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Plans (3) / S r).-e) s 0� r34*-0 0 11 CONFORMS TO DESIGN CONCEPT ❑CONFOIRMS TO DESIGN CONCEPT WITH REVISIONS NOTED �� ❑ REVISE RESUBMR .14+.A0:NY'.Roc14.F.K TSErl44 S .^._4CF Y0.r:.'!M',IR Ent ]a,a-E :;i'c nk,• i'l ^ES NO- ao +F.'t'.= '.1 �::t:^�=`C.ANF__P�'k4g-Tl-w:C!E(:xw1KE Y.Tr:Jtii�! . :: ❑r:IA;:Ct•_RIO i.:'?!Ut E._':[:FS,n,:F'a'Y:-O H.:u 74f.5,15,OR4VRIG t ' 7 C•3 '� /,�.� N David R Burnett Date 10/27114 E6 ! v 1 MILBRAHDT ARCHITECTS SJ1 ._ 3 a ,-;/ , . _ SJ1 \\SJ26:12 '' /4/7 / , SJ2 Q 513. i UMS.13„ el A 'ao /4 ,, Al eig ,\ - \ ® .r'"..t.^C'RMS TO DESIGN CONCEPT .• t. ❑ C:AEDRM5 TO DESIGN CONCEPT WITH \ .^EV SIONS.4S SHOWN 0 -4DR NON-CONFORMING w, h -RPr1SE A"IORSEVIEW FOR,IFI,Flo4 TCRU- \ ��"or Al LE tIEC:Ca"7i!i aOFV=.:;F'i'S:lUt7R7 ONO Alt Yr'w COM.- k1`�-'!i -- ,3:51 oVk:+.&5*0 5-t_IF::REIVE3 410 8r C::::Ar.i=.-:0ITY \ O:fl 1015 SSP 1'«105. MTV-044 SMALL Yci;'•i::L':FOS401L. Sr IVO R.\ �2 CT ENGINEERING INC on i r 9404 r arr'o zou �� N 4 v 6 12 (5) RECEIVED C3 / AL' - NOV 2 2015 CITY OF TIGA 3D 3UILDING DIVISION ♦: e�,� .. _ ... w ;1 3 ►D 'A I -.: ` Wr ♦ s K_Tl T - ; •,.. . -‘,. 1 SJ3 / 6: r N.V., 512 Q 512 -- C4 r20 1 1 SJ1 .,I ! ii—Kis1 _,_ m .. /, 6:12 r.,,,,, r I, - - ..................R,all I•_ l 9/17 I . 11111111114.. Or Q N N r t, .- �' ' a a 8:2p , -t- b SJ2 ,I 5129 / S1 _-- 812SJ1 kJ r t = r 40 N N �! N aaagaa5 odp 12'4' + 152' 2T-6' -! 14r-8 1/L I O Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 10/23/14 PLACEMENT R TO TRUSS CAL ULATIO SEAND ENGINEERED STRUCTURAL i PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER 3413-B POLYGON NW DESIGNER/ENRMATG NEER I FI OF RECORD PLAN: RESPONSIBLE FOR ALL NON-TRUSSDRAWN BY: REVISION-2: TO RUSS CONNECTIONS.BUILDING i. 3413 / B CHECKED BY.' °EREDN� FARDTOVIEWW ANAPPROVE RECORD DELIVrRY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. & TRUSS C0MPAN7 • 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. , 3f -0"-/ QX CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH `4 REVISIONS NOTED El NON-CONFORMING-REVISE&RESUBMIT is +;T:R3'W4G W.:2'/E'.RR•Eh=E^.F„N:RA�A'.F:-OM'::X 'pro DR/TI r.,twi rrt` OIL -TEE EDT RITE:E 30:3.. "�?G!'tY.'._'FOR.OF F2c0 sI Lr..00 105E J43p11sr Wn..205:1,0 N C7 3',oa"1.:,FRT/4i.S,C D 005 am 01301:;.�Es F'.:sr 0001 ROVE N CR R^F_''�:ER David RBurne 7 ' By David R Burnett :at._ 10/27/14 av , MILBRANDT ARCHITECTS, CD , , T- SJ1 a SJ1 4 SJ2 � 6.19 . SJ2 ao /,l0 ►�E /�\ — -_ — 's/ �- -i _ L.. . _ A_. .i _. _o Z CONF:RNS'D DES`.SN CONCEPT - - - - -- _ -- C CONK,EVIS:INS'vSH0m CONCEPT;VIT? (2). ❑ FON-(ONFOZMING-REVISE AND RESUBMIT / ii0-9 _ _. .. ?i::SM??'3PA<F'r W:icE'i FEV1.9.£0 i0F .r{�tt.w"4:iW',ti: ETR 7.1E G.=3,:-.i L:APT 314.Yttn DX::WT aE::�E-4r -/.:R1,.F-CAN F,XR Ca a3,-7,141b:i.1T1'FGF W*C.=.W'Lr,..T,--E '.,AINZ Or..PnI,I.F::DAS ka n-FMI:4.SF•.'E aP17:, :s SrC,ER.:r,, MR:Ac.n 31..k;lEa:=r AL.:,ISINSISS. -- --- --- — -- -- 3, Tadd F..Eaton De,e:Oataaer 13 2014 CT ENG'NEERING INC -- 6.12 -- -- -- -- C2 (5) 6:12 _4 - _ C3 -- C4 - __ u?.y • 4tiw.' T % 6:12 _7(21 a ..- _.. 4 : II-I.V1IIJS2, •/��Y.: I :12 Sag SJ1 __a /, NIL .. SJ1 ' - �� '� 6:12 a-:••i'.. • F Q :1 SJ2 , _ SJ2 GARAGE b o SJ1 _ 6:12 ,_— SIV DR aaaaaaa � 15'-2• 12-e I I- /rf� 2T-6"14'-8 1/G I O Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 10/23/14 PLACEMENT R TO TRUSS CALCULATIONS SEAND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL FURTHER • R. 3413-B POLYGON NW INFORMATION.BUILDING RE a DESINFORMATIN.BOF RECORD RESPONSIBLE FOR ALL NON-TRUSS ' 11111 u mniber PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 3413 / B CHECKED BY. DERenEW AND APPROVE OFCOALLD TO O T U.S. COM PA N Y DELIVERY LOCATION: SCALE: REVISION-3- DESIGNS PRIOR TO CONSTRUCTION. Ot 1F r N. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. v Job Transmittal MiTek USA Inc. IIIII�I�IIIIII°IIIIII IIII 250 Klug Circle, Corona, CA 92880 (951) 245-9525 Fax(951) 273-0040 Transaction ID: 410995 TO: PACIFIC LUMBER 8 TRUSS DATE: 10/23/2014 ATT: Bob Cairns Drawings Repairs Sequence #'s Description 40 0 6095233-6095239,6095241-609524: 3413-B POLYGON NW1 - 3413-B POLYGON N. Transmittal Notes: Design Notes: FTP:410995.zip 10/23/2014 1:26:53 PM Page 1 VIII VIII( This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 559 1- 5=(-451) 1772 5- 2=( 0) 289 BC: 2x6 KODF k18BTR 2- 3=(-1772) 530 5- 6=(-456) 1767 5- 3v(-30) 49 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2065) 558 6- 4=(-450) 1777 3- 6=( 0) 285 LL = 25 PSF Ground Snow (Pg) IC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 6'- 0.0" V BC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0' TO 9'- 2.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 2.0' TO 15'- 2.0' V LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0,0' TO 15'- 2.0' V 0'- 0.0' -256/ 1210V -48/ 48H 5.50' 1.94 KDDF ( 625) NOTE: 2x4 BRACING AT 24'OC UON. FOR 15'- 2.0' -256/ 1210V 0/ OH 5.50' 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0' TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 9'- 2.0' ICOND. 2: Design checked for net1-5 Dsfl uplift at 24 'oc saacing,I Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.058' @ 6'- 0.0' Allowed = 0.713' M,M20HS,M1BHS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.102' @ 6'- 0.0' Allowed = 0.950' ** For hanger specs. - See approvedplans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9 P pP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX HORIZ. LL DEFL = 0.012' @ 14'- 8.5' MAX HORIZ. TL DEFL = 0.020' @ 14'- 8.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 5-11-11 3-02-105-11-11 Wind: 140 mph, h=20.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 1. 1320# 4320# T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 6.00 Q 6.00 Truss designed for wind loads M-4x6 -.M-6x6 in the plane of the truss only. 41101.j ali.. co ce) o� �� °°t•li 1g 1 5 6 4** 0 0 M-3x5 M-3x4 M-1.5x3 M-3x5 5-08-08 3-10-12 5-06-12 y y 15-02 ��Ep PROFe JOB NAME : 3413-B POLYGON NW - Al 5< G,(N ,2 Scale: 0.4209 Chi .-10/P/Pir ''' WARNINGS: GENERAL NOTES,unlessothervAsenoted• CCki PE 'c. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ��P E Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown*. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). _10 ry. DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown* 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 3! .,_OREGON to' SEQ. : 60952 33 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, 4./6,7 20\ ��. TRANS I D: 410995 design loads be applied to any component. and are for"dry condition"of use. i' 14, P 5.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. NIP necessary. /� �n`` 7.Design assumes adequate drainage Is provided. C 1l 4-1- 6.This design is furnished subject to the!irritations set forth by 9.Plates shall be located on both faces of truss,and placed so their center II II 11 VIII(III�'II VIII II I I III TPINJiCA in SCSI,copies of which will be tarnished upon request. 9 lines coincide with size of plate inrinches. I'I MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) EXPIP,,ES:12/31,12015 • r 11111111"a This design prepared from computer input by PACIFIC LUMBER-BC 4, LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1-2=(-774) 153 1-4=(-47) 587 4-2=(0) 353 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-774) 153 4-3n(-47) 587 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -80/ 637V -66/ 66H 5.50' 1.02 KDDF ( 625) Connector plate prefix designators: 15'- 2.0' -80/ 637V 0/ OH 5.50' 1.02 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing,I "" For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TL CREEP DEFL = -0.055" @ 7'- 7.0" Allowed = 0.950" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.085" @ 4'- 0.2" Allowed = 0.514' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0,006" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.011' @ 14'- 8.5" 7-07 7-07NOTE:Design assumes moisture content does 1' 'I' '' not exceed 19% at time of manufacture. 12 12 6.00 V 11M-4x4 Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 2 Wind: 140 mph, h=21.1ft, TCOL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed far wind loads in the plane of the truss only. 1.1 co os o� © o - 4 r- v co� " 1 4 30* o M-3x4 M-1.5x3 M-3x4 I, J' )" 7-07 7-07 b y 15-02 co JOB NAME : 3413-B POLYGON NW - A2 Scale: 0.4584 r§`(' c GPN oF9ss/6� 444 17 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 7�,•P E Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper / �/ 2.204 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by i�'" Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ��.. DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown c u II CC 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. 7 A-OREGON 4,, SEQ. : 6095234 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, 4- "/-7 Qi 4-i.'t design loads be applied to any component. and are for"dry condition"of use. Q 1 4 2, A�- TRAN S I D: 410995 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, Designresessary. 4.1F:1 `h 1 f '- 7. laesassumes adequate ne dthinac a isprovided.tru , �rll R l." 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II 11 110 1 111 I III III III TPINVTCA in SCSI.copies of which will be furnished upon request. coincide with joint center lines. Digits Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-1950) 394 1.5=(-379) 1667 5-2=( -301) 1673 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2.3=1 -115) 108 5-6=(-367) 1603 2-6=(•1853) 434 WEBS: 2x4 KDDF STAND 3-4=( -10) 5 6.3=) -121) 119 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -207/ 1079V -57/ 144H 5.50' 1:73 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 8'- 0.0' -308/ 1440V 0/ OH 5.50' 2.30 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series ADDL: BC CONC LL+DL= 1210.0 LBS @ 4'- 0,0' ADDL: BC CONC LL+DL= 637.0 LBS @ 6'- 0.0' GOND. 2: Design checked for net(-5 psf) uplift at 24 "OC Spacing.) ** For hanger specs. - See approved plans A 9• 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 LL DEFL = 0.016" @ 4'- 0.0" Allowed = 0.354" MAX TL CREEP DEFL = -0.052' @ 4'- 0.0" Allowed = 0.472' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.004' @ 7'- 6.5' MAX HORIZ. TL DEFL = 0.009' @ 7'- 6.5' 4-01-12 3-06-08 0-03-12 1' T T NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 6.00 M-1.5x3 4 Design conforms to main windforce•resisting 3 system and components and cladding criteria. 1 Wind: 140 mph, h=21.2ft, TCDLc4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x8 On: �� v cn urn o� ® - �� ®JI /- l 5 6** o M-3x4 M-3x8 M-5x6 1 +1210) ,iy637# y 4-00 4-00 y 8-00 R JOB NAME : 3413-B POLYGON NW - A GIRD Scale: 0.4665 ��5��,NGPN -pr, ,s/O� WARNINGS: GENERAL NOTES,unless otherwise noted: /�I q kJ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 9 jd P E <` , I Truss: A GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper /' 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. • 3.Additional temporary bracing to Insure stebiGty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by ��` is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as /g ty. plywood cured where shown end/or drywall(BC). `l DATE 10/23/2014 thNeoadrsllh uldberaisted rto any cibi pty nfthenti afte firaer.cn 4.In Impact iors latethe relpradngof the wherebvecontractor. •OREGON `/,�'� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 4A_- W SEQ. : 60952 35 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G� "'7q y O� +�. design loads be applied to any component. and are for"dry condition'of use. �} 1 4 2- A`C- TRAN S I D: 410995 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 o1 components. necessary. MC,h R i L� 7.Designlatesassumes adequate ne othfaces drainage is truss, C r'1 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I I III II IIII I fl IIII I II I I IIII TPI/WfCA in BCSI,copies of which will be furnished upon request. git dicawith joint aIn che. Iy SII 9.Digits indicate size of plate le inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1)11,ESR-1988(MiTek) EXPIRES:12/31x'2015 IIII IHI_ This design prepared from computer input by PACIFIC LUMBER-BC e` r' `, q LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.1. 2.3=(-42) 40 IC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0,0' -61/ 297V -7/ 47H 5.50' 0.47 ODE ( 625) 1'- 10.9' -102/ 88V 0/ OH 1.50' 0.14 ODE ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50' 0,08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacin0, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'• 0.0' Allowed = 0.133' 1-11-11 MAX TC PANEL LL DEFL = 0.002' @ 1'- 0.0' Allowed = 0.097' 1' MAX TC PANEL TL DEFL = -0.003' @ 1'- 1.5' Allowed = 0.145" MAX BC PANEL LL DEFL = 0.007' @ 2'• 8.6' Allowed = 0.250' 12 MAX BC PANEL TL DEFL = -0.020' @ 3'- 3.8' Allowed = 0.333' 6.00 V MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9' MAX HORIZ. TL DEFL = 0.000" @ 1'• 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. -/ Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ' Truss designed for wind loads in the plane of the truss only. c, CO of- +7111 oA- 2 111.--- 1 ►►:4 M-3x4 y y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,41 6-00 ��E p PRO -6-,, S JOB NAME : 3413-B POLYGON NW - AJ1 Scale: 0.6954 \�� NGIN s'o WARNINGS: GENERAL NOTES,unless otherwise noted: 41J� v/O/�� _v17 92,O P E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: AJ 1 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.204 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at , DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byr continuous sheathing such as plywood sheathing(TC)and/or drywal �M1 BC). DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON ,�" 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. AA__ SEQ. : 6 095236 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, -Pi.e.- ,, '�b design loads be applied to any component and are for"dry condition"bearingof use. Q l' 1 4 '2"Q' •'� TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full at all supports shown.Shim or wedge if �P fabrication,handling,shipment and installation of components. necessary. M`h p 7.Designlatesassumes adequate ne dDesIsforthon faces of truss,end placed so their center III I 111101111 1111 I III II 111 IIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate in inches. MiTek USA,InC./COffIpUTrusSoftware 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6' 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H18BTR LOAD DURATION INCREAXXE = 1.15 1.2=) 0) 50 2.4=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0'IO.C. 2-3=(-65) 49 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -50/ 346V -14/ 77H 5.50' 0.55 KDDF ( 625) 3'- 10.9' -97/ 113V 0/ OH 1.50' 0.18 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 57V 0/ OH 5.50' 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !COND. 2: Design checked for nett-5 psi') uplift at 24 'oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10'SF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0,003' @ -1'- 0.0' Allowed = 0.133" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0,078" MAX TC PANEL LL DEFL = 0.012' @ 2'- 2.2' Allowed = 0,246" '1 MAX BC PANEL TL DEFL = -0.034' @ 3'- 1.4' Allowed = 0,333' MAX BC PANEL TL DEFL = -0,003' @ 4'- 1.4' Allowed = 0.333' 12 6.00 MAX HORIZ, LL DEFL = -0.000' @ 3'- 10.9" MAX HORIZ, TL DEFL = -0.000' @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCOL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads o in the plane of the truss only. Cu M O/- V' MN o�1 111.-=:4.14 -V M-3x4 ), i, y 1-00 !PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME : 3413-B POLYGON NW - AJ2 ��'��GPNoA�ssi Scale: 0.6329 c.) .`"/0/ ///17 Q� WARNINGS: GENE�2AL NOTES,unless otherwise noted: �� q 1.Builder and erection contractor should be advised of all General Notes 1.Th s design Is based only upon the parameters shown and Is for an individual 92 4 1 P E Truss: AJ2 and Warnings before construction commences. bu lding component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure steMGty during construction sign assumes the top and bottom chords to be laterally braced at Inc 2.De 2'h.c.and at 10'o.c,respectively unless braced throughout their length /' DES. BY: LJ is the responsibility of the erector.Additional permanent bredng of itlnuous sheathing such as plywood sheatNng(rC)end/or drywall(BC)y . " DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �CC C/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 A_OREGON S E Q. : 6095237 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L hJ A, design loads be applied to any component. an i are for"dry condition"of use. /O 91, 14 2-° �.-f" TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Dnslgn assumes full bearing at all supports shown.Shim or wedge if �y fabrication,handling,shipment end installation of components. necessary. /��.�R yA V 7.Design assumes adequate one both drainage Is f truss, a rl 6.This design is furnished subject to the limitations set forth by B.Plates shall be located both faces of truss,end placed so their center II II E11 III I II II II Hill II I lIII 11 TPI/WrCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. I! 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/34/2015 I 1111111 IIIlII4 This design prepared from computer input by PACIFIC LUMBER-BC '°" LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0' 0.C, 2.3=(-97) 68 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -57/ 402V -22/ 108H 5.50' 0.64 KDDF ( 625) 5'- 9.2' 0/ 74V 0/ OH 5.50' 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7' -68/ 160V 0/ OH 1.50' 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0,002' @ -1'. 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP PEEL = -0.003' @ -1'. 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.079' @ 3'- 7,2' Allowed = 0.395' 5-11-11 MAX TC PANEL TL DEFL = -0.092' @ 3'- 4.8' Allowed = 0.593' MAX HOAIZ. LL DEFL = -0.001' @ 5'- 10.9' 12 MAO HORIZ. TL DEFL = -0.001' @ 5'- 10.9' 6.00 7 NOTE:Design assumes moisture content does 3 -/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting ' system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. •:,- c:, co co o,,._ v 111 c, 1 ► 4111.=118.1_111 M-3x4 y y )' 1-00 'PROVIDE FULL BEARING;Jts:2,4,3I 6-00 Vin. 0 PR0pe JOB NAME : 3413-B POLYGON NW - AJ3 Scale: 0,5817 \�� NGI" coo WARNINGS: GENERAL NOTES,unless otherwise noted: �� v/�/�� _vI. 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' !19 P E Truss: AJ 3 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bredng of 2'o.c.and at 10'o.c.such astivey unless braced throughout their length by ��m ��` DATE 10/23/2014 continuous sheathing such plywood sheathing(TC)and/or drywall(BC). c' the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown t+ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '� b 4/ SEQ. : 6 095238 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, �? �9 O'� As. design loads be applied to any component. and are for"dry condition"of use. Q }' 1 4 2' '� TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if �P fabrication,handling,shipment and installation of components. necessary. M "R n ` 7.Design assumes adequate drainage is provided. rl f. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III 11111111I 111 I IIII II I I III TPIAVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II 0 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.5=(0) 0 BC: 2x4 KODF #1&BTR SPACED 24.0' O.C. 2-3=(-116) 93 3.4=( -70) 27 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -35/ 377V -28/ 131H 5.50' 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 66V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -142/ 352V 0/ OH 1,50' 0.45 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9' -58/ 15V 0/ OH 1.50' 0.02 KDDF ( 625) REQUIREMENTS OF IBC 2012 ANE IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOFSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.041' @ 2'- 9.3' Allowed = 0.397' 12 MAX TC PANEL TL DEFL = -0.050' @ 2'- 11.9' Allowed = 0.596' 6.00 MAX HORIZ. LL DEFL = -0,001" @ 5'- 11.2" ') MAX HORIZ. TL DEFL = -0.001" @ 5'• 11.2' 3 , NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. ') Design conforms to main windfarce-resisting system and components and cladding criteria. w Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, C Truss designed for wind loads v in the plane of the truss only. M O„,_ 0./- .>-<... 111.--- 81 M-3x4 1, 1, 1- 1, 1-00 6-00)PROVIDE FULL BEARII(G;Jts;2,5,3,41 1-05-15 aQ`rv0 PROs JOB NAME : 3413-B POLYGON NW - AJ4 �- G(N s, Scale: 0.5676 \ OZ WARNINGS: GENERAL NOTES,unless otherwise noted: ��Cr /OPT • q`. 1.Builder end erection contractor should be advised of all General Notes 1.Th s design is based only upon the parameters shown and is loran Individual ^92 P E Truss: AJ4 and Warnings before construction commences. bu Iding component.Applicability of design parameters end proper // 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibtty of the building designer. /� /".. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ2'u.c.end at 10'o.c.respectively unless braced throughout their length by A is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ CC 4.No load should be applied to any component until after all bracing and 4.Inrtaliation of truss Is the responsibility of the respective contractor. 7 A-OREGON . ill SEQ. : 6095239 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4.2/6-P7,11, O� A.. design loads be applied to any component, ani are for"dry condition"of use. 1 4, �, Q'�- TRAN S I D: 410995 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ne:essery. 44'4 �R`` 7.Design assumes adequate drainage is provided. CC 1� B.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIII iin is IIII El I I Hill III III 1TPINVTCA in BCSI,copies of which will be furnished upon request. 8 IDil litscindicate sizejaoint t plate in inches. Ines.. IIjI�YINII MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIF ES:12/33/2015 1E141 * This design prepared from computer input by PACIFIC LUMBER-BC ' 7. n, LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-10=(-1007) 5204 3.10=( -61) 465 2x6 KDDF N18BTR T2 SPACED 24.0' O.C, 2- 3=(-5997) 1190 10.11=(•1314) 6874 10- 4=( -231) 1443 BC: 2x6 KDDF N18BTR 3- 4=(-6056) 1207 11.12=(-1098) 5946 10- 5=(-1830) 393 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-5410) 1106 12.13=(-1098) 5946 5-11=( -25) 347 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-6898) 1424 13- 9=( •712) 3848 11- 6=( -374) 1591 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(•3907) 761 12. 6=( 0) 130 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4412) 831 6-13=(-2514) 548 8- 9=(-4445) 845 7-13=( •259) 1540 LL = 25 PSF Ground Snow (Pg) 13- 8=( -55) 304 NOTE: 204 BRACING AT 24'OC UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0' TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0' TO 12'• 0.0' V BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0' -670/ 3376V -73/ 79H 5.50" 5.40 KDDF ( 625) OVERHANGS: 12.0" 0.0' ADDL: BC CONC LL+DL= 1440.0 LBS @ 12'- 4.0" 27'- 6.0" -412/ 2330V 0/ OH 5,50" 3.73 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.] C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' JT 2: Heel to plate corner = 0.75' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'• 0.0" Allowed = 0.133' ** For hanger specs. - See approved plans MAX LL DEFL = 0.168' @ 12'- 5.8' Allowed = 1.329' MAX TL CREEP DEFL = -0.537" @ 12'- 5.8' Allowed = 1.772' MAX HORIZ. LL DEFL = -0.050" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.116' @ 27'• 0.5" NOTE:Design assumes moisture content does not exceed 19N at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,' (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), 7-11-11 11-06-10 7-11-11 load duration factor=1.6, - 1' T T Truss designed for wind loads 4-00-12 3-10-15 4-02-09 2-11-12 4-04-05 3-10-15 4-00-12 in the plane of the truss only. T T 4598# T T T f T 12 12 6.00 l M-5x12 M-3x6 M-4x10 M-4x10 a 6.00 5 6 POO T2 MIMI M-1.5x3 M-1.5x3 +, f C,) co o 7.400 .-,) o 10 11 12 13 9** o M-4x10 M-3x10 0.25" M-1.5x3 M-4x10 M-3x10 0 Ml8HS-7x14 S) 1, 1' 1440# 1, /, 1, 7-04-12 5-01 2-08-04 4-11-04 7-04-12 1-00 27-06 Sys 0 PROFFS, JOB NAME : 3413-B POLYGON NW - B1 Scale: 0.2355 ‹., GIN s% WARNINGS: GENERAL NOTES,unless otherwise noted: �� i -5/ 44.., B1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual P E Truss: B 1 end Warnings before construction commences, building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stad6ty during construction 2.Design assumes the top and bottom chords to be laterally braced at _ DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c,respectNety unless braced throughout their length by /'a."" continuous sheathing such as plywood sheathing(TC)and/or drywalBC). r' Q DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 44, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. , _ SEQ. : 6 095241 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �+� �q Oda A. design loads be applied to any component. and are for"dry condition"of use. Q 1 4 2 ""�- TRAN S I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if �� fabrication,handling,shipment and installation of components. necessary. M. "F?RIO- - 7.Design assumes adequate drainage Is provided. rl n 1 i� 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center III I I II I I II I I I I I III II IIITPIM?CA in SCSI,copies of which roll be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 ,- 1111 I 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2948) 628 1.5=(•568) 2526 5.2=( -232) 1254 4.7=(-1984) 446 BC: 2x6 KDDF #18BTR SPACED 24.0' O.C. 2-3=(-1606) 366 5-6=(-556) 2462 2.6=(-1172) 282 WEBS: 2x4 KDDF STAND 3.4=(-1408) 342 6.7=( -44) 104 6-3=( -114) 568 LOADING 6-4=( -506) 2308 TC LATERAL SUPPORT <= 12'0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C, UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) 0'- 0.0' -344/ 1658V -42/ 105H 5.50' 2.65 KDDF ( 625) NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8'- 0,0' -711/ 3191V 0/ OH 5.50' 5,11 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1210.0 LBS @ 3'- 0.0' ADDL: BC CONC LL+OL= 637.0 LBS @ 5'• 0.0' 'COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing, ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 0.0' Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = 0.011' @ 3'- 0.0" Allowed = 0.354" M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.034' @ 3'- 0.0' Allowed = 0.472" ( 2 ) complete trusses required.1; BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX HORIZ. LL DEFL = -0.003' @ 7'• 10.3' Join together 2 ply with 3'x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. TL DEFL = 0.005' @ 7'• 10.3' nails staggered at: 9' oc in 1 row(s) throughout 2x4 top chords, ** NOTE:Design assumes moisture content does 9' oc in 2 row(s) throughout 2x6 bottom chords, HANGER BY OTHERS TO APPLY not exceed 19% at time of manufacture. 9' oc in 1 row(s) throughout 2x4 webs. GONG. LOAD(S) EQUALLY TO ALL MEMBERS. ** For hanger specs. - See approved plans Design conforms to main windforce•resisting 6-02-11 1-09-05 system and components and cladding criteria, T T 1' 3-01-12 3-00-15 1-09-05 Wind: 140 mph, h=20,7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), durationload factor=1.6, Truss designedfor o 6 wind loads 6.00)7 M-4x6 in the plane of the truss only. M-3x5 4 -v �D �I M-3x6 N O '11:41 111111111 _ c� a ' m, v A 1=� 5 6 *7 -! M-3x4 M-3x4 M-7x8 M-3x8 1 +1210 # +637#y +2330# y 3-00 2-09-12 2-02-04 1, 1, 8-00 ��o PRO/ter, JOB NAME : 3413-B POLYGON NW - B GIRD GING ,'/ Scale: 0.4060 s('10/ 11P17 O* WARNINGS: GENERAL NOTES,unless otherwise noted. !/!7' ^92 PE 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 IP 1' Truss: B GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+- Incorporation of component Is the responsibitty of the building designer. 4100111P117 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ7 o.c,and at to'o.c,respectively unless braced throughout their length by 4��"" Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathin C and/or d (g �� g(r s rywall(BC). DATE• 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2K Impact bridging or lateral bracing required where shown++ CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "j>' OREGON a !Ij SEQ. : 6095242 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L. �� \ k design loads be applied to any component. end are for"dry condition"of use. )' 1 4 2.o P� TRANS I D: 410995 5.CompuTrus has no control over end assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. Dnesessary. /��P R I` 7.Plates assumes adequate otdrainage Is of truss,a PRI00- 6.6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center III I I •IIII(IIII I I III I I I II IIII TPIM?CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. II r 9.Digits indicate size of platete in Inches. ri MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-f 311,EOR-1988(MiTek) EXPIRES:12/31,,/201 5 r * II IIIIII1 This design prepared from computer input by . PACIFIC LUMBER-BC ` LUMBER SPECIFICATIONS TRUSS SPAN 2'• 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-50) 15 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -67/ 301V -6/ 43H 5.50' 0.48 KDDF ( 625) 1'- 9.2' -29/ 24V 0/ OH 5.50' 0.04 KDDF ( 625) Connector plate prefix designators: 12 LL = 25 PSF Ground Snow (Pg) 2'- 0.0' -181 43V 0/ OH 1.50' 0.07 KDIF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 6.00 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Desitin checked for net(•5 psfl uplift at 24 "oc soacing.1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0,003" @ •1'• 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ •1'• 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001' @ 1'- 0.1" Allowed = 0.050' MAX BC PANEL TL DEFL = -0.001' @ 1'- 0.1' Allowed = 0.067' MAX HORIZ. LL DEFL = -0.000' @ 1'- 11.2' MAX HORIZ, TL DEFL = -0.000' @ 1'- 11.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 111HR (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1,6, -4. Truss designed for wind loads o in the plane of the truss only. MfO III VCD o% 2 -/ M-3x4 k b 1-00 2-00 PROVIDE FULL BEARING;Jts:2,4,31 ��'t"° PROF&ss JOB NAME : 3413-B POLYGON NW - BJ Scale: 0.9953 �� (�G)N 'o WARNINGS: GENERAL NOTES,unless otherwise noted: �1 I�/ / p -v9 BJ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 92„r-E Truss: BJ and Warnings before construction commences. building component.Applicability of design parameters and proper / / 2.2x4 compression web bracing must be installed where shown+- incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at ` DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / f�4 `Ire Po tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �. DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2o 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. •� A�OREGON �(/ SEQ. : 6095243 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, L4 ''1,/ R �. design loads be applied to any component. and are for"dry condition"of use. Q 1 4 2.Q ' I D: 410995 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If „‘,,v- TRANS fabrication,handling,shipment and installation of components. necessary. ML�A`` 7.Design assumes adequate drainage Is provided. CC rl 1� 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I I II I II 111 I I 1111 II IIIb TPtrVVTCA in SCSI,copies of which will be furnished upon request, lines coincide with joint center 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 IIIIII I VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 34-00-00 DUTCH TC SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ODE #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-15=(-2656) 11318 15- 3=( -760) 3666 11.22=(-282) 1834 2x6 KDDF #18BTR T2 2- 3=(-12832) 3056 15.16=(-2308) 9736 3-16=(-1936) 366 22-12=) -92) 388 BC: 2x4 KDOF #1&BTR LOADING 3- 4=( -8758) 2262 16.17=(-1954) 7814 16- 4=( -12) 594 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -8064) 2206 17.19=(-2544) 9458 4.17=( •622) 82 2x4 OF 2400F A; TC UNIF LL( 50.0)+DL( 14,0)= 64.0 PLF 0'- 0.0' TO 34'- 0.0' V 5- 6=( 0) 0 18-20=( -108) 406 17- 5=( -360) 2198 2x4 KDOF #1&BTR B TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 8'- 0.0' TO 26'- 0.0' V 5- 7=) -7232) 2022 20.21=(-2198) 8376 17- 7=(-2696) 810 BC UNIF LL( 0,0)+DL( 50,0)= 50.0 PLF 0'- 0.0' TO 34'- 0.0' V 7- 8=( -9404) 2668 21.22=(-2024) 7538 7.19=) 0) 500 TC LATERAL SUPPORT <= 12'OC. UON. 8.10=( -7608) 2180 22.13=(-1544) 5908 18.19=) 0) 142 BC LATERAL SUPPORT <= 12'OC. UON. TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0' L 9-11=( 0) 0 19.20=(4090) 8004 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0' L 10.11=( -6146) 1706 19- 8=( -406) 1272 11-12=( -6894) 1858 20- 8=( •732) 426 NOTE: 2x4 BRACING AT 24'OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13=( -6854) 1846 8.21=(-1178) 270 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 13.14=( 0) 50 21-10.1 -160) 974 10-22=(-2134) 710 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP OVERHANGS: 12.0' 12.0' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural ( 2 ) complete trusses required. 0'- 0.0' -902/ 3806V -95/ 95H 5.50' 6.09 KDDF ( 625) vertical members (uon). _,� Join together 2 ply with 3"x.131 DIA GUN 34'- 0.0' -903/ 3806V 0/ OH 5.50' 6.09 KDDF ( 625) nails staggered at: Connector plate prefix designators: 9' oc in 1 row(s) throughout 2x4 top chords, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ,-0-( oc in 2 row(s) throughout 2x6 top chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series W 9' oc in 1 row(s) throughout 2x4 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.001" @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.321' @ 13'- 4.7' Allowed = 1.654' MAX TL CREEP DEFL = -0.616' @ 13'- 4.7' Allowed = 2.206' MAX LL DEFL = 0.001' @ 35'- 0.0' Allowed = 0.100' 12-08-11 8-05-06 12-09-15 MAX TL CREEP DEFL = -0.001' @ 35'- 0.0' Allowed = 0.133' f f f 1' 2-09-12 4-04-03 5-01 1-02-14 3-11 MAX HORIZ. LL DEFL = 0.160' @ 33'- 6.5' MAX HORIZ. TL DEFL = 0.258" @ 33'- 6.5' 2-09 2-09-12 0-u6-05 2-08-08� 3-04-02 4-05-08 ,1797.30#597.30# 4597.304NOTE:Design assumes moisture content does 12 � 12 not exceed 19% at time of manufacture. M-3x8 6.00 D IM-4x4+ 4 6.00 Design conforms to main windforce-resisting M-3x5 MX5+(S) system and components and cladding criteria. M-3x5+S) -3M-3x4 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, _ 1111111 . inuth dplaneeo fth wtrd soons M18HS 5x16 M-4x10 1M 5x6 in the plane of the truss only. M-3x4 M-2.5x4 or equal at non-structural diagonal inlets. lialk: M-1.5x3 M-3x8 - / M-4x10 _ � M o �' -91-115 16 17 M-3x4 M-3x8 18 20 21 22 '�1414° i 0 8M-1.5x3 M-3x10 0.25" M-3x8 M-3x8 0 a 3.75 M-7x10 M18HS-5x16(S) 12 y-05-012-09-12 2-11-08 5-02y 4-11-08 3-07-10 3-09-06 8-02-12 y y I -05-08 10-09-08 20-09 OQ 1-00 34-00 1-00 �� 0 P R OF��, JOB NAME : 3413-B POLYGON NW - Cl �< SIN s, Scale: 0.1516 �‹ C� Q2 x`10/Z� WARNINGS: GENERAL NOTES,unless otherwise noted: �� `. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ^92 P E Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Amour DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d gg „..04.1P,i" Cr nOCT s rywall(BC). DATE: 10/23/2014 the overall structure is the to any responsibility of the building designer. 3. Impact bridging or lateral bracing required where shown++ OREGON /I�"" 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y 4_ b tz SEQ. : 6095246 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L�/y�fq +� & design loads be applied to any component. and are for"dry condition'of use. c,f Y 14, 2.0 �`�- TRAN S I D: 410995 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 end Installation of components. necessary. n ` 7.Design assumes adequate drainage Is Provided. S:rl rl l- 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I'III III I II II 13I II I I I IIII(III TPINJTCA in BCSI,copies of which will furnished upon request. git cindicat with joint acenter lines. ll'll�lgl9 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software+7,6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31.;2015 IIIIIIIIIIIIII� ' This design prepared from computer input by PACIFIC LUMBER-BC ' if. LUMBER SPECIFICATIONS TRUSS SPAN 34'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/OOF/Cq=1.00 IC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2u( 0) 50 2-10=(-376) 2138 3-10=("253) 175 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-2510) 513 10.11=(•254) 1794 10- 4=) -15) 446 WEBS: 2x4 KDDF STAND 3- 4=(-2275) 488 11-12=(•272) 1794 4.11=(-642) 235 LOADING 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 437 11- 6=(-642) 235 BC LATERAL SUPPORT <= 12'OC. UON. OL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2275) 488 6-12=) -15) 446 TOTAL LOAD = 42.0 PSF 7- 8o(-2510) 513 12- 7=(-253) 175 OVERHANGS: 12.0" 12.0' 8- 9=( 0) 50 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REOUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 0'- 0.0' -235/ 1542V -187/ 187H 5.50' 2.47 KDDF ( 625) 34'• 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) (COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0,0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.114' @ 17'• 0.0' Allowed = 1.654' MAX TL CREEP DEFL = -0.232" @ 17'- 0.0' Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5' MAX HORIZ. TL DEFL = 0.083" @ 33'• 6.5' 17-00 17-00 1' . . NOTE:Design assumes moisture content does 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 not exceed 19% at time of manufacture. f T 1' ' 1' ' 1' Design conforms to main windforce-resisting 12 M 4x6 12 system and components and cladding criteria. 6.00 6.00 5 4 „ Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-5x6(S) M-5x6(S) Truss designed for wind loads in the plane of the truss only. 0.25" 0.25" Via. 4 M-1.5x3 "Ilppp..M-1.5x3 m 0 0 0 10 1b.25 12 o "M-4x4 M-3x4 M-3x4 =M-4x4 0 M-5x8(S) y y y y y 8-09-04 8-02-12 8-02-12 8-09-04 y y y y 1-00 34-00 1-00 < c,0 PR Ore. JOB NAME : 3413-B POLYGON NW - C2 Scale: 0.1843 \�� NGINfi s%A WARNINGS: GENERAL NOTES,unless otherwise noted: �� ‘470/!"/l� -v11 �+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ^92.0 R E f Truss: C 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsiblity of the building designer. 3.Additional temporary bracing to insure stebctty during construction 2.Design assumes the lop and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by fr�rr �� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I ft DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �c 4.No toad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -'7 AA__OREGON ' SEQ. : 6095247 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �� %q O� design loads be applied to any component. and are for"dry condition'of use. O 14 2• P4 TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. necessary. M [�R f 7.Design assumes adequate drainage Is provided. CC r7 r1 4. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I ll 1 111 I I II 1101 I I ll 1111111 TPI/WTCA IIIIIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 III I III This design prepared from computer input by PACIFIC LUMBER-8C LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1/1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2.11=(-774) 4293 11- 3=1 -202) 1398 7-16=1 0) 406 BC: 204 KDDF #1&BTR SPACED 24,0' 0.C. 2- 3=(-4872) 917 11-12=(-677) 3691 3-12=(-1247) 322 16- 8=(-206) 147 WEBS: 2x4 KDDF STAND 3- 4=(-2797) 540 12-13=(-373) 2449 12- 4=( 0) 371 LOADING 4- 5=(-2106) 491 14.15=( -8) 54 4-13=( -754) 176 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2076) 581 15.16=(-294) 1872 5-13=( -295) 203 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1621) 432 16- 9=(-390) 2127 14.13=( 0) 29 TOTAL LOAD = 42.0 PSF 7- 8=(-2278) 486 13-15=( -144) 1319 OVERHANGS: 12.0' 12.0' 8- 9=(-2501) 506 13- 6=( -301) 1073 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 15- 6=( -57) 416 Connector plate prefix designators: 15. 7=( -690) 238 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BAG REQUIRED BUG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0,0" -235/ 1542V -188/ 1888 5.50" 2.47 KDDF ( 625) 34'- 0.0' -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.182' @ 13'- 4.0' Allowed = 1.654' MAX TL CREEP DEFL = -0,363" @ 13'- 4.0" Allowed = 2.206' MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0,100' MAX TL CREEP DEFL = -0.003" @ 35'- 0.0' Allowed = 0.133' 17-00 17-00 T - f MAX HORIZ. LL DEFL = 0.108' @ 33'- 6.5' 2-09 5-03 5-04-12 3-05-08 6-06 4-07-07 6-00-05 MAX HORIZ. TL DEFL = 0.179' @ 33'- 6.5' T f f f f f f f NOTE:Design assumes moisture content does 12 11M-6X6 12 not exceed 19% at time of manufacture. 6.00 Q 6.00 6.0" Design conforms to main windforce-resisting 6 ,s-,f system and components and cladding criteria. 11% Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1"5x3 ( ) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, M-5X6(S) 0.M-255"x6S Truss designed intheplan plane or wloadsind thetrussonly. 0.25" * r o� M-1.5x3 M-3x6 co M-3x8 0 o v ji! 11 12 r- 13 _a o � M-3x4 4 14 15 s o M-5x8 o M-5x8 M-4x8 0.25') =M-4x4, g 0 o **2X WEDGE M-1.5x3 M-5x6(S) -'3.75 W/(2) M-3X4 TYP. 12 J, y .), y y y y y2-05-08,, 5-03 5-08-04 , 3-07-04 8-02-12 8-09-04 , y y y2-05-08 10-09-08 20-09 -0Q 1-00 34-00 1-00 �� o PROFS' JOB NAME : 3413-B POLYGON NW - C2-C �� (Nfi s, Scale: 0,1718 ��` C��/�� (�-0:0 Qy WARNINGS: GENERAL NOTES,unless otherwise noted. !/171-' 91,, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 9 P E Truss: C2-C and Warnings before construction commences. building component.Applicability of design parameters and proper. ` 2.2x4 compression web braving must be Installed where shown+. Incorporation of component Is the responsibility of the building desgner. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �w�. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length byr�ro. �/�� continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). DATE• 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '� A_OREGON �(/ SEQ. : 6095248 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. 4J,Q y Or\a design loads be applied to any component. and are for"dry condition"of use. Q 1 4 2 �^}- TRAN S I D: 410 995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if , necessary. FA R)�� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. M 6.This design is furnished subject to the Imitations set forth by 9.Plates shell be located on both faces of truss,and placed so their center III I I VIII II I I 1 III I IIII III IIII TPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center Ones. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31r/2015 IIIIIIIIIM . This design prepared from computer input by PACIFIC LUMBER-BC a. LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 50 2-12=(-523) 2154 12- 3=) 0) 289 BC: 2x4 KODF #18BTR SPACED 24.0" O.C. 2- 3=(-2528) 688 12-13=(-525) 2151 3.13=(-570) 193 WEBS: 2x4 KDDF STAND 3- 4=(-1944) 653 13-14=(•434) 1708 13- 4=(-132) 542 LOADING 4- 5=( 0) 0 14.15=(-554) 2151 13- 6=(-182) 137 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1644) 622 15.10=(-552) 2154 6-14.(-182) 137 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1644) 622 8-14=(-132) 542 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-570) 193 8- 9=(-1944) 653 9-15=( 0) 289 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2528) 688 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 50 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA . LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -293/ 1542V -152/ 1528 5.50' 2.47 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 34'- 0.0" -293/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series JT 2, 10: Heel to plate corner = 1.75' ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ •1'• 0.0" Allowed = 0.133' MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.230" @ 17'• 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'• 0.0" Allowed = 0.133' Support top chord at joint 5 and 7 MAX HORIZ. LL DEFL = 0.052" @ 33'- 6.5" 15-11-11 2-00-10 15-11-11 MAX HORIZ. TL DEFL = 0.087' @ 33'- 6.5' '' 'I T ' NOTE:Design assumes moisture content does 7-03-04 6-05-04 2-03-031, 1100-05 6-05-04 7-03-04 not exceed 19% at time of manufacture. '0 500-05 72-03-03 Design conforms to main windforce-resisting M-4x6 M-4x6 system and components and cladding criteria. M-3x4 4 6 8 Wind: 140 mph, h=23.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 12 y 4 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 / Q 6.00 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 3 9 :1444414 vt, o =M-4x4 =M-4x4 0 v _ 9 a v o 1 - 12 13 '( '( 14 15 -- i 1 o M-1.5x3 0.25" 0.25" M-1.5x3 O M-5x8(S) M-5x8(S) 1, 1, .1 .1 1, I 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 1, /, I I 1-00 34-00 1-00 Pio PR OF JOB NAME : 3413-B POLYGON NW - C3 Scale: 0.1960 \�,�F WARNINGS: GENERAL NOTES,unless otherwise noted: �� :;:A'9:Gie2/r''''NIG°:P'i::::"'9:-r- SEQ. : 4 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individualTruss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper2.2x4 compression web bracing must be Installed where shown.. incorporation of component is the responsibllty of the building designer. 3.Additional temporary bracing to Insure stability during consWction2.Design assumes the top and bottom chords to be laterally braced et `DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their lenggth by / r��DATE 10/23/2014 continuous sheathing such as plywood aired ing(TCs and/or drywall`eC).the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'j� �y6095249 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, C.- -,-/ y ON design loads be applied to any component. and are for"dry condition"of use. .D 1 4 2, *- necessary.S I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �P fabrication,handling,shipment and Installation of components. nesessary. ML`-h ` 7.Design assumes adequate drainage Is provided. . rl L- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II 111 1E1 I I II I Nil I I IIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center toes. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1110 MAI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 IC: 2x4 KDDF N1$BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2.10=(-387) 2154 10- 3=( 0) 289 BC: 2x4 KDDF N16BTR SPACED 24.0" 0.C. 2- 3=(-2528) 537 10.11=(-389) 2151 3.11=(-570) 209 WEBS: 2x4 KDDF STAND 3- 4=(-1944) 494 11-12v(-263) 1708 11- 4=( -98) 542 LOADING 4- 5=(-1644) 490 12-13=(-420) 2151 11- 5=(-174) 94 TC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1644) 490 13- 8=(-418) 2154 5.12=(-174) 94 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10,0 PSF 6- 7=(-1944) 494 6-12=( -98) 542 TOTAL LOAD = 42.0 PSF 7- 8=(-2528) 537 12- 7=(-570) 209 8. 9=( 0) 50 7.13=) 0) 289 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE S0.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -222/ 1542V -152/ 152H 5.50" 2.47 KDDF ( 625) Connector plate prefix designators: 34'- 0.0' -222/ 1542V 0/ OH 5.50' 2.47 KDDF ( 625) C,CN,C18,CN18 (or no prefix) . CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series [COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) JT 2, 8: Heel to plate corner = 1.75' VERTICAL DEFLECTION LIMITS: LL=L/240, TLoL/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.114' @ 17'- 0.0' Allowed = 1.654' MAX TL CREEP DEFL = -0.230' @ 17'- 0.0' Allowed . 2.206" MAX LL DEFL = 0.002' @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.052' @ 33'- 6.5' MAX HORIZ. TL DEFL = 0.087' @ 33'- 6.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 13-11-11 6-00-10 13-11-11 system and components and cladding criteria. 7-03-04 6-08-07 3-00-05 3-00-05 6-08-07 7-03-04 Wind: 140 mph, h=22.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, f T T T 1' ,' ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, Truss designed for wind loads 6.00 p M-4x6 M-3x4 M-4x6 Q 6.00 in the plane of the truss only. 5 M-3x4 A M-3x4 3 M /11111111111111111111111111111111111111111111111111111111111111. w. ` co O O v eer iae -'xv 11 21 _ o M-4x4 M-1.5x3 b.25" 0.25 M-1.5x3 =M-4x4 0 M-5x8(S) M-5x8(S) y y ,1 y y y J, y 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 y y 1-00 34-00 1-00 �Q`0p PR Open JOB NAME : 3413-B POLYGON NW - C4 �- �(N s, Scale: 0.1843 �< !N Q� WARNINGS: GENERAL NOTES,unless otherwise noted: v(/��/�IC- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4 92 P E. . { Truss: C4 and Warnings before construction commences- building component.Applicability of design parameters end proper / 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsiblSty of the building designer. 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 70'o.c.respectively unless braced throughout their length by ��` } DES. BY: LJis the responsibility of the erector.Additional permanent bredng of gg DATE: 10/23/2014 continuous sheathing such as plywood required ing(TC)and/or drywall(BC). the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '3! A-OREGON h Q' SEQ. : 6095250 fasteners are complete end at no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, i./y., "4.7 ZON �A. design loads be applied to any component. end are for"dry condition"of use. Q 1 4, �. TRANS I D: 410995 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. necessary.Design ML�h R`` 7. latesassumes adequate ne ...t drainageson faces of truss,and placed so their center III I I I IN II II I11 I I III BIN ill TPINJTCA In BCSI,copies of which will be furnished upon request. git coincide with joint ate In Inches.9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/34/2015 IIIIIIIIIIIIII, This design prepared from computer input by PACIFIC LUMBER-BC 1 LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-12=(-611) 2140 3-12=(-174) 159 BC: 2x4 ODE #t&BTR SPACED 24.0' O.C. 2- 3=(-2509) 789 12.13=(-727) 2521 12- 4=(-100) 628 WEBS: 2x4 KDDF STAND 3. 4=(•2272) 723 13.14=(•727) 2521 12- 60)-649) 281 LOADING 4- 5=( 0) 0 14-10=(-660) 2140 13- 6=( 0) 241 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1973) 679 6-14=(-649) 260 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1973) 690 8-14=( •88) 628 TOTAL LOAD = 42.0 PSF 7. 8=( 0) 0 14- 9=(-173) 153 8. 9=(•2272) 738 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2509) 799 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 50 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0' 12.0" BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'• 0.0' -289/ 1542V -109/ 109H 5.50" 2.47 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 34'- 0.0' -297/ 1542V 0/ OH 5.50' 2.47 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(•5 psf) uplift at 24 'oc spacina.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0,002' @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.149' @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0,300" @ 17'• 0.0' Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'• 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ 35'• 0.0" Allowed = 0,133' MAX HORIZ. LL DEFL = 0.059' @ 33'- 6.5' MAX HORIZ. TL DEFL = 0.097' @ 33'- 6.5' 11-11-11 9-02-10 12-09-11 NOTE:Design assumes moisture content does 1' T not exceed 19% at time of manufacture. 5-01-08 4-07 2-03-03 5-00-05 4-02-05 3-01-03 4-07 5-01-08 '1 T T T T T T T T Design conforms to main windforce-resisting system and components and cladding criteria. Support top chord at joint 5 and 7 10-00 10-00 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, '' 1 '1' T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 5 7 12 load duration factor=1.6, 6.00 f7v M-4x6 M-4x6 Q 6.00 inuss thedesiplaneed offor thewind trussoads only. 4 M-3x8 6 • S Ns M-1.5x3 M-1.5x3 3 + + 9 v, c7 0 0 1 o M-4x4 M-3x8 u.25" M-3x8 =11-4x4 o M-5x6(S) b y y y .)- 9-06-12 9-06-12 7-05-04 7-05-04 9-06-12 y y y y 1-00 34-00 1-00 ��Ep PR Op& JOB NAME : 3413-B POLYGON NW - C5 Scale: D.,96D \.� \AGN s% WARNINGS: GENERAL NOTES,unless otherwise noted: �° v I / / v17 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ^9 �P E Truss: C5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+• Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bradn of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ‘,..."4/08!?;.- DATE: Pa h g continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown== CZ- 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 40 SEQ. : 6 095251 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L. �q Oda design loads be applied to any component. and are for"dry condition"of use. 4 TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 1 4 m P fabrication,handling,shipment and Installation of components. necessary. MSP PRO,.�� 7.Design assumes adequate drainage Is provided. C rl 6.This design Is furnished subject to the tinitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II HIM I II I I I I 'll I II I II III TPINYTCA In SCSI,copies of which will be furnished upon request. git cindicae withzJointpate center Ines. 9.Digits Indicate size of plata In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1a88(MiTek) EXPIRES:12/31/2015 III I I IIII This design prepared from computer input by PACIFIC LUMBER-8C LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1,15 1- 2=( 0) 50 2-11=(-495) 2140 3.11=(-175) 189 BC: 2x4 KDDF k1&BTR SPACED 24,0" O.C. 2- 3=("2509) 644 11-12=(-534) 2521 11. 4=( -83) 628 WEBS: 2x4 KDDF STAND 3- 4=(•2272) 562 12.13=(-534) 2521 11- 5=(-649) 236 LOADING 4. 5=(-1973) 542 13- 9=(-544) 2140 12- 5=( 0) 241 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1973) 566 5-13=(-649) 208 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7.13=( •66) 628 TOTAL LOAD = 42.0 PSF 7- 8=(-2272) 590 13- B=(-174) 176 8- 9=(-2509) 665 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -223/ 1542V -109/ 109H 5.50' 2,47 KDDF ( 625) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0' -233/ 1542V 0/ OH 5.50' 2.47 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'• 0,0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.149" @ 17'- 0.0' Allowed = 1.654" MAX TL CREEP DEFL = -0,300" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059' @ 33'- 6.5' MAX HORIZ. TL DEFL = 0.097' @ 33'- 6.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 9-11-1113-02-10 10-09-11 , 1 ,' Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-01-08 4-10-03 7-00-05 6-02-05 1-01-03 4-07 5-01-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T T l' ,( ,' T f load duration factor=l.6, Truss designed for wind loads 10-00 in the plane of the truss only. 1 1' 12 M-4x6 M-3x8 6 M-4x6 12 6,00 5 Q 6.00 y Imo M-1.5x3 .M-1.5x3 la7/- m m 0 0 o M-4x4 M-3x8 1U,25" M-3x8 =M-4x4 13 ` o M-5x6(S) k y y > y b y 9-06-12 7-05-04 7-05-04 9-06-12 y y 1-00 34-00 1-00 x_`00 PR°Pets, JOB NAME : 3413-B POLYGON NW - C6 Scale: 0.1843 `., ,GIN s% WARNINGS: - GENERAL NOTES,unless otherwise noted: kr' r v h�l�� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual . .;92.$P E c- Truss: C6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown«. Incorporation of component is the responsibility of the building designer. /� Additional temporary bradng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 3. - - DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2' and at 10'o.c.respectively unless braced throughout their length by �/"+' �� Po tY continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). Q DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ /�� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "�` 4 OREGON " SEQ. : 60952 52 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, \ A TRANS I D: 410995 design loads be applied to any component. and are for"dry condition"of use. a 1 4 2� 45.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If necessary. M',f3 R`` fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. +l 1� �Q` 6.This design is furnished subject to the!irritations set forth by 8.Plates shall be located an both faces of truss,and placed so their center 11111 I�I'I II I III I'{I III'IIII Ill TPIANTCA In BCSI,copies of which will be furnished upon request. tines co incide with joint centerin tines. Y I` 9.Digits ind nate size of plate Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E t0.For basic connector plate design values see ESR-1311.ESR-1888(MITek) EXPIKS:12/31/2015 11111111 Il i., This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-14=(-1532) 7788 3-14=( -78) 440 BC: 2x6 KDDF #18BTR SPACED 24.0" O.C. 2- 3=(•8988) 1824 14-15=(-1508) 7862 14- 4=( -670) 2884 WEBS: 2x4 KDDF STAND 3- 4=(-9058) 1848 15-16=(-1226) 6930 4-15=(-1792) 472 LOADING 4. 5=(-7776) 1582 16-17=( -950) 5698 15- 5=( -350) 1906 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-7212) 1474 17-18=( -508) 3480 15- 6=( -540) 996 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7e(-6386) 1170 18.12=( -544) 3458 6-16=( -838) 310 TOTAL LOAD = 42.0 PSF 7- 9=(-3556) 646 16- 7=( -148) 1198 8- 9=( 0) 0 7-17=(-2470) 506 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3856) 694 9-17=( -158) 1136 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'• 0.0' TO 6'- 0.0" V 10-11=(-3926) 676 17-10=( -68) 382 11-12=(-4012) 688 10-18=( -114) 42 ADDL: IC CONC LL+DL= 598.0 LBS @ 8'- 0.0' 12-13=( 0) 50 18.11=( -36) 134 OVERHANGS: 12.0' 12.0" ADDL: BC CONC LL+DL= 3191.0 LBS @ 6'• 4.5' Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0,0' -1006/ 4915V -87/ 87H 5.50' 7.86 KDDF ( 625) �� BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 34'- 0.0' -398/ 2258V 0/ OH 5.50' 3.61 KDDF ( 625) ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 1COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) )0( 9" oc in 1 row(s) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY W 9" oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0' Allowed . 0.100" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.128' @ 13'- 10.8' Allowed = 1.654' MAX TL CREEP DEFL = -0.410' @ 13'- 10.8' Allowed = 2.206' MAX LL DEFL = 0.001' @ 35'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.001' @ 35'- 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = -0.034' @ 33'- 6.5' MAX HORIZ. TL DEFL = 0,080' @ 33'- 6.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 7-11-11 17-02-10 8-09-11 system and components and cladding criteria. 3-06-10 2-11-101-05-07 5-11-02 6-02-05 5-01-02 1-01-032-11-10 3-06-10 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Oir), 1-02-u4 load duration factor=1.6, 8-00 Truss designed for wind loads 598# .' T in the plane of the truss only. 12 M-5x8 M-3x4 M-3x4 a M-4x6 12 6.00 M-3 x 5, 00 6 7 • M-3x4 \16.00 M-1.5x3 + M-1.5x3 1 co c-) 0 0 ilt c, `�M- 3X10 'nfM-6x8 1415 1r0.25" _ M-3X8 18 M-3x5+` o M-3x8 M-7x8(S) M-3x4 3191# b y .1 /, y 1, y y 6-02-12 1-04 9-05-04 9-05-04 1-04 6-02-12 y y 1-00 34-00 1-00 �cccD PRO,L JOB NAME : 3413-B POLYGON NW - C7 Scale: 0.1843 \�� #GIN s% WARNINGS: GENERAL NOTES,unless otherwise noted: w� v I�/�� -7 1 Builder and erection contractor should be advised of all General Notes 1.This design is based onlyupon the parameters shown and is for an Individual .92 PE 1 .B I I g ao Truss: C7 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web bracing must be installed where shown.. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et DES. BY• LJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` n Po ry P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ tZ 4.No load should be applied to any component until aner all bracing and 4.Installation of truss is the responsibility of the respective contractor. "j, AA__OREGON 4" SEQ. : 6095253 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, `- -e7q yc. TRANS I D: 410995 OCG design loads be applied to any component. and are for"dry condition"of use. 1 4 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �� fabrication,handling,shipment and Installation of components. necessary. ' ' 'R R V\-\- 6. 7.Designlatesassumes adequate one dthinace is of truss,a This design is furnished subject to the limitations set forth by 6.Plates shell be located on both faces of truss,end placed so their center 111111 1111111111 111111111 III 1I II IHITPI/VVTCA In BCSI,copies of which will be furnished upon request, lines coincide with Joint center tines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 _ 111111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2.6=(•31) 112 6-5=( 0) 18 BC: 2x4 KDDF H18BTR SPACED 24.0' O.C. 2.3=(-183) 0 5.7=(-68) 219 5-3=( 0) 58 WEBS: 2x4 KDDF STAND 3-4=( -19) 35 3.7=(-221) 69 LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0' -53/ 357V -14/ 77H 5,50' 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -144/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) Connector plate prefix designators: 8'- 0.0' 0/ 108V 0/ OH 5.50" 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(•5 psf) uplift at 24 "oc spacing,I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' 3-11-11 MAX TL CREEP DEFL = •0.003' @ -1'• 0.0' Allowed = 0.133' '' - - - ')' MAX LL DEFL = •0,008' @ 2'• 4.7' Allowed = 0.170" 2-03-12 1-07-15 MAX TL CREEP DEFL = -0,019' @ 2'- 3,8' Allowed = 0.226' - - - T MAX LL DEFL = 0.000" @ 6'• 3.7' Allowed = 0.178' MAX BC PANEL TL DEFL = -0.017' @ 4'• 0.2' Allowed = 0,173' 12 6.00 MAX HORIZ. LL DEFL = -0.005' @ 6'- 3.7" MAX HOAIZ. TL DEFL = 0.010' @ 6'- 3.7" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 0 �' o Wind: 140 mph, h=20.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads ein the plane of the truss only. 0 7 iii mom MM, g. v m o M-3x4 o� 1 3x4 M-3x4 M-3x5 y 1, ), y 2-03-12 3-11-15 1-08-05 y y y y 1-00 2-05-08 8-00 5-06-08 IPROVIDE FULL BEARING;Jts:2,4,7) �cp`0 P R OFFS JOB NAME : 3413-B POLYGON NW - CJ2 �< GIN si Scale: 0.5751 \ lGN �� WARNINGS: GENERAL NOTES,unless otherwise noted: 4t.�� I�/�I 1 92 P E 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is loran individual 17r Truss: CJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper le, 2.204 compression web bracing must be Installed where shown 4. Incorporation of component Is the responsiblety of the building designer. • 3.Additlonel temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at • DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood where and/or drywell(BC). -0 �, DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+4 • 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. •'� A_OREGON �(/ SEQ. : 6095254 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4- 2!q N� design loads be applied to any component. and are for"dry condition"of use. Q /- 1 4 2.° P} TRANS I D: 410995 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. necessary. 4''R n ` 7.Design assumes adequate drainage is Provided. C�l Il b 6.This design Is furnished subject to the[irritations set forth by B.Plates shall be located on both faces of truss,and placed so their center 111 1 111 I II I I qyI 11111 11 111I TPIIWfCA In BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.61L-Z lines cind ae with jointcenter lines. B.Digits indicate size of plate In inches.. 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31./2015 • IIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC r LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 50 2-6=(-101) 239 6.5=) 0) 18 BC: 2x4 KDDF R18BTR SPACED 24.0" 0.C. 2.3=(-320) 55 5-7=(-211) 477 5.3=( 0) 64 WEBS: 2x4 ODE STAND 3-4=( -50) 46 3-7=(-483) 213 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC, UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0,0' •57/ 411V -22/ 108H 5.50' 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10,9' -111/ 118V 0/ OH 1.50' 0.19 KODF ( 625) Connector plate prefix designators: 8'- 0.0' 0/ 148V 0/ OH 5,50' 0.24 KDDF ( 625) C,CN,C18,018 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND, 2: Design checked for net(-5 psi') uplift at 24 'oc spacing.1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' 5-11-11 MAX TL CREEP DEFL = -0,003' @ •1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.021' @ 2'- 4.7' Allowed = 0.270' T T MAX TL CREEP DEFL = -0,039' @ 2'- 4.7' Allowed = 0.359' 2-03-12 3-07-15 MAX LL DEFL = 0.000' @ 6'- 3.7' Allowed = 0.078' 1' '' T MAX TL CREEP DEFL = 0,000' @ 6'- 3.7' Allowed = 0,105' 12 MAX HORIZ. LL DEFL = -0.014' @ 6'- 3.7' 6.00 MAX HORIZ. TL DEFL = 0.022' @ 6'• 3.7" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 0 (All Heights),factoos;dfi CCat.2, Exp.B, MWFRS(Dir), load duration N Truss designed for wind loads in the plane of the truss only. © 98 r7 7 v/- El o M-3x4 0 �+ o o Hf-3x4 M-3x4 M-3x5 J, y b y 2-03-12 3-11-15 1-08-05 yI. J. > J. 1-00 2-05-08 8-00 5-06-08 (PROVIDE FULL BEARING;Jts:2,4,71 03 JOB NAME : 3413-B POLYGON NW - CJ3 5�cvvr1GPN OF�SSi Scale: 0.5251 \ ! /J J4�J WARNINGS: GENERAL NOTES,unless otherwise noted: 444 v I /" 9 ^92W E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual Truss: CJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper /' 2.2x4 compression web bracing must be installed where shown,. incorporation of component is the responsiblity of the building designer. 3.Additional temporary bracing to insure stelxiy during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such tivey unless braced throughout their length by //,�� : �� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGONSC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibllity of the respective contractor. ` 4�7i Al SEQ. : 6095255 fasteners are complete and at no time should any loadsnon- corrosive greater than 5.Design assumes trusses are to be used in a environment, /O-',y�y O'� A_ TRANS I D: 410995 b design loads be applied to any component. 5. and are for"dry condition"of use. 1 4 2 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, necessary. ' 1 shipment and Installation of components. 7.Design assumes adequate drainage Is provided. `R R V L�^ 6.This design is furnished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center II II 01 I MI 1101 III I II I IIII TPINJTCA In BCSI,copies of which vnA be furnished upon request. lines coincide with joint center lines.9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTNe Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) EXPIRES:12/31/2015 11111114 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.4=(0) 0 BC: 2x4 KDDF R16BTR SPACED 24.0' 0.C. 2-3=(-127) 93 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT 0= 12'OC. UON, LL( 25.0)+OL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SD.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' .58/ 481V -30/ 139H 5.50' 0.77 KDDF ( 625) 7'- 9.2' 0/ 101V 0/ OH 5.50' 0.16 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' -94/ 219V 0/ OH 1.50' 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psfl uplift at 24 '0c spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.275' @ 4'- 9.3' Allowed = 0.546' MAX TC PANEL TL DEFL = -0.357' @ 4'- 6.1' Allowed = 0.820' -/ MAX HORIZ. LL DEFL = -0.001' @ 7'- 11.2' 12 MAX HORIZ. TL DEFL = -0.001' @ 7'- 11,2' 6.00 17 ' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, co Truss designed for wind loads in the plane of the truss only. 0 v CO O/._ V 111 �� 4 E2 M-3x4 1' 1, y 1-00 (PROVIDE FULL BEARING:Jts:2.4.3) 8-00 OF JOB NAME : 3413-B POLYGON NW - CJ7 Scale: 0.5501 C., ,, ,,, INIvlZl GIN ,., woL WARNINGS: GENERAL NOTES,unless otherwise noted: �('LI �r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is loran individual ^9G/ P E Truss: CJ 7 and Warnings before construction commences. building component.Applicability of design parameters and proper / • • 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by . .��` DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of ��gg f rw....9+ continuous sheathing suchr l plywood cured where s and/or drywatl(BC). DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 A_-1 _OREGON ((/ SEQ. : 6095 256 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L/ q,I QN>H A, TRANS I D: 410995 design loads be applied to any component. and are for'dry condition"of use. Q r 1 Q, 2' $ 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if �y fabrication,handling,shipment and Installation of components. necessary. /11 ' R`` V 7.Design assumes adequate drainage Is provided. `rl 1.. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I IN II II VIII VIII VIII VIII El IIII TPINJfCA In BCSI.copies of which will be furnished upon request. Digit coincide with joint centernche. Iyl 11 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6)1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1980(MiTek) EXPIRES:12/31/2015 IIII HI IIII. This design prepared from computer input by PACIFIC LUMBER-BC ' • 0. LUMBER SPECIFICATIONS TRUSS SPAN 8'• 0,0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 018BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2.7=(-239) 401 7-6=) 0) 18 BC: 2x4 KDDF #18BTR SPACED 24.0' O.C. 2.3=(-492) 122 6-8=(-491) 803 6.3=( 0) 83 WEBS: 2x4 KDDF STAND; 3-4=(-127) 105 3-8=(-805) 447 2x4 KDDF H18BTR A LOADING 4-5=( -10) 5 4-8=(-176) 156 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 0'• 0.0' -80/ 473V •54/ 144H 5.50' 0.76 KDDF ( 625) 8'• 0.0' -46/ 328V 0/ OH 5.50' 0.53 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net -5 .sf u.lift at 24 'oc s.acin.. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0,100' MAX TL CREEP DEFL = •0.003' @ -1'- 0.0' Allowed = 0,133' 2-03-12 0-01-12 5-06-08 MAX LL DEFL = 0.046' @ 2'- 4.7' Allowed = 0.354' MAX TL CREEP DEFL = -0.070' @ 2'• 4.7' Allowed = 0.472' M 1.5x3 MAX HORIZ. LL DEFL = -0.029' @ 7'- 8.2' 5 12 -/ MAX HORIZ. TL DEFL = 0.036' @ 7'• 8.2' 6.00 NOTE:Design assumes moisture content does I not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ,- co Truss designed for wind loads in the plane of the truss only. _diggillidill - M-4x6 �� - o0 98 0 co wfm.-AA 4 j -m o M-3x4 oJ�� o 1.--=-9e M7 3x4 O M-3x4 M-3x5 J J J J' 2-03-12 5-02-12 0-05-08 J. y ), y 1-00 2-05-08 8-00 5-06-08 «..,0 c.0 PR Opts JOB NAME : 3413-B POLYGON NW - CJ8 Scale: 0.4876 \�� NGI" s% WARNINGS: GENERAL NOTES,unless otherwise noted: (4J� v(t. /]0/�� q I.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 72,OPE Truss: CJ 8 and Warnings before construction commences. building component.Applicability of design parameters end proper / 2.2x4 compression web bradng must be Installed where shown*. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bradng to Insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional permanent bradng of 2'o.c.end at 10'o,c.respectively unless braced throughout their length by ..../../1191.... �� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), r Q DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown** OREGON 4.No load should be appied to any component until after all bracing end 4.Installation of truss Is the responsibility o1 the respective contractor. SEQ. : 6 Q 95 2 57 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, G/ �xi y Or TRANS I D: 410995 (e.'b �. design loads be applied to any component. 5. shipment and Installation of components. 7,Design allhandling, necessary.assumes adequate drainage Is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I II II II 11 II 11 1 II III IIII I till TPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ones. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 14-08-08 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- Zr) 0) 50 2- 7=(-365) 1690 7- 3=( 0) 275 BC: 2x6 KDDF H18BTR 2- 3=(-1969) 487 7- 8=(-370) 1685 7- 4=(.39) 51 WEBS: 2x4 KDDF STAND LOADING 3- 4=(.1690) 459 8- 5=(-364) 1694 4- 8=( 0) 270 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1974) 486 TC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 6'- 0.0' V 5- 6=( 0) 50 BC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 100,0)+DL( 28.0)= 128.0 PLF 6'- 0.0' TO 8'- 8.5' V TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 8'- 8.5' TO 14'- 8.5' V BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0' TO 14'- 8.5' V BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'OC DON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+OL( 70.0)= 320.0 LBS @ 6'- 0,0' 0'- 0.0' -255/ 1286V -52/ 52H 5.50' 2,06 KDDF ( 625) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'- 8.5' 14'- 8.5' -255/ 1286V 0/ OH 5.50' 2,06 KDDF ( 625) OVERHANGS: 12.0' 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net)-5 psf) uplift at 24 'oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0,0' Allowed = 0.100' M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.050' @ 6'- 0.0' Allowed = 0.690' MAX TL CREEP DEFL = -0,090' @ 6'- 0.0' Allowed = 0.919' MAX LL DEFL = 0.002' @ 15'- 8.5' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 15'- 8.5' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.012' @ 14'- 3.0' MAX HORIZ. TL DEFL = 0.019' @ 14'- 3.0' . NOTE:Design assumes moisture content does 5-11-11 2-09-02 5-11-11 not exceed 19% at time of manufacture. T 12 ]320# i320# 12 T Design conforms to main windforce-resisting 6.0017 M-4x6 :M-6x6 4 6 00 system and components and cladding criteria. • Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co imilTFEI c,, 4-to o 0 M-3x5 M-3x4 M-1.5x3 M-3x5 5-08-08 3-05-04 5-06-12 1, J. y 1- 1-00 14-08-08 1-00 ��0 PR0pe JOB NAME : 3413-B POLYGON NW - D1 �� G)N `s/ Scale: 0.4115 �b'N ('* WARNINGS: GENERAL NOTES,unless otherwise noted: �� /v/�I qr. I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ��P E Truss: D1 and Warnings before construction commences, betiding component.Applicability of design parameters and proper 2.204 compression web braving must be installed where shown+. Incorporation of component is the responsibilty of the building designer. /� 3.Additional temporary braving to insure stedtity during construction 2.Design assumes the top and bottom chords to be laterally braced at - DES. BY: LJ is the responsibility of the erector.Additional permanent bradng of 7 o.c.and at 10•o.c.respectively as Ally unless braced throughout their length by �� continuous sheathing such as plywooding(TC)and/or drywall(6C). DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral braving required where shown++ t• 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '}� A_OREGON 4(,X SEQ. : 6095259 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G� "•7q ONb A.. design loads be applied to any component. and ere for'dry condition"01 use. .0 y 1 4 Z 1yi•- TRAN S I D: 410995 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �`_ fabrication,handling,shipment and Installation of components. necessary. MFR n(1 _ 7.Design assumes adequate drainage Is provided. rl rl b 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I Ili In VIII II II VIII I I III]III TPI/WTCA in BCS],copies of which will be furnished upon request. lines coincide with joint center tines. I!, 19.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) EXPIRES:12/31./2015 III III This design prepared from computer input by PACIFIC LUMBER-BC ' ,. 4" LUMBER SPECIFICATIONS TRUSS SPAN 14'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-30) 563 6-3=(0) 342 BC: 2x4 KDDF #18BTR SPACED 24,0' 0.C. 2-3=(-745) 139 6.4=(•30) 563 WEBS: 2x4 KDDF STAND 3-4=(-745) 139 LOADING 4-5=( 0) 50 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON, DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0' 12.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'• 0.0' -92/ 732V -66/ 66H 5.50' 1.17 KDDF ( 625) Connector plate prefix designators: 14'• 8.5" -92/ 732V 0/ OH 5.50" 1.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 psf) uplift at 24 "Sc spacing.] BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002' @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'• 0.0' Allowed = 0.133' MAX LL DEFL = 0.002' @ 15'- 8.5' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 15'- 8.5' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.056" @ 3'- 10.8' Allowed = 0.497' MAX TC PANEL TL DEFL = 0.159' @ 10'- 9.7' Allowed = 0.745' MAX HORIZ. LL DEFL = 0.006' @ 14'• 3.0' 7-04-04 7-04-04 MAX HORIZ. TL DEFL = 0.010' @ 14'- 3.0' T f - - - ------ T NOTE:Design assumes moisture content does 12 12 not exceed 19`b at time of manufacture. 6.00! '" IiM-4X4 Q 6.00 Design conforms to main windforce•resisting 4.0" system and components and cladding criteria. 3 �T I Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads 1.1 in the plane of the truss only, co40000000000000111111111111111111111111111111111. 1111111111111 co o� ° o M-3x4 M-1.5x3 M-3x4 ,1 y y 7-04-04 7-04-04 J, ,L y ) 1-00 , 14-08-08 1-00 �_�0 P R OFFS JOB NAME : 3413-B POLYGON NW - D2 �� ,N s, Scale: 0.3990 �< GCS /jgJy„T Q* WARNINGS: GENERAL NOTES,unless otherwise noted: v f/��/�� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual ^72„P E Truss: D2 and Wamings before construction commences. building component.Applicability of design parameters end proper / 2.2x4 compression web bracing must be Installed where shown+- Incorporation of component is the responsibitty of the building designer. 3.Additional temporary bracing to insure stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ��' is the responsibility of the erector.Additional permanent bracing of (gBC). the overall structure Is the responsibility of the buildingdesigner. 2xImpact continuous sheathing such l bas racing re cured when and/or drywall(BC). DATE: 10/23/2014 Po tY 9 4.In bridging hterel ity of the where veshown++ OREGONSC 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. '-j� 4, - lx .i..141SEQ. : 60952 60 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, �� "'!� 20� �� design loads be applied to any component. and are for"dry condition'of use. D k 1 4 TRANS I D: 410995 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 iii (� fabrication,handling,shipment and Installation of components. necessary. '✓/�h R`�� V 7.Design assumes adequate drainage Is provided. +')n 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11 11 I 1111 1111II I I I I 110 III TPIM/TCA in BCSI,copies of which will be furnished upon request. tines coincide with joint center Ines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111 1 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF H18,BTR LOAD DURATION INCREASE = 1.15 1.2=( -15) 7 5-3=(-113) 168 5.2=(-207) 191 BC: 2x4 KDDF N188TR SPACED 24.0" O.C. 2.3=(-139) 113 WEBS: 2x4 KDDF STAND 3-4=( 0) 50 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) OVERHANGS: 0.0' 12.0' 0'- 0,0' -32/ 273V -114/ 44H 5,50' 0.44 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 6,0' -60/ 407V 0/ OH 5.50' 0.65 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ 7'- 6.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ 7'- 6.0' Allowed = 0.133' MAX TC PANEL LL DEFL . -0.097' @ 3'- 3.5' Allowed = 0.397' 0-05-12 6-00-04 MAX TC PANEL TL DEFL = 0.133' @ 3'- 3.6' Allowed = 0.596' T f 1' 12 MAX HORIZ. LL DEFL = 0,001' @ 6'- 0.5' Q 6.00 MAX HORIZ. IL DEFL = 0,001' @ 6'- 0.5" ,,-- 1 M-1.5x3 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, (.1 Truss designed for wind loads in the plane of the truss only, 0 co 1111111111111111111111111111)11m..... c1 ra �o v 0 '` 511100113 4 �o M-1.5x3 M-3x4 k 1, y 0-05-12 6-00-04 I I I 6-06 1-00 �9,t0 PR Ore J OB NAME : 3413-B POLYGON NW - D3 Scale: 0.5390 \�< NGIN s% WARNINGS: GENERAL NOTES,unless otherwise noted: 414C..). 144 v I v/�' _vim 1.Builder and erection contractor should be advised of all General Notes 1.This design is based anty upon the parameters shown and is for en Individualct 9��P E r Truss: D3 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 responsibitty of the building designer. 3.Additional temporary bracing to Insure stabi'Ity during construction 2.Design assumes the top and bottom chords to be laterally braced at /` !-"` DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r ._ ��"` continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). ^ SCDATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown+i OREGON " 4.No load should be applied to any component until aver all bracing and 4.Installation of truss Is the responsibility of the respective contractor. r,/ SEQ. : 60952 61 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L� �,g y 0�>k �. design loads be applied to any component. and are for"dry condition"of use. Q 1 4 2' �1."�- TRAN S I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge IfNO fabrication,handling,shipment and installation of components. necessary. M it R}` 7.Design assumes adequate drainage Is provided. rl rl 1.- 6.This design is furnished subject to the'Irritations set forth by 8.Plates shall be located on both laces of truss,and placed so their center MINIM I II 111 II I I 1111 IIIII TPIANTCA In BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E lines cdicae with joint center Ines. 9.DigitsIndicate size of plate in Inches.. 10.For basic connector plate design values see ESR-1311,ESR-1688(MiTek) EXPIMES:12/3"+/2015 II III This design prepared from computer input by PACIFIC LUMBER-BC a) LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1,00 TC: 2x4 KDDF H16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF H18BTR SPACED 24.0' O,C, 2-3=(-42) 40 TC LATERAL SUPPORT <= 12"OG, UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -53/ 297V -6/ 43H 5.50' 0.47 KDDF ( 625) 1'- 10.9' -93/ 86V 0/ OH 1.50' 0.14 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50' 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 1-11-11 MAX TC PANEL LL DEFL = 0.002' @ 1'- 0.0' Allowed = 0.097' T f MAX TC PANEL TL DEFL = -0.003' @ 1'• 1.5' Allowed = 0.145' MAX BC PANEL LL DEFL = 0.007' @ 2'- 8.6' Allowed = 0.250' 12 MAX BC PANEL TL DEFL = -0.020' @ 3'- 3,8' Allowed = 0.333' 6.001/ MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9' MAX HORIZ. TL DEFL = 0.000' @ 1'- 10,9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, i Truss designed for wind loads ' .4in the plane of the truss only. 0 m o/- o 111 o� 21�� 4 M-3x4 J... 3- y 1-00 (PROVIDE FULL BEARING;Jts:2,3.4I 6-00 �9,0p P R OFFS JOB NAME : 3413-B POLYGON NW - DJ1 �� G,Np,� s, Scale: 0.6954 �\ �%D/!f/17' 0� WARNINGS: GENERAL NOTES,unless otherwise noted: u7 7 /7' 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual 90 P E Truss: DJ 1 and Warnings before construction commences. building component Applicability of design parameters and proper / 2.2x4 compression web bredng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bredng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by ,,r 041111P. ' DES. BY: LJ -r, continuous sheathing such as plywood wtrnre and/or drywall C). Q DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2n Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 3 A_ SEQ. : 6095262 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, L1 �� da design loads be applied to any component. and are for"dry condition"of use. Q Y 1 4 20 Q} TRANS I D: 410 995 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If f fabrication,handling,shipment and Installation of components. necessary. /1'L� VP 7.Design assumes adequate drainage is provided. CRR 1 L 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11 I l 0 111 1111 El 111 11 I UM TPI/WTCA In BCSt,copies of which will be furnished upon request. lines coincide with joint center Ones. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDOF H1&BTR LOAD DURATION INCREASE = 1,15 1-2=) 0) 50 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2.3=(-65) 48 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -41/ 346V -13/ 71H 5.50' 0.55 KDDF ( 625) 3'- 10.9' -88/ 112V 0/ OH 1.50' 0.18 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 57V 0/ OH 5.50' 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" 3-11-11 MAX LL DEFL = 0,000' @ 0'. 0.0' Allowed = 0.078" MAX TC PANEL LL DEFL = 0,012' @ 2'- 2,2' Allowed = 0.246" f f MAX BC PANEL TL DEFL = -0.034' @ 3'. 1.4' Allowed = 0.333' MAX BC PANEL TL DEFL = -0.003' @ 4'- 1.4' Allowed = 0.333' 12 6.00 MAX HORIZ. LL DEFL = -0.000' @ 3'. 10.9' MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. yWind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. cm PJ c.,<- 4- NI p� 1 I►14 M-3x4 y y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,41 6-00 ��tD P R Ork-s JOB NAME : 3413-B POLYGON NW - DJ2 Scale: 0.6329 <,NGIN `r/0 WARNINGS: GENERAL NOTES,unless otherwise noted: �� !v�ly�� b �-v 1.Builder end erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and is for an Individual 9G r E Truss: DJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper incorporation of component Is the responsibility of the buildingdesigner. f . 2.204 compression web bracing must be Installed where shown+, Po Po P tY t 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / ��. Po ty continuous sheathing such as plywood sheathing(TC)and/or drywal C). ! �' `.; DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON .(/' SEQ. : 60952 63 fasteners are complete end at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L. .1,q ZO�b ', design loads be applied to any component. and are for"dry condition"of use. O y 1 4 TRANS I D: 410 995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge I1 �Q fabrication,handling,shipment and Installation of components. r. necessary. 4''r.,R`�` 7.Design assumes adequate drainage is provided. CC/-{rl, 1• 6.This design is furnished subject to the limitations set forth by B.Plates shalt be located on both faces of truss,and placed so their center IIIII I�III III I II II I�fII(III II II I I III TPINYTCA in BCSI,copies of which will furnished upon request. Digit coincide with joint aIn lines. IIIII I4I} 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1986(MiTek) EXPIRES:12/31/2015 II II III . , This design prepared from computer input by PACIFIC LUMBER-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF N188TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0' O.C. 2-3=(-97) 47 TC LATERAL SUPPORT <= 12'0C. VON. LOADING BC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -46/ 402V •20/ 99H 5.50' 0.64 KDDF ( 625) 5'- 9.2' 0/ 74V 0/ OH 5.50' 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7' -66/ 160V 0/ OH 1.50' 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 psf) uplift at 24 "on spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'• 0,0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.079' @ 3'- 7.2' Allowed = 0.395' 5-11-11 MAX TC PANEL TL DEFL = -0.092' @ 3'- 4.8' Allowed = 0.593' MAX HORIZ. LL DEFL = -0.001' @ 5'- 10.9' 12 MAX HORIZ. TL DEFL = -0.001' @ 5'- 10.9' 6.00 L.7 NOTE:Design assumes moisture content does -1 not exceed 194 at time of manufacture. Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v 0 CO 0 0/- v NI ./- 1 4► -' II M-3x4 y ), ,1- 1-00 1-00 (PROVIDE FULL BEARING;Jts:2,4,31 6-00 �, 03 PROFFS JOB NAME : 3413-B POLYGON NW - DJ3 5� GIN s> Scale: 0.5817 ��\ !�/0/P/ 02 WARNINGS: GENERAL NOTES,unless otherwise noted: /7' 9 1.Builder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and is for an Individual 9 200 P E r Truss: DJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper Incorporation of component Is the res nsibil of the buildingdesigner. 2.2x4 compression web bredng must be slaldied where shown+. Po Po ty t 3.Additional temporary bracing to insure stediry during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ....../4/1., �� continuous sheathing such as plywood sheathing(TC)s and/or drywag C). fa Q DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4A-_OREGON b, �(/' SEQ. : 6095264 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, `/ "�lq O� 1� design loads be applied to any component. and ere for"dry condition"of use. O 1 4 2 A'l^' TRANS I D: 410995 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 IC 1 q`- fabrication,handling, necessary. Mme•R R I L�^ V shipment and Installation of components. 7,Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Irritations set forth by 9.Plates shall be located on both faces of truss,end placed so their center III I I III I I II I I III I I II(IIITPIM7rCA in BCSI.copies of which win be furnished upon request. dings coindde with joint center Ines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTru9 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1g88(MiTek) EXPIRES:12/31/2015 II 111 0111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.2' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TC: 2x4 KDDF H1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0' 0.C. 2-3=(-111) 93 3.4=( -77) 29 IC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -27/ 377V -24/ 117H 5.50' 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 66V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -143/ 367V 0/ OH 1,50' 0.47 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 3.2' -87/ 25V 0/ OH 1.50' 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net)-5 psfl uplift at 24 'oc spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 12 MAX TC PANEL LL DEFL = 0.038' @ 2'- 9.3' Allowed = 0,397' 6.00 pi MAX TC PANEL TL DEFL = -0.049' @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.001' @ 5'- 11.2' 3 MAX HORIZ. TL DEFL = -0.001' @ 5'- 11.2' NOTE:Design assumes moisture content does ') not exceed 19% at tine of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, m Truss designed for wind loads in the plane of the truss only. co o/- v . p� ► 51111.. M-3x4 y ), y 1- 1-00 6-00 1-03-03 'PROVIDE FULL BEARING:Jts:2.5.3,4I • �.,0 PROFA JOB NAME : 3413-B POLYGON NW - DJ4 Scale: 0.5883 ‹. ,,,,\GIN �`r�0 • WARNINGS: GENERAL NOTES,unless otherwise noted: �� 'C'70/MP/7 p - -9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual >9�0 r E Truss: DJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper .. incorporation of component Is the res onsiblR of the buildingdesigner. / 2.Ad compression web bracing must be installed where shown+. po Po P ty t 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at Z o.c.and at ID'o.c.respectively unless braced throughout their length by L�. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of / � continuous sheathinggr such as liehrersown drywall�C). DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.Zc Impact bridging or lateral bracing required where shown+« CC 4.No load should be eppted to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 A_OREGON4/ SEQ. : 6095265 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G- -$7 NS A"..TRANS I D: 410995 design loads be applied to any component. and are for"dry condition"of use. 6. Q 1 4 2.() � 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. MFR o`` 0 7.Design assumes adequate drainage is provided. +l n 1� 6.This design is furnished subject to the Rotations set forth by 8.Plates shall be located on both faces of truss,and placed so their center Inc./CompuTrus furnishedCA in BCSI,copies of which will be upon request. es sl Ill I1111101II IliI LIIIIII II MiTek USA, SoftW o7.6.6(1LE9.obicicof plate 1 aonnectorpltedesign values see ESR-1311.ESR-1989(MiTek) EXPIRES:12/31./2015 Iiii 111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 50 2-4=(0) 0 BC: 2x4 UDE #1&BTR SPACED 24.0' 0.C. 2.3=(0) 61 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -69/ 286V -7/ 47H 5.50' 0.46 UDE ( 625) 1'• 10.9' -139/ 136V 0/ OH 1.50' 0.22 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 64V 0/ OH 5.50' 0.10 KDOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'. 0,0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.002' @ 1'- 0.0' Allowed = 0.097' MAX TC PANEL TL DEFL = -0.005' @ 1'- 1.5' Allowed = 0.145' MAX BC PANEL LL DEFL = 0.011' @ 3'• 6.6' Allowed = 0.350' MAX BC PANEL TL DEFL = -0.075' @ 4'- 4.8' Allowed = 0.467' MAX HORIZ. LL DEFL = -0.000' @ 1'• 10.9' 1-11-11 MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.9' I NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 6.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 I I; v 0 M (D„,- -4- o 1� 5,- -..j 'J<;(1I M-3x4 y y ,L 1-00 (PROVIDE FULL BEARING;Jts;2,3,4I 8-00 SWI) PROFS JOB NAME : 3413-B POLYGON NW - J1 Scale: 0.6001 \�� NGIN1 s% WARNINGS: GENERAL NOTES,unless otherwise noted: 4l.r� v/�/�/" _v"7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 9 P E Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper /' incorporation of component is the res onslbiby of the building 2.2x4 compression web bradng must be installed where shown+. Do po p g designer. 3.Additional temporary bracing to insure stabmy during construction 2.Design assumes the top and honors chords to be laterally braced at ` DES. BY: LJ is the res nsiblll of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o,c,respectively unless braced throughout their length by / r�t t% �� Po y continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). ll �. DATE• 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. 4A--OREGON 4, SEQ. : 6095267 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, �� '%q ONb psi"design loads be applied to any component. and are for"dry full bearing of use. Q I' 1 4 . `C- TRAN S I D: 410995 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if P fabrication,handl) necessary, MLS ` rre,shipment end installation of components. 7,Design assumes adequate drainage Is provided. C R R V 4- 6.This design is furnished subject to the 6rritat ons set forth by 8.Plates shall be located on both faces of truss,and placed so their center . RHO III I HI III III I 11101 I II 1111 TPINJTCA in SCSI,copies of which will be furnished upon request. git coincide with joint centernche. 9.Digits Indicate size of plate In inches. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111H1 IIIA(( This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2-3=(-59) 61 . TC LATERAL SUPPORT <= 12'0C, UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN, (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -43/ 357V -14/ 77H 5.50' 0.57 KDDF ( 625) 3'- 10.9' -149/ 139V 0/ OH 1,50' 0.22 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 70V 0/ OH 5.50' 0.11 ODE ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (DQND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0,133' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0,178' MAX BC PANEL LL DEFL = -0.012' @ 3'- 6.6' Allowed = 0.350' MAX TC PANEL TL DEFL = -0.026' @ 2'- 2.2' Allowed = 0.369' 3-11-11 MAX BC PANEL TL DEFL = -0.111' @ 4'. 4.8' Allowed = 0.467' T MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9' 12 MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9' 6.00 I.7 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �' load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. v 0 N M cm,- -4- Iri o` 1 ► -1 M-3x4 y y y 1-00 (PROVIDE FULL BEARING:Jts:2,3.41 8-00 JOB NAME : 3413-B POLYGON NW - J2 Scale: 0.6001 CO' 'C' /niz� WARNINGS: GENERAL NOTES,unless otherwise noted: ��✓ �1,. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 721 P E Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper // 2.2x4 compression web bracing must be installed where shown o. incorporation of component Is the responsibiety of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.end at 10'o.c.respectively unless braced throughout their length by ,! 4w is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �'" NINP4^` DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+• Q - 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -17OREGON 1.0- SEQ. : 60952 68 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4- -1-1 0NI' A. design loads be applied to any component. end are for"dry condition"of use. O y 1 4, 2 ej^� TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if (�t fabrication,handling,shipment and installation of components. Design ass 4 R�'1 V 7.Design assumes adequate drainage is provided. rl L- 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111 TPINVTCA in BCSI,copies of which will be furnished upon request. git coincideInwith joint center lines. H.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1688(MiTek) EXPIRES:12/31/2015 111141 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 2-3=(-93) 73 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'• 0.0' -49/ 422V -22/ 108H 5.50' 0.67 KDDF ( 625) 5'- 10.9' -125/ 170V 0/ OH 1.50' 0.27 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 82V 0/ OH 5.50' 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. �COND, 2: Design checked for net(-5 psfl uplift at 24 'oc spacina.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.078' 5-11-11 MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.105' MAX TC PANEL LL DEFL = 0.086' @ 3'- 2.2' Allowed = 0.395' MAX BC PANEL TL DEFL = -0.149' @ 4'- 1.4" Allowed = 0.467' 12 MAX HORIZ. LL DEFL = -0.000' @ 5'- 10.9" 6.00� MAX HORIZ. TL DEFL = -0.000• @ 5'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. I (� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, v Truss designed for wind loads o in the plane of the truss only. co co C v Iri ooh 1 ► ME�4 -f M-3x4 • y y 1-00 [PROVIDE FULL BEARING:Jts:2,3,4) 8-00 �r.,0o PROFe•s JOB NAME : 3413-B POLYGON NW - J3 �. G(NFFF hhh s, Scale: 0.5751 ��\ /0/ // d� WARNINGS: GENERAL NOTES,unless otherwise noted: //7, 1. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ��P E ♦' Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown.-. Incorporation of component Is the responsibility of the building designer. /� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom ass to be laterally braced at - DES. BY: LJ2'o.c.and at 10'c.c.respectively unless braced throughout their length by dl�i��` • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CZ, DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown t+ /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7OREGON S E Q. : 6 095 2 69 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L< �q n � � TRANS I D: 410995 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the end are for"dry condition"of use. Q ,k 1 4 2Oe �'*- 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling, necessary, shipment and installation of components. /� - RIO,7,Design assumes adequate drainage is Provided. {�R V 1- 6.This design is furnished subject to the Gnitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center - 11101 I II II 1111 II I I II I I 111 III TPIAMCA In BCSI.copies of which will be furnished upon request. lines codicat with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,lnc./Com UTNS Software 7.6.6)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2-3=(-127) 92 TC LATERAL SUPPORT <= 12°0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC, UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -58/ 480V -29/ 139H 5.50' 0.77 KDDF ( 625) 7'- 9.2' 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7' -94/ 218V 0/ OH 1.50" 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND" 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @- -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.270' @ 4'- 9,1' Allowed = 0.544' 7-11-11 MAX TC PANEL TL DEFL = -0.353' @ 4'- 5.9' Allowed = 0.817' 1' '' MAX HORIZ. LL DEFL = -0.001' @ 7'. 10,9' 12 -' MAX HORIZ. TL DEFL = -0,001' @ 7'. 10.9" 6.00 Ll NOTE:Design assumes moisture content does ( not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads v in the plane of the truss only. o • v M O C III Qf- ► 4.1.=111-1 -! M-3x4 ; /- y 1-00 'PROVIDE FULL BEARING;Jts:2.4,3' 8-00 JOB NAME : 3413-B POLYGON NW - J4 Scale: 0.5376c,��N/GPOF�� N `r/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4� (V/�I Z9 I.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 m 72 P E Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ7 o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)and/or d (9 �. g(T s rywell(BC). DATE: 10/23/2014 the overallstructure Is the responsibilityanyp of the building lldesigner.rn 3.I2xn Impact bodging oris lateralhbracing of required where showncontractor. OREGON kr 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective "j� AA-- SEQ. : 6095270 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L� '✓f �\ A. design loads be applied to any component. end are for"dry condition"of use. © 1 4 Z A'�-- TRAN S I D: 410995 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 €1-191:". . fabrication,handling,shipment and Installation of components. Desessary. �+[� f 7.Plates assumes adequate ne otfaces drainage is provided.o , rT R}y`• 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both of truss,and placed so their center ryIl �I I II I I I I II}II I II II I IIII TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 8.Digits Indicate size of plate In inches. I� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) EXPIRES:12/31/2015 111041 , , This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF H18BTR SPACED 24,0' O.C. 2-3=(-150) 126 3.4=( •99) 37 TC LATERAL SUPPORT <= 12'OC. VON. LOADING BC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BAG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -29/ 442V -37/ 170H 5.50' 0.71 KOOF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 9.2' 0/ 90V 0/ OH 5.50' 0.14 KOOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 7'- 11.2' -202/ 491V 0/ OH 1.50' 0.63 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7' -93/ 28V 0/ OH 1.50' 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD, TOP ICOND, 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.} AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.200' @ 3'- 10.8' Allowed = 0.546' MAX TC PANEL TL DEFL = -0.194' @ 3'- 10.9' Allowed = 0.820' MAX HORIZ. LL DEFL = -0.002' @ 7'- 11.2' MAX HORIZ. TL DEFL = -0.002' @ 7'- 11.2' 12 I�( NOTE:Design assumes moisture content does 6.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. r0 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6,0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads v in the plane of the truss only. 0 LC) CO vl v ANI PErA 5 EM 0 M-3x4 y y y y 1-00 8-00 (PROVIDE FULL BEARING;Jts;2,5,3.4] 1-11-11 ��,t,o P R opts JOB NAME : 3413-B POLYGON NW - J5 Scale: 0.4665 <„, lNGiN s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: �� v/�/�� -9' WARNINGS: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual P E Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. �• 3.Additional temporary bracing to Insure stabilty during construction 2.Design assumes the top end bottom chords to be laterally braced at is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.end at 10'o.c.respectively unless braced throughout their length by ��•� ��- DES. BY: LJ po ry continuous sheathing such as plywood sheathing(TC)and/ordrywao(BC). `AI, Q DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 A_OREGON SEQ. : 6095271 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, G. �9 Oda design loads be applied to any component. and are for"dry condition'of use. A. O 1 4 r 2 } TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �P fabrication,handling,shipment and Installation of components. necessary. ' ' -h R ` 7.Design assumes adequate drainage is provided. I•{ 1- 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ill II IIII II I III 1101 II i IIIII 011111 III TPIM?CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center ices. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(lITek) EXPIRES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( • 0) 50 2-5=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2-3=(-191) 128 3-4=( -90) 38 TO LATERAL SUPPORT <= 12'OC. VON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -29/ 444V -45/ 202H 5.50' 0.71 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 9,2' 0/ 90V 0/ OH 5.50' 0.14 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 7'- 11.2' -204/ 468V 0/ OH 1.50' 0.60 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 11,7' -34/ 60V 0/ OH 1.50' 0.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 esf) uplift at 24 'oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 . MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.147' @ 4'- 5.8' Allowed = 0.546' MAX TC PANEL TL DEFL = -0.202' @ 3'- 10.9' Allowed = 0.820' -/ MAX HORIZ. LL DEFL = -0.002' @ 11'- 10.9' MAX HORIZ. TL DEFL = -0.002' @ 11'- 10.9' 0 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture, 6.001:17= 2 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, )i Truss designed for wind loads in the plane of the truss only. Tr0 0 co m 0/- o,._ 1 5-� -V 0 M-3x4 y y y J. - 1-00 8-00 'PROVIDE FULL BEARING;Jts:2,5,3.41 3-11-11 JOB NAME : 3413-B POLYGON NW - J6 �� PN OFfissi Scale: 0.4161 �C) ��/P/ of WARNINGS: GENERAL NOTES,unless otherwise noted: n r '9{ I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual ��P E Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+- Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at _ DES. BY: LJ Is the responsibility of the erector.Additional m 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). {�.„.. ry. DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ `i 4.No load should be tippled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - -'7 AA--OREGON ,,,„4, SEQ. : 60952 72 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� "Plq O+k design loads be applied to any component. and are tar"dry condition"of use. O }' 1 4 2 Q+ TRANS I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. M�r l R I k-�, 7.Designlatesassumes adequateatedon drainage Is'provided.russ, fl 6.This design la furnished subject to the irritations set forth by 6.Plates shall be located both laces of truss,and placed so their center IIIIII I�'ll'IIII(IIII I I I III I III I IIII IIII TPINYTCA in BCS',espies of which will be furnished upon request. Digs coincide with joint center nche- IflJll 19.Digits indicate size of plate in Inches. MiTek USA,IfIC./COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 III III , This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.4=(0) 0 • BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-50) 15 IC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12,0" 0,0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -68/ 301V -6/ 43H 5.50' 0.48 KDDF ( 625) 1'- 9.2' -29/ 24V 0/ OH 5.50' 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7' -18/ 42V 0/ OH 1,50" 0,07 KDOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(•5 psi') uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003' @ -1'- 0.0' Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' '1' MAX BC PANEL LL DEFL = 0.001' @ 1'- 0.1' Allowed = 0.050' MAX BC PANEL TL DEFL = -0.001' @ 1'• 0.1' Allowed = 0.067' 12 MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9' 6.001/ MAX HO8IZ. TL DEFL = -0.000' @ 1'- 10.9' NOTE:Design assumes moisture content does not exceed 194 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only, v 0 co O.- V I� , I� O� 2 41�� M-3x4 y .( y 1-00 2-00 'PROVIDE FULL BEARING:Jts:2,4,31 �Q,�o PR OFFS, JOB NAME : 3413-B POLYGON NW - SJ1 5� SIN s� Scale: 0.7112 �` ``�%/z/ f °� WARNINGS: GENERAL NOTES,unless otherwise noted: �w r-f p "y�. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual -72$SPE E Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. „^ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be tateralty braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by L eillillw DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as / plywood in ere s end/or drywall(BC). DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. '� OREGON <(/ SEQ. : 6 095273 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, L1 �q en design loads be applied to any component. and are for"dry condition"of use. O k 1 4 ?-°„ TRAN S I D: 410 995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beading at all supports shown.Shim or wedge If \,..11"fabrication,handling.shipment and Installation of components. necessary. /�'�n R 1` 7.Design assumes adequate drainage Is Provided. ++ll 4 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I 11 111 I ill I 1111 11111 III IIII 11 1111 TPI/WTCA in BCSI,copies of which will be furnished upon request nes coincide with joint center Ines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 RAI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1.2=(-28) 22 1-3=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12'OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -13/ 98V -6/ 24H 5.50' 0.16 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2' 0/ 23V 0/ OH 5.50' 0.04 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 1'- 11.7' -24/ 46V 0/ OH 1.50' 0.07 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacinq.l 1-11-11 ,REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1 MAX TC PANEL LL DEFL = 0.001' @ 1'- 2.9" Allowed = 0.097" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.001' @ 1'- 2.2' Allowed = 0.145' 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6.00 MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9' m MAX HORIZ, TL DEFL = -0.000' @ 1'- 10,9' NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads -1 in the plane of the truss only. A o 0/- v1111141/111 o` 1 illtlee 3�l_ M-3x4 y y . 2-00 (PROVIDE FULL BEARING;Jts:1,3,21 �, 0 PRDrec, JOB NAME : 3413-B POLYGON NW - SJ 1 X Scale: 0.7693 <0 ,\A,IN Wo AA� WARNINGS: GENERAL NOTES,unless otherwise noted: 44(/' /0f!l "v9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is loran Individual 9 SOP E Truss,: SJ 1 X and Warnings before construction commences. building component.Applicability of design parameters end proper /' 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. Additional temporary bredng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 3. DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'mc.respectively unless braced throughout their length by /r�r �1� .. Po ty continuous sheathing such as plywood ueathin s and/or drywall(BC). , m ry. DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �,```i', SEQ. 4.No load should be applied to any component until after all bredng and 4.Installation of truss Is the responsibility of the respective contractor. 7 `0 S E Q. : 6095274 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L "YJ N� design loads be applied to any component. and are for"dry condition"of use. �O "I j, 1 4 2--<�,�A- TRAN S I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If V fabrication,handling,shipment and installation of components. necessary. M •R }` y 7.Design assumes adequate drainage Is provided. C R V.-1• 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center 11111111111111111111 TPINVTCA In BCSI,copies of which will furnished upon request. Begs coincide with joint center Ones. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2.4=(0) 0 BC: 2x4 KDDF H18BTR SPACED 24.0' O.C. 2-3=(-69) 30 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -62/ 322V •13/ 71H 5.50' 0.52 KDDF ( 625) 1'• 9.2' -3/ 60V 0/ OH 5.50' 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'• 11.7' -44/ 94V 0/ OH 1,50' 0.15 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 oaf) uplift at 24 'oc spacing,' 6.00 REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'• 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ •1'- 0.0' Allowed = 0.133' MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.050' MAX BC PANEL TL DEFL = -0.002' @ 1'- 0.1' Allowed = 0.067' MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9' MAX HORIZ. TL DEFL = •0.000' @ 3'- 10.9' NOTE:Design assumes moisture content does not exceed 194 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7.10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CV load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 07/- O111 o/-- 2 10 4161:814 M-3x4 ,I, I y I 1-00 2-00 1-11-11 PROVIDE FULL BEARING:Jts:2,4,3I X140 P R OFFS JOB NAME : 3413-B POLYGON NW - SJ2 Scale: 0.8279 �5o f�GI"/7 c5> WARNINGS: GENERAL NOTES,unless o herwise noted: �� v,�l�I" _17 I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual e 9��P E Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters end proper Incorporation of corn nent is the responsibility of the buikfm designer.2.2x4 compression web bredng must be installed where shown�. Design Po Po ty 9 t 3.Additional temporary bredng to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et _ DES. BY: LJ is the responsibility of the erector.Additional permanent bracing o1 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f.�: �� continuous sheathing such as od sheathing(TC)and/or drywall(13C). Q DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown t t OREGON //C�"" 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4, SEQ. : 6 095275 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, L� 4,OREGON +��` �. design loads be applied to any component. and are for"dry condition'of use. O 4 `1.' P� TRANS I D: 410 995 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full beating at all supports shown.Shim or wedge if 0 fabrication,handling,shipment and installation of components. necessary. 4' 'R R I�'' 7.Design assumes adequate drainage ie provided. rl fl 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111 I I 011 111111111 1111 11111 I I IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Digits Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 I 1I1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 IC: 2x4 KDDF O18BTR LOAD DURATION INCREASE = 1.15 1-2=(-64) 30 1.3=(0) 0 BC: 2x4 KDDF k18BTR SPACED 24.0' O.C. IC LATERAL SUPPORT <= 12'0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -28/ 131V -13/ 54H 5.50' 0.21 KDDF ( 625) Connector plate prefix designators: 12 TOTAL LOAD = 42.0 PSF 1'- 9.2' -15/ 68V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 6.00 3'- 11,7' -46/ 96V 0/ OH 1,50' 0.15 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacin0.( REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.002' @ 1'. 0.1" Allowed = 0.050' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0,002' @ 1'- 0.1' Allowed = 0.067" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 3'. 10.9' -1 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 11 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6,0, ASCE 7.10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads v in the plane of the truss only. 0 Cd C7,,- O O i o� 1 3 M-3x4 • y I I 2-00 1-11-11 !PROVIDE FULL BEARING;Jts:1,3,2) �9 0 PR opus JOB NAME : 3413-B POLYGON NW - SJ 2X Scale: 0.9160 ,., ,‘,0(N1 -6/',, s,0 WARNINGS: GENERAL NOTES,unless otherwise noted: 44 v��/�" v9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4 9��P E Truss: SJ 2 X and Warnings before construction commences. building component.Applicabitty of design parameters and proper �/ 2.2x4 compression web bracing must be Installed where shown*. Incorporation of component Is the reeponsiblEty of the building designer. J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et - 2'o.c.and at 10'o.c,respectively unless braced throughout their length by DES. BY: LJ is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/or drywal�C). .".qt"" DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown v+ OREGON Q 4.No load should be applied to any component until after all bradng end 4.Installation of truss is the responsibltity of the respective contractor. 3! 4, SEQ. : 6095276 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, `- -,7 y 14 2.() A-,�A, design loads be applied to any component. and are for"dry condition.'of use. TRANS 1 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if P fabrication,handling, necessary. 4 'R shipment and Installation of components. 7,Design assumes adequate drainage is provided. r�R 1, 6.This design is furnished subject la the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII If�I III I II III III I I III I I II ILII TPINVECA In SCSI,copies of which will be furnished upon request. lines coincidewith JointIn Ines. Ij 1 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 14 II IThis design prepared from computer input by PACIFIC LUMBER-BC , LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 NODE MI&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0' O.C, 2-3=(-102) 47 IC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC, UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REOUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -50/ 311V -22/ 108H 5.50' 0.50 KDDF ( 625) 1'- 9.2' -46/ 152V 0/ OH 5.50' 0.24 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7' -68/ 144V 0/ OH 1.50' 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 6.00 I . MAX BC PANEL LL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.050' 3 _- MAX BC PANEL TL DEFL = -0.004' @ 1'- 0.1' Allowed = 0.067' MAX HORIZ. LL DEFL = -0.001' @ 5'- 10.9' ''0 MAX HORIZ. TL DEFL = -0.001' @ 5'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20,7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co O� �__ O 2i�� 41111111( M-3x4 ), y y y 1-00 2-00 3-11-11 [PROVIDE FULL BEARING;Jts:2,4.31 R JOB NAME : 3413-B POLYGON NW - SJ3 c,'��',`.1GPNDFFssi Scale: 0.6611 �` o� WARNINGS: GENERAL NOTES,unless otherwise noted: w v/0/17 /PIT Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ^9� P E Truss: SJ3 and Wamings before construction commences. building component.Applicability of design parameters and proper /' 2.2u4 compression web bracing must be installed where shown t. Incorporation of component is the responsibiity of the building designer. 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top and bottom chords to be lateraly braced at DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.end at 10'o.c,respectively unless braced throughout their length� by /,�.� ' Da tY continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). -II tt DATE. 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown t+ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6095277 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are lobe used in a non-corrosive environment, L' 4.„OREGON Orb design loads be applied to any component end ere for-dry condition-of use. O j' 14 2 `t- TRAN S I D: 410995 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if A �� fabrication,handling, necessary. #117h RIO- 7.shipment and Installation of components. 7,Design assumes adequate drainage Is provided. rl n 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both laces of truss,and placed so their center - - - - -.. .. . III I II I II I I I III [III[III IIITPIM?CA In BCSI,copies of which cola be furnished upon request. Ones coincide with joint center Ines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) EXPIRES:12/31/2015