desi g pports spawn.Shim or wedge If necessary. 11111111111111111111111111111111111 IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 6.This design Is furnished subject to the limitations set forth by T Design shall assumes adequate on drainage is provided. (�• TPI,WTCA in SCSI copies of which will be furnished upon request 8 nes coincide located joent centetr hnae8 s of truss,and placed so their center s , UREGO- w MITek USA,Inc./CompuTrus Software 7,6.6 1 L-E 9.Digits Indicate size of plate in inches. �t ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) �"` .7� 1 4. v.. EXP/11I:S1142/4 /2:15 TPACIFICLUMBhis design preparedER-BC from computer input by I�IIIIIIIIII�I INC 2012 MAX FORCESMEMB2R� O0 2W4/�a;/oq=1.00 TRUSS SPAN 8'- 0.0" M.ER R) 85 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 TC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. BC: 2x4 KDDF H1&BTR LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOPM CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES BC LATERAL SUPPORT <=12"OC. UON. OL ON BOTTOM CHORD = 10.0 PSF 1'• 0.0" -50/ 174V -32/ OH 1.50" 0.28 KDDF99H 1.50" 0.46 KDDF (( 625 TOTAL LOAD = 42.0 PSF 0'• 10.0" -165/0274V 67V0/ OH 5.50" 0.10 KDDF ( 625 OVERHANGS: 12.0" 0.0" 8 0 0" 625 LL =25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN C18 CN18 (or no prefix) =CompuTrus, Inc M,M2HS, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 b �118HS,M16 = MiTek M7 series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. MAX LL DEFL= -0.002" @ -1'- 0.0' Allowed = 0.100" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL= 0.004" @ 1'- 0.0" Allowed = 0.147° MAX TC PANEL TL DEFL= •0.008" @ 1'- 1.5" Allowed = 0.220" MAX BC PANEL TL DEFL = -0.081" @ 4'- 4.8" Allowed = 0.472" MAX MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 1-11-11 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2 BCDL=6.0 ASCE 7-10,i (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.� 12.00/ inTruss thedplaneed offor thewloads trussonly. 0 v .:I- c:, N O V O O') co o[tn la I4 O O M-3x4 1-00 P.0 IrE L B A'I G'J s'2 3 8-00 Scale: 0.5733 <(,Q`�'0 P R OFe JOB NAME: POLYGON 4-D NH - J1 � / • o GENERAL NOTES,unless otherwise noted. V Ili WARNINGS: <{t +n I i 111 wn and Is for an building component.Applicability of design parameters and proper -a f,. 1.Builder and erection contractor should be advised of all General Notes 1'This incorporation ofacomponentpis chen r responsibilparametersity ofothe building designer.idua a and Warnings before construction commences, Truss: J 1 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.0.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DES. BY: LA the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r� y DATE: 9/8/2014 5.Design assumes trusses are to be used In a non-corrosive environment, il* 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. 'L OREGON {� `/, fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. 4+ f V ^iii Cr TRA" : I D: 4 09 design loads abapplied controlon to any over and assnt. 6.Design assumes full bearing at all supports shown.Shim or wedge If t J 407655necessary. iti _4 Q � TRANS I D" 5,CompuT fabrication,has no and assumes no rcomponents.for the T Design assumes adequate drainage is provided. ThisesIs handling,urniedlsmeect and installation of components. of ° 8.This design Is furnished subject to the limitations set forth by 8.Mas coincide wit h fJoint to in I cher h faces truss,and placed so their center �RI 1 ` MTPI/WTCA in BCSI,copies of ITe SA,Inc./ComiUTrusiSoftware furnishedch will be 6 6(1 L)-E request. 9.Do Indicate oin wit ce onnector design values see ESR-1311,ESR-1988(M Tek) 1.L» 1131111111111111 EXPIRES:12/31/2015 This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TC: 2x4 KDDF#1&BTR TRUSS SPAN 8'- 0.0" BC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC LATERAL SUPPORT<_ SPACED DING O.C. 1.2=( 0) 80 2.4=(0) 0 BC LATERAL SUPPORT<= 12"OC. UON. 2.3=(-90 113 LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA plateTOTAL LOAD= 42.0 PSF LOCATIONS 3/ACTIONS 1/ACTI0 5I5E 0.57 (SPECI25 Conn C,,CNeC18rCN18 (orrno1prefix�natCompuTrus, Inc 0'. 0.0" -3/ 35BV •61/ 1610 5.50' 0.57 KDDF 625 M,M2bHS,�AIBHS,M16 MiTek MT series LL =25 PSF Ground Snow (Pg) 3'- 10.9' -198/ 181V 0/ OH 1.50" 0.29 KDDF 625 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0" 0/ 72Vked 0/ OH 5.50" 0.11 KDDF 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1 . AND BOTTOM CHORD CHECKED FOR 1OPSF DS ACTLIVE LOAD. TOP TLY. VERTICAL DEFLECTION LIMITS: LL=0/240, TL=0/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX BC PANNEL X LL DEFL= -0.026" @ 3'- 0.0" Allowed = 0.178" 9'11-11 MAX TC PANEL TL DEFL= -0.044" @ 2'- 2.3" Allowed = 0.503" MAX BC PANEL TL DEFL= -0.122" @ 4'- 2.3" Allowed = 0,472' 1.4" Allowed = 0,472• MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = 0.001• @ 3'- 10.9" 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2 BCDL=6.0 ASCE 7.10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,� Truss designed for wind loads in the plane of the truss only. o v cr Oc 0 0 UD v V) C pr- of- ljlli o �1 M-3x4 111.- 14. 1-00 PROVIDE FULL BEARING•Jts 2 3 41 8-00 JOB NAME: POLYGON 4-D NH - J2 WARNINGS: Scale: 0.5233 - Truss: J 2 1.Builder and erection contractor should be advised of all General Notes 1.This desigNERAL n is based)only upoess n the parameters shown and Is for an Individual se noted: �4nt0 f n 04- WARNINGS: and Warnings before construction commences. building component.Applicability of design parameters and proper cc /"p�y�+� r�,C- 2.2x4 compression web bracing must be installed vfiere shown+, 2.Incorporation of component is the responsibility of the building designer. �i�J 'T,S.'GJ/I'V�"1yp,/� �`(,t r p DES. BY: LA 3.Additional temporary bracing to Insure stability during constructionDesign assumes the top and bottom unless braced to be laterally t their at 4„4.7 ( !cp.� 7 DATE: 9/8/2014 Lis the responsibility of the erector.Additional permanent bracing of continuous ftft and at 10'hie op and bottom chords braced throughout their length by / the overall structure is the responsibility of the building designer. 20 sheathing or such lateral as acing re uiredhln ere shown andor drywall(BC). '..`7PESEO• : 6052980 4.No load should be applied to any component until after all bracing and 4.Installatioactn oftruss s thresponsibility of the respective ontractorfasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: 407655 design loads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ' ro fabrication,handling,shipment and installation of components. ry, "-is. I IIIIII 1111111111111111111 III IIID VIII VIII VIII VIII IIII IIII 6.This design Is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. OREGON ( ' TPIANTCA in BCSI,copies of which will be furnished upon request. 8.linets coincide ewith joint center t�liness of truss,and placed so their center i1 MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate In inches. /0- 1.. 4 Q�,¢.,7'�• ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 44,47.-R `SS EXPIRES:12/31/2015 This IFdesig ICnLUMBER-BC prepared from computer input by IIIIIIIIIIIIII INC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 TRUSS SPAN 8'- 0.0" 1EMBE 0) 80 4 /DDF 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE= 1.15 2-3=(•149) 154 IC: 2x4 KDDF k1&8TR SPACED 24.0" O.C. BC: 2x4 KDDF k1&BTR LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA SPECIES TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (( BC LATERAL SUPPORT <= 12"OC. UON. L ON BOTTOM CHORD= 10.0 PSF 5'- 0.0" -20/ 422V -90/ 22 OH 1.50" 0.35 KDDF ( 625 TOTAL LOAD= 42.0 PSF 0'- 10.9" -193/ 219V 0/ 4H 5.50" 0.4H 5.50" 68 KDDF ( 625 OVERHANGS: 12.0" 0.0" 8'- 0.0" 0/ 121V 0/ LL =25 PSF Ground Snow (Pg) .,,;s. =r oe •nr, smaci Connector plate prefix designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2bHS, M18HS,M16 =MiTek MT series LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" 5-11-11 MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL= 0.000" @ 0'- 0.0' Allowed = 0.105" MAX BC PANEL TL DEFL= -0.229" @ 4'- 1.4" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9' 0MAX HORIZ. TL (EFL = -0.002" @ 5'- 10.9" Design conforms to main windforce•resisting system and components and cladding criteria. 12 Wind: 140 mph h=22.2ft, TCDL=4.2 BCOL=6.0 ASCE 7.101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 12.00/ load duration factor=l.� Truss designed for wind loads in the plane of the truss only. 4 0 m 0 v 0 00 of- rn PA CD 11 q M-3x4 1-00 iltifflaISIIIIIWITillainne 8-00 Scale: 0.4555 " �.E3 PROFE:0 JOB NAME: POLYGON 4-D NH - J3 � �� �� GENERAL NOTES,unless otherwise noted. WARNINGS: building component.Applicability of design parameters and proper �C;+Io .1," �i®i PE 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 individualC and Warningsmbefore bracing mutommsnces. Incorporation of component is the responsibility of the building designer. I 2.Design assumes the top and bottom chords to be laterally braced at Truss: J 3 2.2x4 compression web b acing must be Installed where shown . 2'0.0.and at 10'o.c.respectively unless braced and or dlyalleBCth jy 3.Additional temporary bracing to Insure stability during construction continuous sheathing such as oil sheathing(TC)DAT" BY: Lis e responsibility i the eespon Additional ilitfeermdthe ing designer. 3.2x bracing of braciired where shownng WOW Nthe loadoverall structure a Is Ithe ed to anycomponent until after all bracing and 4.Installation on of or lateral the responsibility of the respective contractor. • mm•r te" DATE' 9/8/2014 4.No load should be app Y5.Design assumes trusses are to be used in anon non-corrosive environment, OREGON ��(r gV iV fasteners are complete and at no time should any loads greater than and are for"dry condition"of use.supports shown.Shim or wedge if SEQ. : 6052981 design loads be applied to any and t. 6.Design assumes full bearing at all ,L 5.CompuTrus has no control over and assumes no responsibility for the necessary. /.n 'q}' .�. „� '[' TRANS I D: 407655 fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. (J ly 6.This design is furnished subject to the limitations ad forth by 8.Plates shall be located on both faces of truss,and placed so their center {' lines coincide with Joint center lines. �"R 4R I y �, late in inches. MTPI/VVTCA In iTe USA,10CSCSI, copies puTf 9 which S will be 7 6 6(1 L)-E request. O lines asiits o de wit orte size of plate des design values see ESR-1311,ESR•190e(Weir) V• 111111111111111111 EXPIRES:12/31/2015 This design prepared from computer input by PACIFIC LUMBER-BC ..m•mi•••mIi••..m•mi•m••••.••.mmmm.mmmmmmmmmIIII111lillIII LUMBER SPECIFICATIONS TC: 2x4 KDDF C1TIOR TRUSS SPAN 2'- 0.0" BC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER1. FORCES 80 2W4/(0( 0q=1.00 SPACED 24.0" O.C. 2.3=� 0) 1 2.4=(0) 0 TC LATERAL SUPPORT<= 12"0C. UON. 2-3= •88 51 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0)LONDING TOP CHORD= 32.0 PSF OVERHANGS: 12.0" 0.0' DL ON BOTTOM CHORD = 10.0 PSF OCATIOG MAX VERT MAX TIOZ SIG MIN. REQUIRED BAG AREA TOTAL LOAD= 42.0 PSF LOCATIONS 2/ACTI02S REACTIONS9H 5I5E 0.48N. (SPECI25 Connector plate prefix designators:= 0'- 0.0' -62/ 302V -32/ 99N 5.50° 0.48 KDDF 625 C,nN c10 Cpor no prefix) =CompuTrus, Inc LL =25 PSF Ground Snow (Pg) 1'- 1.7" -34/ 29V 0/ OH 5.50" 0.05 KDDF 625 M,M2l}HS,�118HS,M16 =MiTek MT series 1'• 11.7" -34/ V 0/ OH 1.50• 0.07 KDDF 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �LONn- 2• pg�inn checked far ngt( 5 b�fl mol ft at 94 nr cpaci�n.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 = 0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TL CREEP DEFL = -0.003" @ •1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL -0.002" '--1 1 MAX BC PANEL TL DEFL = -0.002' @ 1'- 0.11" Allowed = 0.072" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 12.00 MAX HORIZ. TL DEFL = -0.000" @ 1'• 10.9" Design conforms to main windfarce-resisting system and components and cladding criteria. Wind: 140 m hl h=20.2ft, TCDL=4.2 BCDL=6.0 ASCE 7-101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.� �' inTruss thedplaneed offor thetruss wind loads LO 10 O 0 0 O c7 M� O r 4 -/ M-3x4 A- 1-00 2-00 PROVIDF FU B AKIN ;Jt@;2.4a JOB NAME: POLYGON 4-D NH - SJ1 Scale: 0.6710 WARNINGS, GENERAL NOTES,unless otherwise noted: �i'Sc1J P ROp Truss SJ 1 1. Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual • and Warnings before construction commences, building component.Applicability of design parameters end proper c ;. IN �!� 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. ' el DES. BY: LA 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at L4 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 ,.n rb $PE DATE: 9/8/2014 the overall structure is the responsibility of the buildingdesigner. continuous2xImctsheathing or suchlateral acing re aired when sho mat“ and/or drywall(BC). 7G/d� SEQ. : 605 rb n p 4. No load should be applied to any component until after all bracingrand 4.Installationofbridging thresponsibility of the espective contractor. /! 4,10111P JG JOG fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment i+'�" TRANS I D 407655 design loads be applied to any omponent, 09 and are for"dry condition"of use. #sem" 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If `1�' fabrication,handling,shipment and installation of components, necessary. * 11111011111111131111 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate center lnage Is provided �j� Q1, ft\ L f, cc ThUWICA In BCSI,copies of which will be.furnished upon request. 8 lines coincideewth joint lfeces of truss,and placed so their center it 7!'OREGON V2 lk `�! e In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E to FDo ibasicts �connector plcate size of ate design values see ESR-1311,ESR-1988(M1tek) f Iy�4 4.4 EXPI RES:12/31/2015 PACIFIC LUis designMBEprR-BepaCred from computer input by IIIIIIIIIIIIII Th . IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TRUSS SPAN 3'- 11.7" MEMBER R) S0 4 IDDF 0 LUMBERSPECIFICATIONS LOAD DURATION INCREASE = 1.15 2-2=(-109 00 TC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 94 BC: 2x4 KDDF N1&BTR 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 <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES BC LATERAL SUPPORT1'- 0.0" -31/1 322V -61/ 161H 5.50" 0.52 KDDF ( 625 TOTAL LOAD = 42.0 PSF 0'- 9.2" - 64V 0/ OH 5.50" 0.10 KDDF 625 OVERHANGS:cr12.e" gna LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -85/ 108V 0/ OH 1.50" 0.17 KDDF 625 Connector plate prefix designators: r r • t, •„ ,. ,., ,� - � � °" " C,CN C18 CN18 (or no prefix =CoapuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2bHS,�118HS,M16 = MiTek MT series 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. TOPMAX 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= 0.003" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL= 0.003' @ 1'- 0.1" Allowed = 0.072" 12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9' MAX HORIZ. TL DEFL= -0.001" @ 3'- 10.9" ) Design conforms to main windforce-resisting 12.00/ system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2 BCDL=6.0 ASCE 7-101 (All Heights ),fEnclosed , Cai.2, Exp.B, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. .1- ,- a v.1- 0 v 0 -e- a u) ut) EV,jillI11111111 c �� 4 110- 1111 M-3x4 A- y ), A- /, y 1-00 2-00 1-11-11 )PROVIDE FULL BEARINC•Its•2 431, JOB NAME: POLYGON 4-D NH - SJ2 Scale: 0.5872 � U RRO� � WARNINGS: GENERAL NOTES,unless otherwise noted'. r(.\Ti�,I N��,T„Q /�,g_ O 1.Builder and erection contractor should be advised of all General Notes 1.This build ng componenn is t Appliconly ability ofon the pdesignters shownparameters a dnd's for propen Individual V`iy/j SLi` 7{ s'� Truss: SJ 2 2d Warnings before construction tommsnces. incorporation of component Is the responsibility of the building designer. �L "t d E 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at [�L- 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'0.0.respectively unsheathing(TC)rad througholtr d hout their len length by �+" DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood ry ( )' 00, DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.20 impact bridging or lateral bracing required where Shown++ �, 4.No load should be applied to any component until after all bracing and 5.Installation Design of truss assumes trussesithe aresponsibility to be asetlof the h respective contractor. P�""" t', S EQ, : 6052983 fasteners are complete and at no time should any loads greater thanand are for"dry condition"of use. li QR,... �^CC design loads has applied controlon ro any over and assut. 6.Design assumes full bearing at all supports shown.Shim or wedge If 1-� i� t. TRANS I D 407655 5.CompuTrus no,shipment and assumes no recomponents.sponsibility for the necessary. '��©��l' 1- " 2�� E" Thisic designg,Isf s, c to Ie limitatin ofsetforth 7.Plates assumes adequateedonothi facesace isprovided.truss,a. r 6.This Is furnished subject to the limitations by 8'Plates cts indicat with Joint plate center n ncheof truss,and placed so their center (y[� +. 111111 11111 VIII VIII 11111 11111 VIII IIII 1111 MiTek A USA,BCSI, of Which ft be furnished upon request 0 For lbasic conneictorze oplf te design values see ESR-1311.ESR-1988(MiTek) +l A .� Inc./CompuTrus Software 7.6.6(1L}E EXPIRES:12131/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS ' TC: 2x4 KDDF BTR TRUSS SPAN 8'• 0.0" BC: 2x4 KDDF M16BTfl LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2.3= 0 80 2.5=(•167) 174 3-5=(-267) 257 2.3=I.262I 122 TC LATERAL SUPPORT<= 12"OC. UON. LOADING 3.4= -112) 77 BC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF L ON BOTTOM CHORD = 10.0 PSF REARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES LL =25 PSF Ground Snow (Pg) 0'- 0.0" -43/ 479V -121/ 292H 5.50" 0.77 KDDF 625 ConnectorConnector plate prefix designators: 7'- 9.7" •88/ 248V 0/ OH 5.50" 0.40 KDDF 625 C,CN C18 CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -821 110V 0/ OH 1.50" 0.18 KDDF 625 M,M28HS,�118HS, M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. �CON_0 7:pe3inn he k d for n t(�p�f) uplift at 4 o pec i�c.l BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-11 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= 0.011" @ 6'- 3.8" Allowed = 0.328" -/ MAX BC PANEL TL DEFL= -0.160" @ 4'- 1.6" Allowed = 0.472' MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.9" MAX HORIZ. TL DEFL= -0.003' @ 7'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2 BCDL=6.0 ASCE 7.10 12 (All Heights), Enclosed Ca�.2, Exp.B, MNFBS)Ior), load duration factor=l.� 12.00 2 Truss designed for wind loads in the plane of the truss only. M-1.5x3 O 4 v v o o co C7) CO Ox- O w="5 5 M-3x4 M-1.5x3 y y 1-00 8-00 IPROVIO F B AKIN • ts• 5 41 JOB NAME: POLYGON 4-D NH - J4 Scale: 0.3692 PRQ,pe. WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual �J (�E.. `�/0 Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper /C�J 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. IS/PP /(T�'}' DES. BY: LA 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at LL 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 [ ry,®pL DATE: 9/8/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood meed sheathing(TC)and/or drywall(BC). CC ff L g 3.2Impact boil or lateral bracing required the where tive contractor a yf SEQ. : 6052984 4.No load should be applied to any component until lad all bracing and 4.InaInstallation ofetruss Is the tresponsibility e the on respective a environr Jy// fasteners are complete and at no tmpo should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, i TRANS I D• 407655 design loads be appliedn to any component. and are for"dry condition"of use. S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. necessary. OREGON 6.This design Is furnished subject to the limitations set forth by7.Dlesign assumes adequate drainage is provided. REU V I V0� l+r�, 111110111111111111 TPIIWTCA in SCSI,copies of which will be furnished uponrequest8 lineta coincidewithjoint centerboth ines.of truss and placed so their center �t "* MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate In inches. '0 ' S- '�4 �^�" ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) `0�'�?F31Lti- EXPIRES:12/31/2015 This design prepared from computer input by 11114111This LUMBER-BC TRUSS SPAN 8'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=) 0) 80 2.6=(-139) 171 3-6=(-263) 213 TC: 2x4 KDDF k1&BTR 2-3= -354))) 122 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 3-4= -322 123 LOADING BC: 2x4 KDDF SlANDR 3.4= -159 3 IC 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 TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES DVERHANGS: 12.0" 23.7' LL= 25 PSF Ground Snow (Pg) 0'- 0.0" •43/ 449V -140/ 398H 5.50° 0.72 KDDF ( 625 7'. 9.7" •63/ 239V 0/ OH 5.50" 0.38 KDDF (( 625 Connector plate prefix efiignators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7° -323/ 406V 0/ OH 1.50" 0.52 KDDF 625 M,M2 HS, 1BHS (orM16 = prefix) =riesuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. _ °, M,M26HS,�118HS,M16 = MiTek M series II, ' l'' .r t° ' t rr BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. T MAX LL DEFL = -0.002" @ -1'- 0.0° Allowed = 0.100" I. MAX TLLL DEFL = -0.039" @ 9'- 111.7° Allowed = 0.197' MAX TL C5 .7" Allowed = 0.263" f MAXMAX TC PANELELL DEFL= 0.033" @ 2'•EP 12.0' Allowed = 0.365" MAX BC PANEL TL DEFL= -0.158" @ 4'- 1.6' Allowed = 0.472" MAX HORIZ. LL DEFL = -0.007" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 7'- 10.9' 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 7-101 �All Heights), Enclosed Cat.2, Exp.8, MNFRS(Dir), oad duration factor=l.� 12 Truss designed for wind loads 12.00 V in the plane of the truss only. v v O M-3x5 O v o o +.., MAiiii166\ O Nt -/ -'6 a 1 M-3x4 M-1.5x3 A- ; ) y b 1-00 8-00 1-11-11 (PROVIDE FULL BEARING'Jts'2 6.41 JOB NAME: POLYGON 4-D NH - J5 Scale: 0.3166 2‹,t,. sip PROF �r� WARNINGS: GENERAL NOTES,unless otherwise noted: co ?MEI', /Li , 1.Builder and erection contractor should be advised of all General Notes 1.This building omponenis a Applicaonly bility n the parametersnd is for an proper Individual /81 Truss: J5 and Warnings before construction commences. Incorporation of component h the of design of the building designer. i n ry`ip C �+ 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at f t.. 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.5.Designllassumes ion of trusses are is the responsibility be aeed�o a non-he corrosive contractor. environment, SEQ. : 6052985 fasteners are complete and at no time should any loads greater than and re for"dry condition"of use. 109.111r. ..."'1/0/00. design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If -10 ,. }_ORE(.aON �,(C7 TRANS ID' 407655 5.CompuTrus has no handling, iploverandnssumes no romponents.ility farthe nesigea /:.f 'y�,J ��N c esig,is shipment and Installation of components. S7. Plates assumes adequate one dthi face Isprovided.trus, T 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center A��ss �ty_ 1111101111111111111 TPek U Ain BCS(,copies of which will bear 7.6.hetl upon request. nes. g linescoincide indicate s zhe of plate t cIn enter Inches /�+ FOOL �„ fS MITek USA,InC./CempuTfus Software furnished 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 IC: 2x4 KDDF H1&BTR TRUSS SPAN 5'• 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF 61&BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0 O.C. 1-2=( 0) 80 2-4=(0) 0 TC LATERAL SUPPORT<= 12"OC. UON. 2-3=(-167) 136 ING BC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0)LONDTOP CHORD= 32.0 PSF OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES Connector plate prefix desi nators: 0'- 0.0" -24/ 308V -90/ 224H 5.50" 0.49 KDDF ( 625 Conn Connector CEla (or no prefix = CompuTrus, Inc LL =25 PSF Ground Snow (Pg) 1'- 9.2" 90/ 165V1V 0/ OH 5.50" 0.27 KDDF ( 625I M,M2OHS,�118HS,M16= MiTek MT series 5'- 11.7" -128/ 710 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND Inc 2012 NOT BEING MET. ICOND ?• ngciGn h k d for n r(3r p f) untift at 94 s�pa.inG BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.003" @ -1'- 0.0' Allowed = 0.133" �, MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL= -0.005' @ 1'- 0.1" Allowed = 0.072" ILI - 0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m ht h=22.2ft, TCDL=4.2BCDL=6.0 ASCE 7.10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.�Truss designed for wind loads in the plane of the truss only. v0 vv0 Co o nmo,�U,o/- o 1, y ), y 1-00 2-00 3-11-11 IPROVIDF F B AKIN •Ist_s2_r ,I JOB NAME: POLYGON 4-D NH - SJ3 Scale: 0.4674 PROfifi WARNINGS: GENERAL NOTES,unless otherwise noted. tO Truss SJ 3 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual A' and Warnings before construction commences. building component.Applicability of design parameters and proper I'"i C�.N. ��i•5 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. (iyj j{7�' V„+14 DES. BY' LA 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at G(y ///!f�} ( f Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'no.respectively unless braced throughout their length by .7 i,p r `,,, DATE: 9/8/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required where shown++ sheathing(TC)and/or drywall(BC). 7 (C 4.No load should be applied to any component until after all bracing and 4.Installation oct f truss is thor e relsponsibility f the respective contractor. TRANSEQ. : 6052986 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, JJJ S I D: 407655design loads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If " •" fabrication,handling,shipment and Installation of components. 7. necessary. provided.s /� 6.This design is furnished subject to the limitations set forth by e.Platesnshalt be locateassumes duon both fa cese lof truss,and placed so their center 'fy OREGON n t� 'c✓ 1111111111111111111 MiTek U A in BC51,CrnpuT S Softwares of which will be furnished 7.6 6(1 L)E request 10 Forlinbass ic sonnet code with nint center lines. nector design values see ESR-1311,ESR-1968(MiTek) • �Q t )- 1 4° `�A 4 USA,nC./COfn9 Digits indicate size of plate in inches. 'W/ V ri RIO- EXPIRES:12/31/2015 TPAChisIFdesign prER-eparedBC from computer input by IIIIIIIIIIIIII TRUSS SPAN 1'- 10.0" IBC 2012 l MAX MEMBER FORCES 4WR/DDF/Cq)=2-6= -113)1.00 LUMBERSPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-22-2=) -4) 195 5-6.(-174) 119 5-25-2=).330) 369 TC: 83 2x4 KDDF #1&BTR SPACED 24.0" O.C. 3-4= -1472 9 BC: 191 2x4 KDDF S1ANTR WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LBEARINGS MAX VIRTS MAX S SIZE MIN. (BPGCIRS BC LATERALASUPPORT<= 12"0 1. UON. TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 173V -59/ 1250 5.50" 0.28 KDDF ( 625 OVERHANGS: 12.0" 18.0" LL = 25 PSF Ground Snow (Pg) 1'- 10.0" -232/ 452V 0/ OH 5.50" 0.72 KDDF ( 625 Connector plate prefix desi nators: C,CN C18 CN18 (or no prefix9) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �,� I' 'rr r' ': - ' M,M2bHS,�118HS, M16 = MiTek MT series 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9.00 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL= -0.001" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTL%. MAX TL CREEP DEFL= -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.019" A 3'• 4.0" Allowed = 0.150" MAX TL CREEP DEFL= -0.023" @ 3'- 4.0" Allowed = 0.200' MAX TC PANEL TL DEFL = 0.009" @ 0'- 9.8" Allowed = 0.118" M MAX HORIZ. LL DEFL = -0.000" A 1'- 4.5" MAX HORIZ. TL DEFL = -0.000" A 1'- 4.5" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 ' Wind: 140 mphl h=20.7ft, TCDL=4.2 BCDL=6.0 ASCE 7.10 (All Heights), Enclosed Ca1.2, Exp.6, MNFRS(Dir), load duration factor=l.� GD Truss designed for wind loads in the plane of the truss only. o o M- c, 0 N Al400� ho 5�� ��6 s- M-1.5x3 M-3x4 y 1, y y 1-00 1-10 1-06 JOB NAME: POLYGON 4-D NH - P1 Scale: 0.7493 Co���t� PROFS 1.BuWARNilder G.This design NOTES,s unless otherwise noted'.,` ! )N Ep �AA P1 1.Bucker and erection contractor should be advised of all General Notes 1.building omponent Applicability of on the parameters proper individual V 7/f 8 7, Truss: and Warningsmbefore construction commences. Incorporation of component M the responsibility of the building designer. ry,i pr 1 • 2.2z4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at L. f G 3. t Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'c.c.respectively unless braced throughout their length by „r DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r�' DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ /� 4.No load should be applied to any component until after all bracing and 5.Installation n of fru trusses aris the e po be uiltp of thhe1r respective contractor.noment, SEQ. . 6052987 fasteners are complete and at no time should any loads greater thanand are for"dry full b on'of use. design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if UNMGON L4� TRANS I D' 407655 5 CompuTrus has no control over and assumes no responsibility components.for the necessa 4.f -"! L.,, 14 N9` ,\ " This design is handling,shipment subject and the installation of bye7.Plates as ll el adequate one bothdrafacesace is provided,, f 8.This design Is furnished to limitations set forth by B.Plates shall be located on of truss,and placed so their center /�� �( IIIIII 11111111111111111111 Ell IIII TPI WTCA In SCSI,copies of which will be furnished upon request g Iines coincide D gas Indicate a zhe of plate InrInines.ches P R`LA,. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131/20115 1011111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 95 TC: 2x4 KDDF #1&BTR TRUSS SPAN 1'- 10.0" BC: 2x4 KDDF g1$BTR LOAD DURATION INCREASE= 1.15 IBC 2012 MAXMEMBER FORCES 4WR/DDF/Cq=1.00 WEBS: 2x4 KDDF STAND SPACED 24.0" 0.C. -147 g 3-4=1.2= 41 95 5.6=(-174) 119 5.2= -330 83 2-3=�-268 115 6-3= -418 369 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 L ON BOTTOM CHORD= 10.0 PSF BEARING OVERHANGS: 12.0" 18.0' TOTAL LOAD = 42.0 PSF MAX VERT MAX HORZ BRG AEOUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL =25 PSF Ground Snow (Pg) 0'• 0.0" -22/ 173V -59/ 125H 5.50" 0.28 KDDF ( 625) C,CN C18 CN18 (or no prefix) =CompuTrus, Inc 1'- 10.0' -232/ 452V 0/ OH 5.50" 0.72 KDDF ( 625 Connector plate prefix designators: LIMITED ) CONM,M2S,�118HS, i6 =MiTek MT series 12 LIMIIEDMSTORAGE DOES2N0OTT APPLIRDUE01TO THE O NOT BEINGSPATIAL (GONG- 2• Ogc�nn h k d for n *( 5 ocfl i 1p�ft at 7d pac i�n.l 9.00 V BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 s AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTI4Y. MAX LL DEFL= -0.001" @ •1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.019" @ 3'- 4.0" Allowed = 0.150" MAX TL CREEP DEFL= -0.023" @ 3'- 4.0" Allowed = 0.200" MAX IC PANEL LL DEFL = 0.008" @ 0'- 9.8' Allowed = 0.079" MAX TC PANEL TL DEFL= 0.009" @ 0'- 9.8" Allowed = 0.118" MAX HORIZ. LL DEFL = -0.000" @ 1'- 4.5" MAX HORIZ. TL DEFL = -0.000' @ 1'- 4.5" M-1.5x3 Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, ho20.7ft, TCOL=4.2 BCOL=6.o ASCE 7-10, o (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), • load duration factor=l.� o Truss designed for wind loads in the plane of the truss only. M-3x4 N O `- M O O N O � O -V■` ma iiiiiiiiiiiiiiiiii 5� �46 M-1.5x3 M-3x4 y 1-00 y 1-10 y 1-06 y JOB NAME: POLYGON 4-D NH - P2 Scale: 0.746503 pRvF�t WARNINGS: GENERAL NOTES,unless otherwise noted: v Truss: P 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C „ • and Warnings before construction commences. building component.Applicability of design parameters and proper �J r (N �j,, v/ . 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer, [+ �/.f A' DES. BY: LA 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at (U '( yr DATE: g B 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 (� ryrr- 5r / /2014 the overall structure la the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), 2®`py 1' SEQ. : 6052988 4.No load should be applied to any component until after all bracing and 4.Installation oact lf truss dging oIs the r erelsponsibility requiredf twhere pective 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, TRANS ID: 407655 design loads be applied to any component ✓ controland are for"dry condition"of use. over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If .✓' " m Ate"'" 5.CompuTrus has no le fabrication,handling,shipment and installation of components. necessary. IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 6 This design Is furnished subject to the limitations set forth by7 Design assumes adequate drainage is truss,ea 7� OREGON CC TPIANTCA In BCSI,copies of which will be furnished upon request. a Platesnecoincidewithjoint center tl faces of truss,and placed so their center 2, ((� Miiek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.Digits9. basicicate connec or ple of atete in Inches. design values see ESR-1311,ESR-1988(MITek) <0 4 14 `°� tp ice' 11fiRRI1,‘,0 EXPIRES:12/31/2015 This design LUMBprER-eparedBC from computer input by IIIIIIIIIIIIII IBC 2012 MAX MEMBER FORCES 4WHIDDF/Cq=1.00 TRUSS SPAN 2'- 0.0" MBER(FOR) 54 4V1-3=0) 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 TC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. BC: 2x4A KDDF O1TBc= LOADING BEARING MAN VERT MAX HORZ BRG REQUIRED BRG AREA LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC LATERAL SUPPORT <= 12"OC. UON. L ON BOTTOM CHORD= 10.0 PSF 0'- 0.0" -13/ 98V •24/ 53OH 5.50" 0.04 KDDFH 5.50" 0.16 KDDF (( 625) BC LATERALConnectorplateteOpT <= 1desi UON. TOTAL LOAD = 42.0 PSF 1'- 9.2" 01 26V 0/ OH 1.50" 0.09 KDDF ( 625) 1'- 11,7' -501 55V 0/ C ) , N,C18, prefix efii n=Gom LL =25 PSF Ground Snow (Pg) M,M2 HS, 1BHS (orM16 = iTek MT =riesuTrus, Inc • ,., - , 1 "' `- M,M2bH5,�Ai8HS,M16 = MLTek MT series r'r r .r i LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX IC PANEL LL DEFL= 0.004" @ 1'- 2.9" Allowed = 0.147" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX IC PANEL TL DEFL= 0.003" @ 1'- 2.9" Allowed = 0.220" 1-11 11 T AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" fMAX HORIZ. TL DEFL= -0.000" 0 1'- 10.9' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 7 Wind: 140 mph, h=20,2ft, TCDL=4.2 BCDL=6.0 ASCE 7.10, lAll Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), oad duration factor=l.1 Truss designed for wind loads in the plane of the truss only. /- /000 --/ v c v v 0 0 N N C")/- ulO o' 1►/ 31001 M-3x4 2-00 (PROVIDE FULL B AE_RING'Ita'1 JOB NAME: POLYGON 4-D NH - SJ4 Scale: 0.6486 ,t0 P=ope, GENERAL NOTES,unless otherwise noted. ` f�,.Ip' ,..., s �V�g_ WARNINGS: 111 [[1,. ,(!` -6" 1.ader and erection or cconstruct should be advised of all General Notes 1' building component Applicability of parameters ameterssandl proper.r individual r Truss: SJ 4 and compressionoress before construction commences. incorporation of component is the responsibility of the building designer. �' •920 ��®,SPE 2.204 web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at F I_ 3.Additional temporary bracing to insure stability during construction 2'o.c.and of 10'o.c,respectively unless braced throughout their length by DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywoodle sheathing(TC)ETC)and/or dein len(BC). DATE: 9/8/2014the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing reof quired where shown++ 4.No load should be applied to any component until after all bracing and 54..Design Installation of Pruss u trussesis hresare ponsibility be atilt' nth respective contractor.n ,/'� S EQ, 6052989 fastenersto are complete od at no time should any loads greater than and are for"dry condition"of use. OREGON �( design bads applied cto any and assut. 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D' 407655 5. fabrication.has no, ipl over and assumes no responsibility for the ne sign 74., ,�},. 1 N Thisshipment provided.design is furnished subject to the limitations set forth by 6'(nets coinciideewah Joest centethllnese o truss,and placed so their center E'�y ry t i IIII IIIII It II II III 11111 11111 1111 lilt iTek CA In SCSI,copies of whichwill befurnished upon request. Forate in inches. abasic connector ze plf ate design values see ESR-131 1,ESR-1988(MITek) a rT w- III M(Tek USA,Inc./CompuTrus Software 7.6.6(1L)-E EXPIRES:12/31/2015 • 11111111 This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TC: 2x4 KDDF MUBTR TRUSS SPAN 3'- 11.7" BC: 2x4 KDDF BTR LOAD DURATION INCREASE= 1.15 SPACED 24.0" O.C. IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC LATERAL SUPPORT‹= 12"OC. UON. 1-2=(-109) 95 1.3=(0) 0 BC LATERAL SUPPORT‹= 12"OC. UON. LOADING plate LL( 25.0)+DLI 7,0) ON TOP CHORD= 32.0 POP BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA ConneC18rCN18 (orr noiprefixgnators:CompuTrus, Inc D LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES L ON BOTTOM CHORD= 10.0 PSF M,M2OHS,M18HS,M16 m MiTek MT series TOTAL LOAD= 42.0 PSF 0'- 0.0" -27/ 128V -53/ 114H 5.50" 0.21 KDDF ( 625 C3'- 11'- 1.7" •89/ 1.2" -44/ 11V 0/ OH 5.50" 0.13 KDDF (j 625 LL= 25 PSF Ground Snow (Pg) 3V0/ OH 1.50" 0.18 KDDF 625 LIMITED E TO THE SPATIL EMENTSAOF IBCS2012 ANDLIRNT APPYDU2012 NOT BEINGAMET. BOT OM 12 ANDTBOTTOMACHORDCLIVEKED FLLOADSPACTLNON-CONCURRENTLY. MAX BC PAVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL= 0.003" @ 1'- 0.1" Allowed = 0.054" 12.00 7 NEL TL DEFL= 0.003" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10,9° 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m hl h=21.2ft, TCDL=4.2 BCDL=6.0 ASCE 7-10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.� Truss designed for wind loads v in the plane of the truss only. v v 0 v 0 v 0/- ai0 o 1 IIIII 3 III8.- 1 M-3x4 L I 2-00 1-11-11 JOB NAME: POLYGON 4-D NH - SJ5 WARNINGS: Scale: 0.5945 y� Truss: SJ 5 1.Builder and erection contractor should be advised of at General Notes 1.GThis design Is based only upoS,unless n the parameters shown and is for an Individualse noted' D r R QF and Warnings before construction commences. building component.Applicability of design parameters and proper c� 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 5 (]MN Jyy..Q���( DES. BY: LA 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at m '713//r /.• 7 v DATE: :9/8/2014 Lis the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by fff/// the overall structure is the responsibility of the building designer. continuous2xImsheathing such lateral as acing e requiredd when s and/or drywall(BC). '� !� ,OPE r SEQ. : 6052990 4.No load should be applied to any component until ager all bracing and 4.Installatioactn of truss is responsibilitythe f the where contractor. L fasteners are complete and at no time should any loads greater than 5,Design assumes trusses are to be used in anon-conceive environment, TRANS I D: 407655 design loads be applied to any component 5.CompuTrus has no control over and assumes no responsibility for theand are for assumes condition" of at supports ' fabrication,handling shipment and Installation of components. 6.Design shown.Shim or wedge If p.++'�*!•, necessary. I illlil VIII VIII VIII VIII VIII VIII IIII IIII 6 This design is furnished subject to the limitations set forth by 7 Plates shall assumes adequate on ne othifage is provided, OREGON n y Q TPI/WTCA In BCSI copies of which will be furnished upon request. a lineseco ncideewith(dint center r lines of truss,and placed so their center y A_ 1-r'1EllvN MiTek USA,InC./CompuTrus Software 7,6.6(1 L)-E e in Inches. 10.For thesis connector pls indicate size of atetdesign values see ESR-1311,ESR-1988(MITek) / -41+ ,' 2.0' 4N. '`� FRatiL EXPIRES:12/31/2015 r f ""e RECEIVE mi MAR 14 2.016 iTek° CITY O .1va( / RD BUILDING DIVISION MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Re: PL14 333 UPPER Telephone 916/676-1900 Fax 916/676-1909 POLYGON 4D The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R42899364 thru R42899371 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �<AO PR pp,. �� s�GINt .� 5%.0.„ 87022PE m <V �y fi'0,,, OREGON 2� ttr -7_,N' A\ l'''Q A. He EXPIRES:06/30/2015 September 26,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON 4D R42899364 FLOOR ob Reference ••conal PL74FG2 1 1 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:46 2014 Page 1 Pacific333_UPPER Lumber&Truss Co., Lake Oswego,Oregon ID:Fz9QzgfDnlTltgjap2TkUzyPYh_-g_aRV3r11B6Mt0F6nDjA3VHgIu4Z0nIUpGGeZiyaOTZ 1-8-0 3 3x4 Il 2 3x4= Scale=1:8.7 1 3x4 II w _ O M' v' 6 3x6= 3x6= 3-10-0 Plate Offsets Y-- 1:Edhe 0-1-8 PLATES GRIP SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft 8d PLAT GRIP 220/195 LOADING(pat) TC 0.72 Vert(LL) 0.00 5 "'" TCLL 40.0 PlatesumbrIIncrease 1.00 BC 0.13 Vert(TL) -0.01 4-5 >999 360 TCDL 10.0 Lumber 1.NO0 WB 0 29 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 Rep Stress Incr BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:21 Ib FT=0%F,0%E BRACING- or 3-10.0 oc purlins, except LUMBER- TOP CHORD Structural wood sheathing directly applied BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) end verticals. BOT CHORD 2x4 DF 2400F 2.0E(flat) BOT CHORD Rigid rtiadirectly applied or 10.0.0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (Ib/size) 5=985/0-5-8 (min.0-1-8),4=985/0-5-8 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-5=-373/0,3-4=-373/0 BOT CHORD 4-5=0/1038 WEBS 2-4=-1201/0,2-5=-1201/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=-5,1-3=-545(F=-495) �ti �OPRO �Crco \AGIN4-_ 87022PE 9f (DREG.N el,All oF�BEl 4A A. HE¢ EXPIRES:06/30/2015 September 26,2014 PAGE ,' / AfAkNf46-Ygr'prtes�r+caraaretenxRjTt€ABACi€SC3�3'FFfSI4t�lr�€Dt�dtdr=.Kfs£FEAERt=Et4J37413€r• Z5�6IS9Lft14` Design valid fordes onlywithMitek and proper pon is f comed only ponent is responsibility n of building designer rs shown,and is for an l-individual designer.Bracing shown ���� • Applicability u design indradualwandembeincorporation is for iteral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilli}y of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 314. Citrus Heights,CA,95610 fabric bion,quality available from Trussntrol, ,delivery, Plate eInrection 781 Nee consult 312,SI/Tril QualityAlexandria2rriitteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 f8autherrl.4hneIW).1,.msssarr is specM44 dosiganskuncon'these e49acdee o6io1/201.3 byM SC F, Job (Truss ITruss Type PL74333 UPPER FG (FLOOR GIRDER (Qty rly POLYGON 4D f 1 R42899365 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.530 s Jul 11 14 MiTek e 1 ID:Fz9QzgrOnlT1 tgjap2TkUzyPYh_-0o03Hjg7s iVFGgwD WCxustries,Inc Thu Xlkb?Ue4HEXKacW25 15:45:45 2014 51 Gya0Ta 1 1-0-0 I I 1-2-4 1 1 1-2-0 110-11-8 1 Scale=1:37.2 3x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 1 2 3x4= 3x6 FP= 3x4= 4x5= 3 q 5 8 7 8 o o ® 9e 10 1e1 12 13 14 15 18 17 18 3619 20 21 22 r Nr.\:,\ e e I" .°- ' 9 b s 1 35 34 33 32 31 30 29 28 27 26 3x4= 3x6= 3x6 FP= 3x5= 25 26 23 3x4= 3x5= 3x5= 3x5- 3x5= 3x5= 4x6= 3x4= I 7-9-12 21-9-12 4 ZB-1142 7-9-12 b-7 0 b-7-0 I Plate Offsets(X,Y)- 18:0-1-8,Edae),129:0-1-8,Edae) 12-10-01 LOADING(psf) SPACING- 1-0-0 LOLL 40.0 CSI. DEFL. in (lac) I/deft Ud Plates Increase 1.00 TC 0.43 Vert(LL) -0.35 28-29 >743 480 PLATES GRIP TCDL 10.0 Lumber Increase 1.00MT20 220/195 BCLL 0.0 WB 0.59 Horz(TL)Vert(TL) -0.550 28 23 >475/a 360 n/a Rep Stress 06 NO 0.64 0.08 23 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) LUMBER- Weight:109 lb FT=0%F,0%E TOP CHORD 2x4 DF 2400E 2.0E(flat) BRACING- BOT CHORD 2x4 DF 2400E 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=989/0-4-8 (min.0-1-8),35=672/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1250/0,3-4=-1250/0,4-5=-2261/0,5-6=-2261/0,6-7=-3001/0,7-8=-3001/0, 8-9=-3522/0,9-10=-3522/0,10-11=3901/0,11-12=-3901/0,12-13=-3898/0, 13-14=-3898/0,1415=-3678/0,15-16=-3678/0,16-17=-3231/0,17-18=-3231/0, 18-36=-3231/0,19-36=-3231/0,19-200-1885/0,20-21=-1885/0 BOT CHORD 34-35=0/656,33-34=0/1785,32-33=0/2672,31-32=0/2672,30-31=0/3522,29-30=0/3522, 28-29=0/3794,27-28=0/3931,26-27=0/3815,25-26=0/3465,24-25=0/2784,23-24=0/980 WEBS 2-35=-919/0,2-34=0/832,4-34=-749/0,4-33=0/667,6-33=-576/0,6-31=0/460, 8-310-770/0,21-23=-1372/0,21-24=0/1268,19-24=-1258/0,19-25=0/627,16-25=-328/0, 16-26=0/297,10.29=-511/48 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)468 lb down at 18-3-0 on top chord. s the 5)Inthe LOAD CASE(S)section,/oadstappion liedlto the ce(s)lface of the truss lare noted as front(F)or back(B).ty of others. 8:0G � ��+�' LOAD CASE(S) Si�Gi�� � S Standard Q 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) 870 2PE Vert:23-35=-5,1-22=-50 Concentrated Loads(Ib) Vert:36=-468(F) 17 5. A��REGQ .'"?//e:::4Qt 0 os,4a'ER 1\ EXPIRES:06/30/2015 September 26,2014 ® MEC-4ertydesignraramebersaxdR WM''S0:£17NSs" MIMED / 19S Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not taus designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the res erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingd' of the k[ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 QuaBly Crilerio,DSB-89 and BCSI Building Component iGSk" SafetyInformationforp � avalable from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 114a+slsmma is s}aeclf+mmd.LAazlatai;ss segues ash those aReutive 06/02/201.4zy.ASSC 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 h Job TrussFT1 TFlNooSSr 1 o•tional Type Qty Ply POLYGON 4D R42899366 11 Job Reference PL14333_UPPER 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:47 2014 Page 1 Pacific Lumber&Truss co., Lake Oswego.Oregon ID:Fz90zgfDnIT1 tgjap2TkUzyPYh_-8A7piOrNWNEDVapILxEPcjpv7HIR160d2w?B58ya0TY -0.0 2-40 I 2-0-0 l 1-5-4 j I 1-2-0 I 1-8-8 j 1-9-0 Scale=1:37.2 3x6 FP= 3x4= 3x8= 3x4= 3x4= 3x4= 12 13 14 3x8= 3 4 5 8 7 8 9 101w.��.�'��_,� N � ` 1 /l 111M1 .4 1111 Y _ •� 16 15 ►, 22 21 20 19 18 17 3x10= 3x4 23 3x5= 3x6= 3x4= 3x10= 3x6 FP= 3x6 SP= 3x4= 8-11-127-9-12 71-9-72 g-4-17,1 12-10-0 7-9-12 '0-7-0 7 O Plate Offsets X Y— 6:0-1-8 Ed•e 20:0-1-8 Ed.e GRIP SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP LOADING(psf) TC 0.45 Vert(LL) -0.45 18-19 >574 480 TCLL 40.0 PlatesumbIncrease 1.00 Vert(TL) -0.71 18-19 >368 360 Lumber Increase 1.00 BC 0.67 TCDL 10.0 BCLL 0.0 Rep Stress WB 0.77 Horz(TL) 0.09 15 n/a n/aBCDWeight:99 Ib FT=0%F,0%E LUMBER- 5.0 Code IBC2009/TPI2007 (Matrix)09YES BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep t TOP CHORD 2x4 DF 2400E 2.0E(flat) nd veRicals. BOT CHORD 2x4 DF 2400F 2.0E(flat) e BOT CHORD a did rtiadirectly applied or 10 0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 15=954/0-4-8 (min.0-1-8),23=954/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-30740,34=-3074/0,4-5=-4665/0,5-6=-4665/0,6-7=-4998/0,7-8=-4998/0,8-9=-4422/0,9.10=-4422/0, 10-11=-4422/0,11-12=-2779/0,12-13=-2779/0 BOT CHORD 5-20=-335/0, 23=1923 0,2-22=0/1521,42251, 9-1094/064-20=0/897,65, /4665,13-15,1767/0,13-16=0/1438,111161--1094//0,,53 2 WEBS 11-17=0/601,8-17=-459/0,8-18=0/287,6-18=-211/639 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard "\c(- NG NES44 `f0 870 2PE 9r 4> OREGON ti4 JY A. NE¢ EXPIRES:06/30/2015 September 26,2014 A wARtim..yerc'y design paranumrs•nd NEAP MIES ON THIS AND MIMED WWP7EK NEFLREN7E PAST 7/U 7473 rite:P,s�9f 2it1&RED EW onent. Design valid fordes only with MiTek proper inco porn on of component is responsin bility of building designer rs shown,and is for an individual not truss designer.gner.Bracing shown imut is for lateral aty support deign parameters andweb mincorporation d MiTek` erector.Additional permanent individual bracing of the ors vnly.Additional erall all strict a istthe bracing to insure the building designer.F or general guidancesregarding Iof the Citrus Greenback kL,ne,Su fabrication. available from Truuality control,storage,ss Plate Institute,781 NL Lee Street.Suite 312,Alexafndria,V A 223114 DS8-89 and BC51 Bulking Component 7777 Greenback Lane,Suite 109 €€Brenham tine IsPT taanflaer isapertfirsid,the design%ake er are there witestxvrc re/CS J O13'a5 MBC to Job PL14-333_UPPER Qty Ply POLYGON 4D min.11111111111.milanin R42899367 Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 9 1 ob Reference o•tional 2� g_�� ID:Fz9QzgfDnI ltgjap2TkUzyPYh07.cryhgwks0HoM47kOVuemeInc Thu p8wM6n25 hfZUbXmGalldbya0TX 1�� 1L-2� 1�0.12 Scale=1:33.7 1.5x3 II 3x8 = 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3x4= 1.5x3 I I 3 of ,�r_r..r.�.'�r_..��r•4 5 6 7 8 3x8= 11x3 II ..._____________=:. _________ 24.........419....................=: ________.,....0. pPP.-- ipro----_,„ ,iikh,..._______NAII�1I��I��_I 1,,, lal 15 ►1 3x4= 3x8= 14 13 12 3x4= 3x4= 3x8= 3x4= 9-1-0 9-9-8 10.6-0 9-1-0 9- 8 0.4-8 0--8 0-7-08-9-1 19-3-12 Plate Offsets X Y 13:0-1-8 Ed.e 14:0.1-8 Ed•e 0-7-0 0-1-8 az LOADING(psf) SPACING- LOA 40.0 1-7-3 CSI, DEFL. Plates Increase 1.00 TC 0.33 in (lac) I/dfl 4800 PLATES TCDL 10.0 Lumber Increase 1.00 Vert(LL) -0.31 14 >7510 GRIP TCL360 BCLL 0.0 Rep Stress lncr YES 0.619 Hort(TL) -0.48 14 >4/a n/a MT20 220/195 BCDL 5.0 Code IRC2006lrP12002 WB 0.69 Horz(TL) 0.08 11 n/a n/a (Matrix) LUMBER- Weight:85 lb FT=0%F,0%E TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=844/0-4-8 (min.0-1-8),11=844/0-5-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3086/0,3-4=-3086/0,4-5=-3857/0,5-6=-3857/0,6-7=-3857/0,7-8=-3085/0,8-9=-3085/0 BOT CHORD 15-16=0/1825,14-15=0/3739,13-14=0/3857,12-13=0/3740,11-12=0/1824 WEBS 2-16=-1970/0,2-15=0/1360,4-15=-705/0,4-14=-160/431,9-11=-1969/0,9-12=0/1361,7-12=-708/0,7-13=-154/436 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Q 8 II 2PE , M tea, QREGO ��p '�$ER ��` P4 A. He? EXPIRES:06/30/2015 September 26,2014 ®tursoddt,^a-Yer-'f design;aran*ters atr3 RIAD B27ES 5A THIS ARS IM7W&ED HITS'REFE ' Design valid for use only with M7ek connectors.This design n based on uponi and or an tett vid9 l id Applicability of design parameters and y Parameters shown,and is fore individual designer.build is for lateral supportproper incorporation of component is responsibility of building designer-not truss Bracing shown of individual web members any.Additional temporary bracing to insure stability during construction is the res MIN erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qua Criteria,DSB• pCompon n the Safely information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,Quality 22314. 89 and SCSI Building Com SIT@�C ISSeerheso Pint t51:6 lumber is spac.ifitd,the design-values are.thosee effective D6 f7 ponenf fik3f2Ct3.3 byAtSC 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 ti Job -7 Q� Ply POLYGON 40 R42899368 ob Reference 1 ••tional PL14-333_UPPER 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:48 2014 Page 1 Pacific Lumber&Truss Co., Lake Oswego,Oregon ID:Fz90zgIDn1T1tgja72T0UryPY 2014 Mi wksOHoM47Inc.Thu Sep alldbyaOTX � Scale=1:31.6 3x6= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 9 1.5x3 II 3x4= 7 8 1.1x3 II 3x6= 3 4 5 6 ��r—�_8�_�� 9 _ —fir• nrr_. '-'`i��i•v —tea ►ri 10 14 13 12 11 3x4 1 3x8= 1.5x3 II 3x4= 3x8= 3x4= 8-11-12 12 9- 18-1 8-1- 7-9-12 0-7-0 0-7-0 7-9-12 0-1-8 Plate Offsets X Y— 4:0-1-8 Ed r e 12:0-1-8 Ed t e PLATES GRIP 1-7-3 CSI DEFL. in (loc) I/deft Lid PLATT20 GRIP LOADING(0 SPACING- Vert(LL) -0.25 11-12 >873 480 TC 0.32 -0.39 11-12 >552 360 TCLL 40.0 Plates r Increase 1.00 BC 0.57 Vert(TL) TCDL 10.0 Lumber IncrYES WB 0.62 Horz(TL) 0.06 10 n/a n/a Weight:80 lb FT=0%F,0%E BCLL 5.0 Rep Stress 09 (Matrix)BCDL 5.0 Code IBC2009/TP12007 ( BRACING- LUMBER- TOP CHORD 2x4 DF No.18,Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except verticals. BOT CHORD endRigid ceilingcldirectly applied or 10-0-0 oc bracing. BOT CHORD 2X4 DF Stud/SDF td(flat) REACTIONS. (Ib/size) 15=791/0-4-4 (min.0-1-8),10=791/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2824/0,3-4=-2824/0,4-5=-3381/0,5-6=-3381/0,6-7=-2830/0,7-8=-2830/0 BOT CHORD 14-15=0/1697,13-14=0/3381,12-13=0/3381,11-12=0/3356,10-11=0/1698 WEBS 2-15=-1832/0,2-14=0/1217,414=-770/0,8-10=-1833/0,8-11=0/1222,6-11=-568/0,6-12=227/340 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)be Recommend attached to walls ngbaCks,on n ends edge,sced restrainedt 10-0-0 oc other and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to t heir y me ns. LOAD CASE(S) Standard ".<<- NE fe PR opt "z'' S7 87022P trA OR GON rslci A He EXP(RES:06/30/2015 Septemmber 26,2014 biaa-ye,. design parameters and REAM/ I£S GN THIS AM IICLt E0 tdl a o'REFERENCE I G rs shown, M T 7473or individualt252014 DEngMomPonent �f use nJ r USE vie m t o er incorporation of component is responsibility of building designer-not truss designer.Bracing shown �����, Design valid for use only with MiTek connectors.This design k based°^N�bracing to insure stability during construction is the responsibill"lY of the Applicability support pot indivdual wrs and er P Additional temporary Greenback Lane,Sude 109 erec fortor.Adtionl of individual web members eN95610 fabric rt Additional control for ge,delg of the overall and.ra bracing,theresponsibility A Si the building designer.For generaldSCSI Component 77777s Greenback kL, fabrication, available from Truss lPla a nstitutoe,,781 N.Lee Street,Suite 312,Alexandria,VA 22314 D58$9 and SCSI Building Component 1£Southern Pine OP)umber r is specified,the st esia+o-.tra#utt sec.toss ei§astiue 06/01/101.3 by M c IJ°b Truss Truss Type Qty Ply POLYGON 4D PL14-333 UPPER FT4 IFbor 1 I 1 R42899369 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:49 2014 Page 1 2-6-0 I ID:Fz9QzgfDnITl tgjap2TkUzyPYh_4ZFZ74te26UxktzhSMHth8vGx51 pD7QwVDUlA1 yaOTW 2-5-4 I I I 1-2-0 II 1-0-0 I Scale=1:22.1 1.5x3 II 3x4= 1.5x3 H 1 2 3x4= 1.5x3 II 3x4= 3 4 1.5x3 II _ o- I. 5 6 7 o e o e ey' V\ a 1 ee 3x4= 11 1p 9 3x4= . 3x6 1.5x3 II - 3x4= I 7-9-12 9-1-4 Plate Offsets(X,Y)— f4:0-1-8,Edge),f9:0-1-8,Edpe) 7 atz I 8-4-12 lalt-1z 1zs1z 0-7-0 S-7-00-1-8 3-7-8 I LOADING(psf) SPACING- 1-7-3 � LOLL 40.0 PlatesPSPACING- - 3 CSI. DEFL. in (loc) I/deft Ud TC 0.43 Vert(LL) -0.1110-11 >999 480 PLATES GRIP TCDL 10.0 Lumber Increase 1.00MT20 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.48 HorzC Vert(TL) -0.170 10-11 >905/a 360 n/a BCDL 5.0 Code IRC2006/pI2002 0.33 Horz(TL) 0.02 8 n/a n/a (Matrix) LUMBER- Weight:57 lb FT=0%F,0%E TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=554/0-4-4 (min.0-1-8),8=554/0-4-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1691/0,3-4=-1691/0,4-5=-1502/0,5-6=-1502/0 BOT CHORD 11-12=0/1116,10-11=0/1502,9-10=0/1502,8-9=0/1137 WEBS 5-9=-283/0,2-120-1205/0,2-11=0/621,4-11=-115/315,6-8=-1227/0,6-9=0/593 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard t.o PRo Q��S � ('1tVE�� s�o�9 87O22PE $, 0REG N 1 X00 aE`Rtiv., S & HE EXPIRES:06/30/2015 September 26,2014 AWAFINIAG.yeardosign pomureersxadREAraTOTESOR{287s480I?�1€m-EDMl7 REFERENaPAGEMIf7473mr,,1,1292VM Design valid for use only with Mitek connectors.This design is based onlyuponBEMUSE Applicability of design parameters and proper incorporaton of component parametersspsshown,and u for an individual buildingicomponent. is for lateral support of individual web members only.Additional temporarybracingtobinsurefstabilityudduring construction iesigner-not truss s the resnsib lill erector.Additional Bracing shown permanent bracing of the overall structure is the responsibility of the building designer.For general guidance egarding of the �■T l` fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,051-89 and SCSI Building eComp Component 7777 AQk. Safety IInelorrm mon available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. in c ; Amities are these e#a.cttss tgrr{g13 Greenback Lane,Suite 109 Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply POLYGON 4D R42899370 FT5 Floor 1 or ob Reference o.ti.nal PL14-333_UPPER 7.530 s Jul 11 2014 Industries,Inc.Thu Sep 25 15:45:49 2014 Page 1 Pacific Lumber B.Truss Co., Lake Oswego,Oregon ID:Fz9QzgfDnlT1tgjap 0 Jul 112 Yh MiTek In 4te26.Inc. HthSylx574D2 wVDUg 1 ya0TW I 1-1-8 I I 1-2-0 I I 1-0-12 1 2-6-0 I Scale=1:33.3 1.5x3 I I 3x6= 1.5x3 I I 3x6= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 9 .5 10 1.5x3 II 5 6 7 8ee+--. 1 2 3 wN��:F�•w .- s_ o / _ 14 13 12 3x4 15 3x8= 3x4= 3x6= 3x4= 3x4= = 9-7-0 10-3-8 8-10-8 • r 0-2-0 19-1-4114 100-' -8 r 7-0 5-10-8 0-7-0 0-1-8 Plate Offsets Y 13:0-1-8 Edte 14:0-1-8 Ed.e PLATES GRIP 1-7-3 CSI DEFL. in (loc) I/deft Lid PT20 GRIP LOADING(0. SPACING- TC 0.31 Vert(LL) -0.29 13-14 >775 480 TCLL 40.0 Plates rIIncrease 1.00 Vert(TL) -0.46 13-14 >497 360 Lumber Increase 1.00 BC 0.59 Horz(TL) TCDL 10.0 WB 0.68 0.07 11 n/a n/a BCLL 5.0 Rep Stress Incr YES BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:85 lb FT=0%F,0%E BRACING- TUMBER- TOP CHORD 2x4 DF No.1g,Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid iadirectly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std(flat) REACTIONS. (Ib/size) 16=835/Mechanical,11=835/0-5-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD BOT CHORD 15-16=0/1802,0/ 14-15=40/3672,13-14=03773,12-13= 11-12=0/180328 0 3673, 40/ ,8-9=-3040/0 WEBS 2-16=-1946/0,2-15=0/1336,4-15=-682/0,4-14=-164/412,9-11=-1945/0,9-12=0/1336,7-12=-683/0,7-13=-163/414 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.13V'X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard c() P R OFE. 4�G(NE '4II?' f�., (id1:3141°A 87022PE /�r �� REGO 0� . RI- EXPIRES:06/3012015 September 26,2014 ®MM t/e;ifr'dc=_igeparameters gad ASAP/MESON TWEAM maim f4STEKRum-ma PAGE d 7473 ndv18/7014ildi86ngcomponent. '+ • Design valid for use only wah et ek connote iTh¢design a based only upon pa _ �� ��, Applicability of design parameters and proper incorporation of componen}¢responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Citrus Heights,CA,95610 Safety Itiion,quality available frostorage,delivery, Institute,ctioand bracing, ci g,consuite 312NSAIexai1 Quality Criteria, 908-89 and ICS!Building Component 7777 Greenback Lane,Suite 109 fab 781 if ern>Pine(Spf lumber is spetthed.the de lge values axe?hem atfas ree oe/G3p01-S tr AMSC [Job Truss Truss Type Qty [Ply [POLYGON 4D PL14-333_UPPER FTg Floor 2 1 R42899371 [ Parafc Lumber$Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.530 5 Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:50 2014 Page 1 ID:Fz9QzgfDnlTltgjap2TkUzyPYh_YIpyKQuGpOcoM1Yt03o6ELRSJVMpyWy3ktEsiTyaOTV 2-0-0 I 1 1-10-0 II 1-2-0 II 1-0-12 1 2-6-021io I I 1 2-6-0 1 Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 1:) 3x6— 1.5x3 II 4,4444 0O3x4= 12 3x8= 3x4= 3x4= 3x8= 1 3x4= I 8-2-8 8-9-89-48 Plate Offsets(X,Y)— (13:0-1-8,Edge1,[14:0-1-8,Edge1 10.7-010.7-01 18-3-12 1 8-2-8 8-11-4 LOADING(psf) SPACING- 1-7-3 LOLL 40.0 CS!. DEFL. in (loc) 1/deft lid Plates Increase 1.00 TC 0.33 Vert(LL) -0.25 13 >880 480 PLATES GRIP TCDL 10.0 Lumber Increase 1.00MT20 220/195 BCLL 0.0 WB 0.56 Horz(TL)Vert(TL) -0.39 13 >564/a n/a Rep Stress 06/ YES 0.63 -0.06 16 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) LUMBER- Weight 81 lb FT=0%F,0%E TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=800/Mechanical,11=800/0-5-12 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2473/0,3-4=-2473/0,4-5=-3463/0,5-6=-3463/0,6-7=-3463/0,7-8=-2870/0,8-9=_2870/0 BOT CHORD 15-16=0/1420,14_15=0/3139,13-14=0/3463,12-13=0/3416,11-12=0/1718 WEBS 2-160-1591/0,2-15=0/1179,4-15=-746/0,4-14=-3/579,9-11=-1854/0,9-12=0/1244,7-12=-590/0,7-13=-205/360 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard `0 PRo�F Q• $-7Q22pE / yN ro '0), OREGO rp /4/ -Ss 0pj $'ER ` P�4 A. H ,,„\4.V"1 EXPIRES:06/30/2015 ' September 26,2014 A WARNT>6-Way design parameters sod READ ICES Off WS AND DELLLE0 PtITEKR€FEfiENCz PAGE ma 7 473 mt.,tj297201£BLT USE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1� a for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the res erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding �■ pgardiing of the T l( fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 177"e"bx Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. If Set/111M;Fdl OP)lumber is spec trout the design.values arethase effective 06/471/2015 tsyAISC 7777 Greenback Lane,Suite 109 Carus Heights,CA,95610 1 berin S stem General Safety Notes Symbols Nm g Y PLATE LO1CATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/4 Center plate on joint unless x,y I (Drawings not to scale) Damage or Personal Injury offsets are indicated. I Dimensions are in ft-in-sixteenths. 3 1. Additional stability bracing for truss system,e.g. - Apply plates to both Sides of truss 2 diagonalor X-bracing,is alwaysrequired. SeeBCSI.andfuyembedteeth. TOP CHORDS2. Trussbracingmust bedesignedby anengineer.Forwidetrussspacing,individual lateralbracesthemselves0 1/TQC4mayrequirebracing,or alternativeTor Iobracingshouldbeconsidered.1:mmilimmmmomoimmm1mOOLEU O3dthdildihdoint and embed fully.Knots and wane at joint This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/TPI nrequired direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO aulabySI/WI1.Connector plates.Plate location details available in MITek 20/20software or upon request. DUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. PLATE SIZE ICC-ES Reports: 10.Camber is anon-structural consideration and is the The first dimension is the plate Camber isia oftrussdura oGeneral practice is to 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 camberresponfor dead load deflection. to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 11.Plate type,size,orientation and location dimensions the length parallel to slots. indicated are minimum plating requirements. LATERAL BRACING LOCATION12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all fespects,equal to or better than that SYP represents values as published ed. / Indicated by symbol shown and/or by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at ou teut in the bracing sngtion of the with effective date of June 1,2013 spacing indicated on design. output. Use T or I bracing 14.Bottom chords require lateral bracing at 10 ft.spacing, If indicated. or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 16.Do not cut or alter truss member or plate without prior Indicates location where bearings� (supports) occur. Icons varybut ©2012 MiTek®All Rights Reserved approval of an engineer. 11k_— reaction section indicates joint 17.Install and load vertically unless Indicated otherwise. number where bearings occur. 18.Use of green or treated lumber may pose unacceptable IN IN IIII LI Mln Size Shown is for Crushing Only. environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19.Review all portions of this design(front, back,words o and pictures)before use.Reviewing pictures ANSI/TPI1: National Design Specification for Metal is not sufficient. Plate Connected Wood Truss Construction. Ill DSB-89: Design Standard for Bracing. e 20.Design assumes manufacture in accordance with BCSI: Bu ide t Component Safety Information, ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, Installing&Bracing of Metal Plate MiTek Engineering Reference Sheet:Mil-7473 rev.01/29/2013 Connected Wood Trusses.