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Plans (113) ms-v ac i‘ ._ ou\y:1 \iu- k-Nq s\,c.,- ‘--P-AQacsocys .c-\--. 1 40..0- GARAGE LEFT I- 1 c• o _at. I ; .1 ASJ1 ASJ1 _19 AU tW /1/ - ASJ2 04 AH1 (2) 612 7i AH2 . I 1 AH3 ... . . AH5C v AH6 ..1 .. _ AH7 x, - . .... V • _ Al (4) ..k. I's ns- < . 2? AH7 6:12 ' \ 6:12 AM BH3 . ... _ BH2. BH1 (2) Ili. 6:12 . • - D2 (2IIIIIIIIIIIII1U. . ir, i912 6 E2 (31 • : m • ....mo.... -• -- 4, 6:i11 \ . 11/\ , , XI , f, -. :12 y 1 wirepaI, rn in reg AFORMS TO DESIGN CONCEPT n-- e 12 I : . - ani I rg, OE UNFORMS TO DESIGN CONCEPT WITH _ . . G1 L ______L REVISIONS AS S TOWN 20-4 1/2" ir-r 1 El CONFORMS TO DESIGN CONCEPT ElNON-CONFORMIrti—REVISE AND RESUBMI I - 0 RcowiNFso.prNTrED.EsIGN CONCEPT WITH THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE . 0 NON CONFORMER-REVISE&RESUBMIT WITH THE DESIGN CONCEPT IDLY AND DOES NOT RELIEVE THE THr.0F,URAVeiNS,If.BEEN REV,EM,li,,Ai CRY,.....OE FABRICATOR!VENDOR OF RESPNSIBILITY FOR CONFORMANCE WITH THE =,,,=,=7,44r,,,,P.W4TZFo4T,,V= DESIGN DRAWINGS AND SPECIFICATIONS ALL CF MICH HAVE PRIORITY 401-0' DRMIN.,6,0,1E14,0,13.Pk:kri..1.EtE 0,Xd.,,a oF.1.,A.F. NIC,,,,OVER THIL,IC.PAAWVG OVER THIS SHOP DRAWING. C.9.RTRAPTP9 RPAI I SPOTTY 4,1 IITUrNCTIN4 By AlexiaFtikui Date 9/22/14 MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 BlffInfA. "TSTIL DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NVV 03/31/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND . ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 5-B COFFER INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD parai inber PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 5 / B CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL St TR US S ",!., COMPkNY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. .. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 40'-0" I _ 11'-1GARAGE 1' RIGHT 1 '44), —a AR1 'TTASJ1 , i,'A . 1IASJi - _ _ Asst ��ffsaimmosi®m_•r AH1(2) ��`rdEli•uu•_V AH2 N 0 1 , .4PlrAH4C/ AHSC qr AH6 4 Al (4) 6:12 6:12 AH5 AH4 BH3A BHZ Ai I:6:1' -.71D2 (2) \E2 (3)R•19 M e:12 D1 . 76:12 ,_ §--- .. , .._ ,..? , i „,._ 1 CONFORMS TO DESIGN CONCE°T A. Er) � if) ❑ CONFORMS TO DESIGN CONCEgWITh :1 1 6: ” — REVISIONS AS SHOWN - NON-CONFORMING-REVISE AN ES BMIT 0 CONFORMS TO DESIGN CON PT f� CONFORMS TOOT DESIGN CON•' `a -4 1 HOF DRAWING HAS SEEN R VIEWED FDA GENERAL CONFORMANCE '©REVGIDNSNED ! H SIE DESIGN CONCEPT ONL'.AND DOES NOT RELIEVE THE ©NON-CONFORMING-REVISE&RESUBMIT W-V FABRICATOR/VENDOR RICATOR,/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE I SKOP at: , a,r' . iF FOR.0 Q� DESIGN DRAWINGS AND SPECIFICATIONS ALL GF WHICS HAVE PRIORITY Wtt - w. DESK. D r ASO DI SaitiVE tHE OVER THIS SHOP DRAWINNGG. CON"RAG OR SHALL VERIFY ALL D?SESSIONS. ,c:r w & :c!- ,t.�.9 22/1.�.,•.. 4V 1/ " '.,is `'' By: Todd R. Eaton Date: September 19, 2014 I'By Alenia Fukui care. 9/22/14 MILBRANDT ARCHITECTS CT ENGINEERING®EI }QgbtcompurrusInc.zoos BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 TRUSSUnANDCAL uo ENGINEEREDSTRUCTURAL ° ' • PROJECTPLAN 5-B REVISION-1: DRNF RGSFORALLOFRECORD FURTHER na xb � �� INFORMATION.BUILDING COFFER RESPONSIBLE FOR EROFREALL NON-TRUSS PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5 / B CHECKED BY: DEREVIEWDPPEALLTO ANAPROOVOFF OO� D S* COMPANY` DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. �7t R .? 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-90UP Fax916/676-1909 5B The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832522 thru R41832537 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. <(-RtO PRO fi, .mac �vyGl Nig /Q 2 8 • 2PEr s To, '^v y '0j, OREGON -Pc1I ER1� 6' A. HE EXPIRES:06/30/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-90UP Fax916/676-1909 5B The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832522 thru R41832537 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. 010Ni° Y t 10, 44„49639,41 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply 5B R41832522 PL14-90UP F01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:3921 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszXIUYcHTKdJclYpmObb_IRPgo7B0ohgO7S71HOPDhOfzOQTa 1 2-6-0 1 I 2-2-9 I I 1-2-0 11 2-4-11 Scale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 I I 1.5x3 II 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 N �' / -1111 \ 9 01011.1.1........ 9 O 13 12 11 10 i 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 I 9-11-9 10t1r1 111-3-1 1 1 16-4-12 I 9-11-9 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): I10:0-1-8,Edge],f11:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E , LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,, ONIO TOP CHORD 2-3=-2463/0,3-4=-2463/0,45=-2532/0,5-6=-2532/0,6-7=-2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 O o Vd�lSjjz WEBS 6-10=-316/0,2-13=-1640/0,2-12=0/1018,4-12=-370/0,411=-460/161,7-9=-1636/0,7-10=0/1105 C.,/ #(' Q NOTES f-7, ' Itco ,4 °' , S. 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. er 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks tod'ril '4963_ 44'be attached to walls at their outer ends or restrained by other means. OIS • LOAD CASE(S) Standard �101VAL G -\�, d PRQpFss 41 17 87022PE r' ,_..".. cv y CREGOZ ' `j A. H .1' EXPIRES:06/30/2015 April 22,2O 14 t 0 AtomiMS-Verfyste4:gnpaaasrursa READ PC TES 0/4THIS AND/' tr'OE0NP7EKAEFEBEM'Ef3AGEMIL7473ten.1'25/2/IdBE 4EUSE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. t Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the � k* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding INF 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPD Qualtly Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 if0rutheao Pinta¢SP)tarmtarr is*stifled,tht design vstturs aria-Mina effective 061OS/2O1.3 by MSC Job Truss Truss Type Qty Ply 5B R41832523 PL14-90UP F02 FLOOR 5 1 Job Reference(option-1 Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:22 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-4U1 igfdfJ7uFCIZU_7B2fOY183goBcGRF3yEw5zOQTZ I 1-6-0 I 1-3-4 I 0-0_1-3 I 2-3-0 I 1 1-2-0 I I 1-0-5 I 2-6-0 1 Scale=1:27.7 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 34x6 4 5 6 7 8 9 10 • _ • o a / a • o !..c, N / N e • e e 17 * 15 14 13 12 11 3x4= 3x6= 4x5= 3x5= 1.5x3 II 3x4= 3x4= I 3-0-4 I 15-10-12 I 3-0-4 12-10-8 Plate Offsets(X,Y): 17:0-1-8,Edgel,112:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.07 13-14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 13-14 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.43 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:74 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 16=1266/0-5-8 (min.0-1-8),17=-335/Mechanical,11=456/Mechanical Max Uplift17=426(LC 4) Max Gray 16=1266(LC 1),17=4(LC 3),11=457(LC 4) 010NT0 ite FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. <3C7 i WA3 TOP CHORD 2-3=0/1294,34=0/750,4-5=0/750,5-6=-1002/0,6-7=-1002/0,7-8=-1099/0, 8-9=-1099/0 $A" f/ Q BOT CHORD 16-17=-664/0,15-16=-1294/0,14-15=0/331,13-14=0/1099,12-13=0/1099,11-12=0/890 4, 7• .4 1, WEBS 3-16=-718/0,2-17=0/798,2-16=-882/0,5-14=0/737,5-15=-1177/0,9-11=-960/0, 9-12=0/379,3-15=0/856 tie • NOTES *d ,r 639 1)Unbalanced floor live loads have been considered for this design. *G --;44' 1) 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of trusS to bearing plate capable of withstanding 426 lb uplift at joint 17. 4A 14C 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ��,¢> V PROp4. LOAD CASE(S) Standard ��Cj �NG1N�- /0 `.c. 870 2PE /�'r• N y ��j; OREGO I �N ui F SEB v.,.. �aO EXPIRES:0613012015 April 22,2014 $ a WARM-Vcdxu/gs 7umtssxtco uu'i 8E40 82155 0//1875A87matzo NI1ERREFEREMEMAGEE817-3473rex1125%2111&BEM 857 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. MI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTele erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYI 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 it5auttsern Pinie(OP)saunsev isrgtecafied,the design salons are these effective 1/zO13 tyALSC Job Truss Truss Type Qty Ply 58 R41832524 PL14-90UP F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:39:23 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-Ygb42?eH4R06gv8gYgiHCc57kT4EwOFaTjinSYzOQTY 2-6-0 1 1 2-5-1 ii 1-2-0 11 2-4-11 Scale=1:28.9 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 N - / e \ e 9- - O N e e M. 1 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 1D13r9 111-5-9 1 I 16-7-4 I 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): (10:0-1-8,Edgel,f11:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,SQNIO 7j TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=-2587/0,5-6=-2587/0,6-7=-2587/0 gJv BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 �& o1 WASj' WEBS 6-10=-324/0,2-13=-1666/0,2-12=0/1041,4-12=-399/0,4-11=-480/168,7-9=-1660/0,7-10=0/1140 't4 'Q , NOTES f.0401- .01- l 1)Unbalanced floor live loads have been considered for this design. t4 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. d� 96 39 LOAD CASE(S) Standard U,k -tO+IST . ONAL-5�. ra PROF 870 2PE r' y -0j, GREG N ri? (U 'SSC �' C3ER \ ,e© A Hey, EXPIRES:06/30/2015 April 22,2014 4 t ®WARN11 -Ver/fydesign;a:ametrrs and READ N7IESOttTHIS AND 3AUIZEDNITEK'REEERENiaPAGE MU 7:73rLs1;/25/28148943.4EliSE N Design valid for use only with MiTek connectors.Thu design is based only upon parameters shown,and is for an individual building component.' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the a�� * erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding (M1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Crneda,DSB-89 and BCSI Banding Component 7777 Greenback Lane,Suite 109 Safety Intormaton available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If suuab,rn Pine fSP)saaafsr is spexigad the design cables are these effective 00/01 12,013 by AtSC Job Truss Truss Type Qty Ply 58 R41832525 PL14-90UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:24 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1UY-Os9SFLfvrk8yS3it6YDWpeEXtNnfT6kiNRL?zOQTX 1 2-3-0 1 I 1411 ti 1-2-0 ii 1-0-9 1 2-6-0 1 Scale=1:31.6 1.5x3 11 3x6= 1.5x3 11 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 I I 4x5= 1.5x3 I I 1 2 a`\ 3 4 5 6 7 8 9 10 . 9 N V e° 1� 15 14 13 12 11 354= 3x8= 3x5= 3x4 = 4x4= 3x4= 14-3-I1 I 13-1-11 13-8-111 18-1.4 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y): 112:0-1-8,Edpe1,113:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=791/0-4-4 (min.0-1-8),11=791/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 01ONIa 44. TOP CHORD 2-3=-2635/0,3-4=-2635/0,4-5=-3446/0,5-6=-3446/0,6-7=-2477/0,7-8=-2477/0,8-9=-2477/0 BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 05 .0V W WEBS 7-13=0/354,8-12=-569/0,2-16=-1700/0,2-15=0/1191,4-15=-679/0,6-14=0/405,9-11=-1858/0,9-12=0/1092, () e0 6-13=-860/0 1,7 -' 0 V NOTES 1)Unbalanced floor live loads have been considered for this design. 4 .t 2)Refer to girder(s)for truss to truss connections. s`'`,r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 49639 4 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to G: 41I be attached to walls at their outer ends or restrained by other means. . LOAD CASE(S) Standard 4 G 0NAL <(-Y P R QF c�c`. 4NGl N E9 /fi r' 87022PE y SAT OREG N ti� 1U 'I �0EA, 0Rv.- aNe EXPIRES:06/30/2015 April 22,2014 e e ®MANIAC: Veer design paraax 0rrs a:I READ?/TES ON THIS AM MIMED ED MITEK REFERENCE f11AGE 14I1.7 473 tx c 1/19121114BE4M1.414: . Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1+ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IXEiIp * erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 H Sexathern.Pide t-SP)Itunsber it specified,rbe design values ar>ethosa effective I%f0112013 layAISC Job Truss Truss Type Qty Ply 5B R41832526 PL14-90UP F05 Floor 9 1 Job Reference(option) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:3926 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-zFGDgOgAMMOghMsFDzG_gEjdrh4P7Ju1AhwS3tzOQTV 1 1-3-0 I 1 1-1-1 11 1-2-0 II 2-4-15 1 2-6-0 I Scale=1:35.4 4x5= 3x4= 354= 3x4= 3x4= 4x4= 306 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 o m k 25 24 23 22 21 20 19 16 17 3x4 = 4x6= 3x5= 3x6 FP= 3x5 = 3x5 = 4x6= 3x6= 3x5= 3x5 WB= 15-7-9 I 145-9 5-0-9I 1 20-9-8 { 14-5-9 �7-D 0.7-0 5-1-15 Plate Offsets(X,Y): 112:0-1-8,Edgel,118:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 17=909/0-4-8 (min.0-1,8),26=909/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. orVONIO TOP CHORD 2-3=-2003/0,3-4=-2003/0,45=-3413/0,5-6=-3413/0,6-7=-4247/0,7-8=-4247/0, Vit, 8-9=-4495/0,9-10=-4495/0,10-11=-4230/0,11-12=-4230/0,12-13=-3519/0, ©1 �V WAS `t,fr 13-14=-3519/0,14-15=-3519/0 CJ BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, fY �^ „It "3� 19-20=0/3519,18-19=0/3519,17-18=0/1990 WEBS 12-19=-357/0,13-18=-426/0,2-26=-1375/0,2-25=0/1183,425=-987/0,4-24=0/813, 6-24=-618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10.20=-272/35,11-20=-327/0, 12-20=0/1057 rCr ,p- G$S'39 9 �V � NOTES (:).k. 1)Unbalanced floor live loads have been considered for this design. .{C+ 2)All plates are 1.5x3 MT20 unless otherwise indicated. Sr 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131”X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9,V PR OF4c. LOAD CASE(S) Standard (:,.. t fly (0 87022PE r" y `"- OREG•N 9, /4// •4P cs'ili 0SER .\\ \-\*C>- A. HE P EXPIRES:06/30/2015 Apn122,2014 9 f 64RRNff J.Why dc=iyn;parangi yrs a d RES KM'S ON MS AND RP#31/010 MITER REFERENCE PASEMIt 7473 rcx.1/25/'2L,&1tFO/fEME Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �+ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the s 1i;1 T�1R•= erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IY1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IP11 Quark,Cdterta,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If$autherss Pint(SF)lcanber is spntifrtd.the dos"'a vada c are.tbeve efetive i /01#01.3 by ALSC Job Truss Truss Type Qty Ply 5e R41832527 PL14-90UP F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:3926 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-zFGDgOgAMMOghMsFDzG_gEjkKhEo7WE1 AhwS3tzOQTV 1-4-0 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 I ■ ll 'villill111111 0 N / P N'M Ian 5 prI 4 3x4= 3x4= 9-181 4-1-0 I 1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. oNOTES �oNro 1)Refer to girder(s)for truss to truss connections. 0% O 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. {s 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. .,f��t . �, 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to T ,:t..„ j k"" ci N be attached to walls at their outer ends or restrained by other means. LLL I LOAD CASE(S) Standard ?h ,,p 4 496390 , "GISTS SNALs, 4`oPR p�tiGs 0. 0N 244 9 87022P -17 �- OR GON rtAt/ 'PClo j8ER -% i S A. HE9' EXPIRES:06/3012015. April 22,2014 4 e ®954 /7 Ver/fytte_sign raramc tvrs a xd READ MT TES CM THIS AM htYTWS`ED Ml EK REFERENCE ACE MIT•7 473 reg.1,/29/201 l.tc �� Design valid for use only with Milek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 H Citrus H if Sesatfsms.Ysin*('S&)te un-ber is specified,the-design values ate those effective 04/01/2614 byA[SG eights,CA,95610 Job Truss Truss Type Qty Ply 5B R41832528 PL14-90UP F07 Floor 5 1 Job Reference(ootional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:28 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-veOz5iiQuzeOwgOeLOlSvfozjUmsbG8Jd?PY81zOQTT I 1-7-12 I 1-8-15 I 1 1-2-0 1 1 1-4-9 1 1-6-0 1 Scale=1:30.1 • 3x6= 1.5x3 II 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 3x4 = 1.5x3 I I 3x5= 1.5x3 I I 1 2 3x8 3 4 5 6 7 8 9 10 11 o N sT.'it.: O / O-I O 9 N � O D 19 IM 16 15 14 13 3x4 I I 3x6= 3x8= 3x5= 3x5= 1.5x3 I I 3x4 = 3x4= 1 1-10-12 2-0/4 17-5-4 I 1-10-12 0-1-8 15-5-0 Plate Offsets(X,Y): 12:0-3-0,Edoel,18:0-1-8,Edael,[13:0-1-8,Edgel,f19:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:83 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:17-18,16-17. REACTIONS (lb/size) 18=1194/0-5-8 (min.0-1-8),12=627/0-2-12 (min.0-1-8) Max Gray 18=1194(LC 1),12=662(LC 4) oVONIO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/670,2-3=-950/312,3-4=-950/312,4-5=-2192/0,5-6=-2192/0,6-7=-2379/0, fl% �V WAS I 7-8=-2379/0,8-9=-1741/0,9-10=-1741/0 c BOT CHORD 17-18=-670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, et `�'!`, *)'x 12-13=0/909 02 q-,+ r > ,( rl WEBS 9-13=-408/0,2-18=-808/0,1-18=-765/0,8-15=-14/787,7-15=-259/0,6-16=-295/0, / 4-16=0/641,4-17=-935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 40, f NOTES 'd1 r4, 6 + 49639 1)Unbalanced floor live loads have been considered for this design. (:),4, ,rJ,5� 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7. NAL � 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. ,1'c) P R Qp . The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �,�Gj ccN GINE. .. /� LOAD CASE(S) Standard ,( 87022PE { 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 jjz, Uniform Loads(plt) Vert:12-19=-8,1-11=-80 „,,,..„...ii Concentrated Loads(Ib) I Vert:1=-304(F) �� OHEGO �p Q EXPIRES:06/30/2015 April 22,2014 I / a WARNING-Vec/yrfcvtyyn parantetcrs arfd TREAD//T1ES ON THIS AND MILTED HIUEK SEFEREN:E PAGE ff7I 7473 rat-112.512014 BEMUSE ....r Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. No t Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek” erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 tykourf>ere Pint(SP)Iaamtwr is spexifivd,tits._design vuisuor arethose efiastivc 05/03/2015 tatAtSC Job Truss Truss Type Qty Ply 5B R41832529 PL14-90UP F08 Floor 7 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:3928 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-veOz5iiQuzeOwgoeLOlSvfo4nUv9bNVJd?PY81zOQTT 1 2-6-0 1 0-5-10 1 1 1-2-0 . l 1-4-14 1 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 e e e b 0 N N 1 y 8 e 3x4= .. J 3x4= LLLXXX,,, 3x4= 3x4= I 3-1-2 3?-110 3-9-10 1 4-4-10 416 8-6-8 I 3-1-2 0-1-8 0-7-0 0-7-0 0-1 4-0-6 Plate Offsets(X,Y): r8:0-1-8,Edge),f9:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y'QNIO TOP CHORD 2-3=-732/0,3-4=732/0,4-5=-732/0 14.�3, BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 Q% Qv v.AS �j WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0 L f CI °, t NOTES j/ ' k 1; tS3 1)Unbalanced floor live loads have been considered for this design. ` L3 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. . I' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to rel An4g9 )5 be attached to walls at their outer ends or restrained by other means. i - LOAD CASE(S) Standard (V„Sti- C, ' E0 OF670 17 870 2PE /, N 7 �-'), OREGO (P c7 `O 1&ER �� a EXPIRES:06/30/2015 April 22,2014 6 _ A W RNP -WaydesigmparameterssadREAD it/)ESCfiTHIS AMU I FIbCF73 ITEKr.EFEREI,EPAGE MI!7473mg.J,/19/2114&E SE(JSE y Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. , Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ■�lT� * erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYE 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 QuaMy Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine )lnanher is specified,the 6eai5n xakcue1 are turenoeffective 06101/2013 by AM' Job Truss Truss Type Qty Ply 5B R41832530 PL14-90UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:29 2014 Page 1 ID:j7axn40sHnThIyaUAzwOszX1 UY-NgyL12j2fHmFYgbgvSphStLFYuG7KsvTsf96gCzOQTS I 2-6-0 I 0-5-6 I I 1-2-0 I I 1-7-2 I Scale:1"=1' 11.5x3 II 2 3x4= 31.5x3 I I 4 3x4= 51.5x3 II • O C N V v O e 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4= I 3-0-14 -21 3-9-6 1 4-4-6 1 6-2-8 I 3-0-14 1- 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): 14:0-1-8,Edgel,(8:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=267/0-2-8 (min.0-1-6),6=267/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ONTO TOP CHORD 2-3=-362/0,3-4=-362/0 .4TONTO "WA BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 0°SOV V1 WEBS 2-9=-456/0,4-6=-424/0 {� L� NOTES 4 k ,� 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. If'I' 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. "d4� n / 'gr` 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to {� 4• h�ZE>z be attached to walls at their outer ends or restrained by other means. =' LOAD CASE(S) Standard • OIVAL% 3 '\.-'s q P R OFF6''' 870 2PE zo 44, fir" 7 -0), OIAEG N ti9 jU lb 4&EB -0 \- ,.9A. Vi; EXPIRES:06/30/2015 April 22,2014 ffifiN7 -Ve;rde=npatamrxa d NSTES CM7ffYS> MIMED MYF€KREFERENCE PAGE MIF7473mc:t/29/261 ORE USE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 6 A�T * erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYI e 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI!Quality Criteria,DSB-89 and BCS!Building Component 7777 Greenback Lane,Sure 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If 5411.11114171 Raset'SPP luimktateisle specified,the tttsiga.values ace those effective 06/03f2531.3 by AtSC Job Truss Truss Type Qty Ply 58 R41832531 PL14-90UP F10 Floor 6 1 Job Reference(optional) Pacific Lumber&Tniss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:30 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-tOWINOjgQau6A_AOSoKw_4uKNIS83Cjc4JufCezOQTR I 2-3-0 I 1 1-7-11 I I 1-2-0 I I 1-4-9 I 1-6-0 1 Scale=1:26.9 1.5x3 II 3x5= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x5= 1.5x3 ll 1 2 3 4 5 6 7 8 9 • a e o • _ • _ ‘'e / \ N a o e 1' 14 13 12 11 i 3x4= 3x6= 3x6= 1.5x3 I I 3x4= 3x4= 12-3-11 I 11-1-11 11-0-111 1 15-5-4 I 11-1-11 0-7-0 0-7-0 3-1-9 Plate Offsets(X,Y): 16:0-1-8,Edge1,f11:0-1-8.Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.18 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.28 12-13 >663 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:70 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 15=673/0-4-4 (min.0-1-8),10=673/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 5. ONTO N TOP CHORD 2-3=-2121/0,3-4=-2121/0,4-5=-2434/0,5-6=-2434/0,6-7=-1775/0,7-8=-1775/0 �+ y BOT CHORD 14-15=0/1291,13-14=0/2467,12-13=0/1775,11-12=0/1775,10-11=0/925 Qr7 1A3I�r, + WEBS 7-11=-417/0,2-15=-1416/0,2-14=0/910,4-14=-380/0,5-13=-274/0,6-13=0/820,8-10=-1112/0,8-11=0/1049 6 4 o NOTES ;s . ": fl/, 1)Unbalanced floor live loads have been considered for this design. / , 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. li 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to s ; 49639 is 'g+ be attached to walls at their outer ends or restrained by other means. �' £s, , LOAD CASE(S) Standard �tp, • D PROpFss ecNN ''cN��N FAl /04_ 144 . 870 2PE y -0T OREGO 19, O -9I cc,��'ER 4\ `s A. Her, EXPIRES:06/30/2015 April 22,2014 r RNt"E-Ve fydestggnpa-ameersa:MREAD ALITS OM'fNTSANDIN i`£4N.7EKREFERENEPAGENIT7473mc1,/2512614BEAM USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the p Igi1^r�,lr erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1Y[ R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1'PI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Bautherr.Pine WIksrerberis specified,the A examvadues are-alma trifoctive O6/O1/2O1.3 byAISC Job Truss Truss Type Qty Ply 58 R41832532 PL14-90UP F11 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:30 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1UY-rO1/14WOjgQau6A AOSoKw_4uPzIbT3Hwc4JufCezOQTR I 2-8-0 1 0-5-10 1 1 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 I I 3x4= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 II • 1 2 3 4 5 6 ra N e 10�( y 8 e 3x4= �(��\ 3x4= 3x4= 3x4= I 3-1-2 31-10 3-9-10 1 4-4-10 41612 8-8-8 I 3-1-2 0-1- 0-7-0 0-7-0 0-1-8 4-2-6 Plate Offsets(X,Y): 18:0-1-8,Edge(,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.t&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 10=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �y1ONIOS TOP CHORD 2-3=-761/0,3-4=-761/0,4-5=-761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 0% �^ WA3.� V WEBS 2-10=-757/0,2-9=-28/290,5 7=737/0 C _ NOTES FT -"�, 1, d. 1)Unbalanced floor live loads have been considered for this design. �, N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Orr 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "d0 X9639 be attached to walls at their outer ends or restrained by other means. r 4IS'IB LOAD CASE(S) Standard ''8*+OITALG KV0 PROFfiss 4 87022PE %— cv y -5, OREGO cl, 40 $- 0, S A. HER EXPIRES:06/30/2015 April 22,2014 4 el ®kl<A W7;13-yes ydesi5ra parameters and READ 5-S ES OM THIS AO IStat6E/)NZTEK REFERENCE PAGE ATI 7 473 rex 1/28/28I4L1EfTXREI Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. u Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' ; erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IXI 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quallfy Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312 Alexandria,VA 22314. Citrus Heights,CA,95610 ttbtxanhern Pine lumber Is s ecafed,theztextga.vafuesare..traseelfexthve 06/O1/2013 byAl5C Job Truss Truss Type Qty Ply 5B R41832533 PL14-90UP F12 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:31 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-JD46jkklBu0zn7IDOVMr9XIQW2ipMofRmJzeDk4zOQTQ I 2-6-0 I I 2-35 I I 1-2-0 11 2-4-11 Scale=1:28.7 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 I I 1.5x3 I I 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 N I-/ \ 9 \ 9 e / • No t. e ♦ JB4�� 19 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 _ 10.113 11-3-131 I 16-5-8 I 10-0-5 0.-8 0.7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edgel,111:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 01ON10 TOP CHORD 2-3=-2476/0,3-4=-2476/0,4-5=-2549/0,5-6=-2549/0,6-7=-2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 0% �V W,e WEBS 6-10=-319/0,2-13=-1648/0,2-12=0/1025,4-12=-379/0,4-11=-466/163,7-9=-1643/0,7-10=0/1116 o fit{ 41V01. NOTES J t e"' 7. N 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 14 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. ` 7� 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ''d., 4%39 ,.: , be attached to walls at their outer ends or restrained by other means. ' AGI$ ERt• LOAD CASE(S) Standard .41"kJ/ AL G Ca is , 87022PE1" / yrn ,� , OREGO q, 4 0 448ER 4\ ,-\ EXPIRES:06/30/2015 April 22,2014 a AWADE--Vcr/ydelign pram rersas-READ fa`TES CHMSANC matzo HIM(REMENCE PAGE MT-7413icIt.1/25/2t14DEi%4EtSTE Design valid for use only with Mifek connectors.This design s based only upon parameters shown,and is for an individual building component. Mil Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown '` is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the pIY!�Te14- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 t#Sourherc Pine OP)lumber is Bpearted,the-design vafzrcx ace.t}rasa c#ecma t35/ifSl/203.3 by MSC Job Truss Truss Type Qty Ply 58 R41832534 PL14-90UP F13 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:32 2014 Page 1 ID.j7axn4OsHnThIyaUAczwOszX1 UY-nPeUx4IxyC8gPHKPaDNO3Vzcx55RX5zvYcNmHWzOQTP I 2-3-0 I I 1-411 I I 1-2-0 II 1-2-5 1 2-6-0 1 Scale:3/8"=1' 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 4x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 • e o e e o I<'Zi 1000•000000,0 N O e e ee 1' . 15 14 13 12 3x4= 3x8 = 3x5= 3x4= 4x4= 3x4 = 14-3-11 1 11-1-11 134-111 I 18-3-0 1 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(X,Y): f12:0-1-8,Edgel,f13:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=797/0-4-4 (min.0-1-8),11=797/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten,-All forces 250(Ib)or less except when shown. 1ONIO TOP CHORD 2-3=-2664/0,3-4=-2664/0,4-5=-3503/0,5-6=-3503/0,6-7=-2556/0,7-8=-2556/0,8-9=-2556/0 � '4S BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 did' o' 'WASE{ Aejfr WEBS 7-13=0/349,8-12=-534/0,2-16=-1715/0,2-15=0/1206,4-15=-695/0,6-14=-7/395,9-11=-1869/0,9-12=0/1118, (, C{, Q 6-13=-853/0 �y ! 'n ,,,j NOTES N 1)Unbalanced floor live loads have been considered for this design. 4 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. Mfr 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. rd� „ 9639 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails, Strongbacks to {7 '. £ .(kt be attached to walls at their outer ends or restrained by other means. rl LOAD CASE(S) Standard ")1QNALV ,' pPROFss � ‘AGINE . is 87022PE 91- F ��, oRE�a �� uf' EXPIRES:06/30/2015 April 22,2014 B a WAWM.Verity design pram rrs and READ iV2 TES ON THIS AND Malt ES NTTEKEEFEREMT PAGE KU 7473 rc e,:1,/29/2014 BERME Design valid for use only with MEek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1Y{1Xi fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 end BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1f Sata111ern Panc{sN)tsnrsber is specified,case edwa gn:,iotuoes ariet,ase effective OVO4/2813 byALSC Job Truss Truss Type Qty Ply 5B R41832535 PL14-90UP F14 Floor 6 1 Job Reference(option) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-FbBs8QmZ VHh1 Rub8xudcjVllsmVXEGcZ3nG7JpzzOQTO I 2-0-0 I I 1-10-1 I I 1-2-0 1 1 2-5-3 I Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 11 1 2 3 4 5 6 3x4= 7 0 — : e e e 1 . 11 10 9 8 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-9 18-9-9 134-9 I 12-0-12 I 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): 16:0-1-8,Edael,110:0-1-8,Edae1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0,14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=525/0-2-8 (min.0-1-8),8=525/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 0N10 TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-1183/0,5-6=-1183/043, BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 ;� ©' � 1 `1'' WEBS 2-12=-994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0 ci , 'Q,° NOTES co / x 5 1)Unbalanced floor live loads have been considered for this design. / 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. .'� 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to � 49639 be attached to walls at their outer ends or restrained by other means. Q, •'GtSTEg- 4'ss Cy LOAD CASE(S) Standard �'i' y4 PROF g, t} Fs $' N�1111FF6:, 0,_ 4x' 8 • 2PE ,, c' y OREGO 29 441 '"P '1SER \A SI A. NERN4P EXPIRES:06/3012015 April 22,2014 e 1 ®mut Ix'-4tr//fy design paranciers xrd Rai)s`TES ON THIS AND E at2.LIED/417EK REFEREPAE pAcz f9II 7,113 c x 1/29/2/314BEMUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �Y Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building ding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine(SP)lumber is specified„the desigrn if'ALMS are these effective 06/01f201.S by MSC Job Truss Truss Type Qty Ply 58 R41832536 PL14-90UP FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:34 2014 Page 1 ID:j7axn4OsHnThIyaUAczw0szX1 UY-kotEMlnBUpPYebTohePs8w26nvzq?7vC?wstLPzOQTN 1-4-12 1-4-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 , N 5 4 3x4= 3x4= 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 SIONIO NOTES �c7 OV V1fAS11 1)Refer to girder(s)for truss to truss connections. {,2 tY 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 0� Cs1 be attached to walls at their outer ends or restrained by other means. j 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. .77 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). d �' 49639 LOAD CASE(S) Standard � GIS' 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 'S-tONAL Uniform Loads(plf) Vert:4-5=-10,1-3=-100 Concentrated Loads(Ib) Vert:2=-188(F) gyp' PRQFe c'1\co GINE Sjp 87022PE 9�' ySATOREGO14113ER tia W ' S' 4° A. HeP EXPIRES:06130/2015 April 22,2014 4 � WARN7;da^-Vaal/design parameters sad READ 101ESONMIS AND INCt MEDM1'£EEKAEFERENCEPAGE MUUU7473mn,tf25/20148EvliEIIsE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. 'Y Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mi IT ek� fabrication,quality control,storage,delivery,erection andbracing,consult. ANSI/TPI1 Quality Criteria,D5B-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 tttatthersrPine OP}tumortx spec"if"ied,the dosiyns saretasa effective O8/OS/2O13 byrALSC Job Truss Truss Type Qty Ply 5B R41832537 PL14-9OUP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:33 2014 Page 1 ID.j7axn40sHnThlyaUAczwOszX1 UY-FbBsBQmZjVHh1 Rub8xudcjWuGVbcGeL3nG7JpzzOQTO I 1110 I 1-5-10 I I 1-2-0 I I 1-414 I 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.553 II 1.5x3 II 1 23x4 = 11 3 4 53x4= 6 c. o N ' V e e e e 10 9 8 e 3x4= 3x4= 3x4= 3x4= I 3-2-10 13-9-10 I 4-4-10 I 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): 18:0-1-8,Edael,(9:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 1 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 'VONIO 14. TOP CHORD 2-11=-926/0,3-11=-926/0,3-4=-926/0,4-5=-926/0Y, BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 SCJ ©-V.Vt1AS ` ' WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 t../ '(0 G l NOTES u ;, 1. N 1)Unbalanced floor live loads have been considered for this design. ,.- t 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 11114, 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. il.`�r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to r6049639 be attached to walls at their outer ends or restrained by other means. 1.k 0ISTER 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. Ak The design/selection of such connection device(s)is the responsibility of others. S,toNAL$ G 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ,Rc;,O P RQ fk. Uniform LoadsVert:7(plf) 4\C10=-8,1-6=-80 •� NGIN ,9`r/ Concentrated Loads(Ib) IL Vert:11=-169(B) 870 2PE r- 1 'V y "t>,.OREG N rt,`� 4./11' ''OBER # 4Q A" NRNP EXPIRES:06/30/2015 April 22,2014 r ®FA.RNI.M"a.Vsdty ddello;arasrsTers and REAL h22 ON THIS AMi:tv1.L'6El)/ EI(R€FERE1KF i 1411.7473 rex, _I/29/2P14DE REU USE —" Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mile T�'rA erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ,YB fabrication,quality control,storage,defrvery,erection and bracing,consult ANSIRPI1 Qualify Crleria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information avalable from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if 5authea Pine('SAI hatikaar is s:arifiej,ttiezfesipn vaivaa era the.adfactive 06/&49[24913 ter A SC Symbols Numbering SystemGeneral Safety Notes PLATE LOCATION AND ORIENTATION 1 /4I s " Center plate on joint unless x,y 6-4-8 dimensions (Drawshowningsnot into ft-in-sixteenthsscale) Failure to Follow Could Cause Property raillI Damage or Personal Injury offsets are indicated. Dimensions are in ft-in-sixteenths. "Mk. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS C1-2 c2-3 2. Truss bracing must be designed by an engineer.For 0'/16rr 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I O IL1111101 Q bracing should be considered. F � O �� 3. Neverkexceedatthe designadua loadingshownand never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C6-7 cs 6 , designer,erection supervisor,property owner and plates 0 'na' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that / Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the proNDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. ....., 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. —10 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design19.Review po (and pictallures)before rtionsof use.thisdesign Reviewingfrontpicturesback,alone words Standard for is not sufficient. Bracing. M■ Te ke BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 MiTek USA, Inc. I CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI)WTCA in BCSI,copies of which will be furnished upon request GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). 4, w �' , to ll` 444.E O , , t �. - ° r . Of ik tfr S tit' Cr Of y� t-, eo k 101411, EXPIRES 6130/IS IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2-10=(-958) 2635 3.10=(-318) 336 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2- 3.(-3001) 1231 10.11=(-697) 2186 10. 4=(-120) 564 WEBS: 2x4 KDDF STAND 3- 4=(-2717) 1165 11.12=(-716) 2136 4.11=(-785) 486 LOADING 4- 5=(-1912) 966 12- 8=(-960) 2567 11- 5=(-551) 1293 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1912) 966 11- 6=(-785) 486 BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2717) 1165 6-12=(-120) 565 TOTAL LOAD = 42.0 PSF 7- 8=(-3001) 1231 12- 7=(-318) 336 OVERHANGS: 10.0" 10.0" 8- 9=( 0) 42 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -276/ 1775V -226/ 226H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -276/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ O'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0,001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.178" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.330" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.117" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 20-00 20-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. '( ( '' Design conforms to main windforce-resisting 7-00-05 6-05-13 6-05-13 6-05.13 6-05-13 7-00-05 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 Q 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 .it( in the plane of the truss only. M-5x6(5) M-5x6(S) 3.1' 0.25" 14414\44 0.25" yo. oy colo„,......... O o`" L-1 M-1.5x4 M-1.5x4 c") c7 OI1111111111111111111111141111\111 Aiiii1111111bh o o r' 10 1 e 12 --N o o M-3x8 M-3x4 d.25" M-3x4 M-3x8 0 M-5x8(S) J., 1, ), y y 10-03-04 9-08-12 9-08-12 10-03-04 y 0-10 40-00 0-10 PR Op JOB NAME : POLYGON PLAN 5-6 NH - AllikScale: 0.1552 \��• �� , s, ,. WARNINGS: GENERAL NOTES,unless otherwise noted: "v 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Grp .( 2®® E f Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ,+ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,. DES. BY• BS 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 drywalt(BC). „/-rima!- elairiP DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • Ct.' 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 {f/ SEQ. : 5992791 fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, l", '\h A. design loads be applied to any component and are for"dry condition"of use. / -7).- sd .,,,, TRANS I D: 403334 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 © 140 t(r necessary. / /3 ( fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I II IIII III I I II IIII VIII II IIII TPINVTCA in SCSI,copies of which will be furnished upon request. git coincidewith Jointacenter che. 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 1111IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2-12=(-1420) 2608 12- 3=( 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3048) 1745 12-13=(-1422) 2605 3-13=(-547) 259 WEBS: 2x4 KDDF STAND 3- 4=(-2505) 1688 13.14=(-1231) 2235 13- 4=(-102) 534 LOADING 4- 5=( -597) 766 14-15=(-1231) 2235 13- 6=(-348) 150 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 6=(-1683) 1035 15-16=(-1449) 2605 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -481) 778 16-10=(-1447) 2608 6.15,1-348) 150 TOTAL LOAD = 42.0 PSF 6- 8=(-1683) 1035 8-15=(-102) 534 7- 8=( -597) 766 15- 9=(-547) 259 NOTE: 2x4 BRACING AT 24"OC UON. FOR $ LL = 25 PSF Ground Snow (Pg) 8- 9=(-2505) 1688 9-16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=(-3048) 1745 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10.11=( 0) 42 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) vertical members (uen). 0'- 0.0" -460/ 1775V -197/ 197H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -460/ 1775V 0/ OH 5.50° 2.84 KDDF ( 625) Unbalanced live loads have been considered for this design. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0,001" @ 0'--10.0" Allowed = 0,083" MAX TL CREEP DEFL = -0.001" @ O'--10,0" Allowed = 0.111" MAX LL DEFL = 0,235" @ 22'- 7.4" Allowed = 1.954" MAX TL CREEP DEFL = -0.334" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.098" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.123" @ 39'- 6.5" 17-11-11 4-00-10 17-11-11 DESIGN ASSUMES MOISTURE CONTENT DOES �(( NOT EXCEED 19%AT TIME OF MANUFACTURE. 7-03-04 6-05-04 4-00 qL 00-05 4-03-03 6-05-04 7-03-04 Design conforms to main windforce-resisting l' '( 'I Y-03-06 1' 1' 1' T system and components and cladding criteria. 14-00 14-00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 6.00 5 M-3x8$ Q 6.00 Truss designed for wind loads o in the plane of the truss only. M-4x6 M-4x6 M-5x6(S) "' $ N/ M-5x6(S) 0 0.25" 0.25" 0M O O , 12 13 14 � 15 16 o o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) * * * * y ), * y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 , , 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH7sale: 0.1547 `�� N s,, WARNINGS: GENERAL NOTES,unless otherwise noted: 0. 17 "Trus1.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 1r- ±92.•ry 1.- Truss: s: AH 7 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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 d II BC. Alam - " DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral brang required where hown++ ( ) -01 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. yrOREGON 14 SEQ. : 5992792 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4L -1 N design loads be applied to any component. and are for"dry full bearing of use. i" 'Q}✓ " 2P .>♦.. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 14 v� necessary. /�� V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. P A R.. 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 IIIIIII IIIII II II IIII IIII IIIII III IIII TPI WfCA in SCSI,copies of which will be furnished upon request. gindicate with joint aIn nche. 9.Digitsscoincide size oplate eIn inches.lin . 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 Ill I 01111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2.12=(-1076) 2619 12- 3=( 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-3057) 1363 12.13=(-1078) 2616 3-13=(-534) 316 WEBS: 2x4 KDDF STAND 3- 4=(-2492) 1266 13.14=( -957) 2433 13- 4=(-267) 708 LOADING 4- 5=( 0) 0 14.15=( -957) 2433 13- 6=(-540) 250 TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2136) 1206 15-16=(-1130) 2616 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-2136) 1206 16.10=(-1128) 2619 6-15=(-539) 250 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8.15=(-268) 708 8- 9=(-2492) 1266 15- 9=(-534) 316 NOTE: 2x4 BRACING AT 24°0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3057) 1363 9.16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 42 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -319/ 1775V -156/ 156H 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" -319/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series '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 = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.209' @ 26'- 0.0' Allowed = 1.954" MAX TL CREEP DEFL = -0.358' @ 20'- 0.0' Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = -0.083" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 15-11-11 8-00-10 15-11-11 T ,( 1 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-05-04 2-03-03 4-00-05 4-00-05 2-03-03 6-05-04 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T ') T T T '( T I load duration factor=1.6, 14-00 14-00 inuss thedesiplaneed offor thewind trussoads only. 5 7 1 1 12 M-4x6 M-3x8 M-4x6 12 6.00 :. 6.00 M-5x8(5) " M-5x8(5) v 0.25" 0.25" 0 MO co O 1 -( 12 13 14 In 15 16 . 1 o O IM-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7.01-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH6 Scale: Q.,547 `�� GINE., ts,,° WARNINGS: GENERAL NOTES,unless otherwise noted: ((11II l 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 c J .r(h A• E .1-- TrussTruss: : AH 6 and Warnings before construction commences. building component.Applicability of design parameters and proper 7GG l 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibiety of the building designer. 3.Additional temporary bracing to Insure stadlity during construction 2.Design assumes the top and bosom chords to be laterally braced at • DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by y Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(MC). l' '"-. DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ fr - 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. -ry� ,r. OREGON �Ii SEQ. : 5992793 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, VA (x design loads be applied to any component. and are for"dry condition"of use. / �.. �� TRANS I D: 403334 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 © 14 '� �v., fabrication,handling,shipment and Installation of components. necessary. P P 7.Design assumes adequate drainage istruss, provided. (� '��,. 6.This design Is furnished subject to the Rmitations set forth by 8.Plates shall be located on both faces of trand placed so their center -. 111111111111111111111111111 TPIM?CA in BCSI,copies of which will be furnished upon request. git coincidenwith joint ate In inches.9.Digits Indicate size of plate in Inches. p 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 ILII IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-10=(-931 2619 10- 3=( 0) 291 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2- 3=(-3057) 1165 10.11=(-933) 2616 3.11=(-534) 368 WEBS: 2x4 KDDF STAND 3- 4=(-2492) 1038 11-120(-698) 2433 11- 4=(-241) 708 LOADING 4- 5=(-2136) 1015 12-13=(-698) 2433 11- 5=(-527) 203 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2136) 1015 13-14=(-957) 2616 12- 5=( 0) 311 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2492) 1038 14- 8=(-955) 2619 5-13=(-527) 203 TOTAL LOAD = 42.0 PSF 7- 8=(-3057) 1164 6-13=(-241) 708 8- 9=( 0) 42 13- 7=(-534) 368 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7-14=( 0) 291 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 SO.IN. (SPECIES) OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -247/ 1775V -155/ 155H 5.50' 2.84 KDDF ( 625 40'- 0.0" -247/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICON. 2: Design checked for net(-5 gsfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001° @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.179" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.358" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.076" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 13-11-11 12-00-10 13-11-11 load duration factor=1.6, Truss designed for wind loads 1' T in the plane of the truss only. 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07 7-03-04 12 12 6.00 p M-4x6 M-3x8 M-4x6 Q 6.00 5 M-5x8(5) "" M-5x8(S) 0.25" 0.25" v ori +. + .4a CO 0 0 /- C 1 8 "a, NW mw g o 2 13 o M-3x8 M-11.0 5x4 M-3x8 10.25° M-3x8 M-1�5x4 M-3x8 \ 8 M-5x6(S) 1, ), y 1, ), y y , ,, 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y 0-10 40-00 0-10 JOB NAME , POLYGON PLAN 5-B NH - AH5Scale: 0.1547 '\( t�IN :9 WARNINGS: GENERAL NOTES,unless otherwise noted: j( "�", 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 (tw • �.� E i-• Truss: AH 5 and Warnings before construction commences. building component.Applicability of design parameters and proper GG 2 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: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.end 0110'o.c.respectively unless braced throughout their length by 4r� DATE: 7/11/2014 responsibility g designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "4/0. • the overall structure is the res onsibili of the building 3.2x Impact bridging or lateral bracing required where shown++ O. �1 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_OREGON14 S E Q ld any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �G "'y Ru F`, TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. .S, 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge it Q 14 2 `,} fabrication,handling,shipment and installation of components. necessary. Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 7. "- IIIII I II IIIII II I III IIII IIII I II IIIITPIAMfCA in SCSI,copies at 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:12131/2015 INII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2.14=(-1134) 2587 3-14=(-135) 235 BC: 2x4 KDDF #1&BTR SPACED 24.0" O,C. 2- 3=(-3022) 1414 14-15=(-1211) 3183 14- 4=1-296) 899 WEBS: 2x4 KDDF STAND 3- 4=(-2812) 1314 15-16=(-1289) 3398 14- 6=1.976) 443 LOADING 4- 5=( 0) 0 16-17=(-1264) 3183 6.15=( -32) 304 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2455) 1236 17.12=(-1187) 2587 15- 7=(-197) 130 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -3285) 1508 7-16=(-197) 130 TOTAL LOAD = 42.0 PSF 7- 8=1-3285) 1508 16- 8=( -32) 304 B-10=(-2455) 1236 8-17=(-976) 443 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 10.17=(-296) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2812) 1314 17.11=(-135) 235 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3022) 1414 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 42 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -304/ 1775V -111/ 111H 5.50' 2.84 KDDF ( 625) 40'- 0.0" -304/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) 'COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.273" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.495' @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111' MAX HORIZ. LL DEFL = -0.094" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19V AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 11-11-11 16-00-10 11-11-11 Wind: 140 mph h=22,2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T '1 '( '1 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 5-01-08 4-07 1L2-10-09 5-01-12 5-01-12 2-10-09 4-07 5-01-08 load duration factor=1,6, i' '( ' 1 T 2-03-0 1 ' 1 Truss designed for wind loads 03-03333 in the plane of the truss only. 10-00 10-00 ,,--- ,p M-4x6 5 M-5x6(S) 9 -4x6 12 6,00 p M-33x4 7 0.25" M-33x4 o a 6.00 ME y o M-1.5x4 M -1.5x4 u; \/\./ 40000000000•00,,, co co M MN 16 3 i- 17 o 1/ M-3x8 M 3x8 10.25" 0.251'¢ M 3x8 M-3x8 8 M-5x6(S) M-5x6(S) , y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4 Spate: Q.,547 � �,, PN0L- 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 ,.,__44.1l'•C � �t" Truss: AH4 and Warnings before construction commences. building component.Applicability of design parameters and proper "� E 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. Age, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'on.respectively unless braced throughout their len@gth by continuous sheathing such as plywood sheathing(TC)and/or drywall C). DATE: 7/11/2014 the overall stmcture is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ me Cr 4.No load should be appted to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1 OREGON tr SEQ. : 5992795 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 s b' A. design loads be applied to any component. and are for"drycondition" full b bearing of use. / -, .,1 6, 2- ��4 TRANS I D: 403334 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 Q 14, necessary. M 'R R}t..\- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center (IIIII IIIII IIIII IIIII IIIII IIII IIIII IIII IIII TPINVTCA in SCSI,copies of which will furnished upon request. lines coincideinctwith Jointacenter lines. 9.Dres ndwith 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 IIIIII II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2-13=(-1012) 2587 3-13=(-136) 307 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-3022) 1237 13-14=( -974) 3183 13- 4=(-275) 899 WEBS: 2x4 KDDF STAND 3- 4=)-2812) 1094 14.15=(-1050) 3398 13- 5=(-976) 397 LOADING 4- 5=(-2455) 1044 15.16=(-1012) 3183 5-14=( -43) 304 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 5- 6=(-3285) 1278 16-11=(-1044) 2587 14- 6=(-192) 143 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1285 6-15=(-192) 133 TOTAL LOAD = 42.0 PSF 7- 9=)-2455) 1061 15- 7=( -35) 304 8- 9=( 0) 0 7.16=(-976) 389 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2812) 1112 9.16=(-269) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3022) 1247 16.10=(-136) 293 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 42 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 10.0" 10.0' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0,CN,018,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -241/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0' -245/ 1775V 0/ OH 5.50" 2.84 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 = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.246" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0,495" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.088" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 0-06-08 f-( Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-11-11 19-09-05 10-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-01-08 4-10-03 4-10-09 5-01-12 5-01-12 4-07-04 4-07 5-01-08 Truss designed for wind loads f f f f f f 1 f f in the plane of the truss only. 10-00 1' 12/- /__ 6.00 '" M-4x6 M- x4 M 5 s6 y0) 25"M - x4 a M-4x6 12 6.00 r M-1.5x3 /\/\/ M-1.5x4 L1 0 , .11 Lo co co O O f- o 13 44' '(1`P 16 %,42 4i o M-3x8 M-3x8 b.25" 0.25' M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) /, y 1, 1, /, ), J, y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH3 Scale: 0.1481 �� ,N9rA WARNINGS: GENERAL NOTES,unless otherwise noted: 1 s 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 :11 :0 ;; 61; , f Truss: BH3 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown v. 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: BS 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). dr DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v v [.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. -7 OREGON (� SEQ. : 5 992796 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, r q lk`,k design loads be applied to any component and are for"dry condition"of use. Y 2.0 T TRANS I D: 403334 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 2 14 fabrication,handling,shipment and installation of components. nesesnary. /� F R IL-L' 7.Designlaesassumes atedadequate dthiface Isprovided.russ,a. 6.This design is furnished subject to the GMtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII IIII VIII IIII IIII TPIMRCA in BCSI,copies of which will be furnished upon request. Digit coincideintwith joint ain che. 9.Digits Indicate size of plate in inches. MiTBkUSA,IDC./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 11111 IIIIII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=1 0) 42 2-13=(-1214) 2654 3-13.1 -13) 272 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-3102) 1424 13.14=(-2120) 5340 13- 4=( -309) 975 BC: 2x6 KDDF #1&BTR 3- 4=(-3143) 1441 14-15=(-2516) 6278 13- 6=(-2713) 1079 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 15-16=(-2516) 6278 6.14=( -51) 491 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2796) 1339 16-17=(-2432) 5740 14- 7.1 -945) 423 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5392) 2262 17.18=(-1207) 2684 15- 7=( 0) 258 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-5741) 2555 18.11=(-1204) 2686 7-16.1 -596 200 8- 9=(-2744) 1321 16- 8=( -11) 311 LL = 25 PSF Ground Snow (Pg) 9.10=(-2748) 1332 8.17=(-3796) 1672 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=(-3111) 1425 17- 9=( -913) 2127 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 42 17-10=( -354) 293 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10.18=( 0) 180 OVERHANGS: 10.0° 10.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -289/ 1775V -118/ 118H 5.50" 2.84 KDOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0' -250/ 1775V 0/ OH 5.50' 2.84 KDOF ( 625) 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 = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.536" @ 19'- 6.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.975" @ 19'- 6.0' Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.097' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.148" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 16-10-08 4-10-13 10-03 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' '1' '( -{ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-00-12 05-03 4-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 load duration factor=1.6, Truss designed for wind loads 05 1 in the plane of the truss only. 6-00 T T 12 12 M-4x6 12 6.00 6.00 4.0" Q 6.00 /- 9 -n' 6 441a! o M-5x6 M 6x8 M 3x6 M 5x16, M-3x4 0 0 0 rn v c � s 9_�F �9 0 o 13 14'( 15 t6 17 18 2 o o �IM-3x8 M-4x12 0.25" M-1.5x4 0.25' M-5x12 M-1.5x4 M-3x8 0 =M-8x8(S) =M-8x8(S) y y J, y y y )- y y 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 , 0-10 40-00 0-10 PROp- JOB NAME : POLYGON PLAN 5-B NH - BH2 Scale. Q.,481 � �,r '61 WARNINGS; GENERAL NOTES,unless otherwise noted. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is basad only upon the parameters shown and is Croan Individual 4- ±(02;• E fir^ Truss: BH2 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 responsibilty of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by yr�� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d all C. 40 PY g(r s rYw' ) Via - DATE• 7/11/2014 the overall sWdure is the responsibility of the building designer, 3.20 Impact bridging or lateral bracing required where shown++ ♦ (t 4.No load should be appsed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -1;., OREGON 4,/ SEQ. : 5 992797 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, • 4n utw ,t� design loads be applied to any component. and are for"dry condition"of use. ,"" ""1j nCD =L TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If © 4, Q fabrication,handling,shipment and installation of components. Design ass ''n A(1..`^'�} 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII III IIIIIITPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines.9.Digits Indicate size of plate in inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 (��II IIIIII�I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 GIRDER SUPPORTING 6-00-00 FROM 12-00-00 TO 19-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2-12=( -958) 5580 3-12=( -120) 766 9-170(0) 138 2x6 KDDF #1&BTR T2 2- 3=( -6484) 1158 12.13=(-2356) 12824 12- 4=( -390) 2390 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -6788) 1218 13.14=(-2778) 15096 12- 5=(-7208) 1432 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -6064) 1108 14.15=(-2778) 15096 5-13=( -330) 2050 TC UNIF LL( 50.0)+DL( 14,0)0 64.0 PLF 0'- 0.0" TO 40'- 0.0" V 5- 6=(-13056) 2488 15.16=(-2114) 12140 13- 6=(-2176) 410 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20,0)= 20.0 PLF 0'- 0,0' TO 12'- 0.0" V 6- 7=(-12140) 2210 16.17=( -754) 4772 14- 6= -310) 1738 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 50.0)+DL( 54.0)= 104.0 PLF 12'- 0.0" TO 19'- 0.0" V 7- 8=( -5222) 946 17.10=( -752) 4772 6.15=)-3278) 800 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 19'- 0.0" TO 40'- 0.0" V 8- 9=( -5218) 952 15- 7=( -258) 1390 9.10=( -5482) 926 7-160(-8536) 1596 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: BC CONC LL+DL= 841.0 LBS @ 11'- 8.0" 10.11=( 0) 42 16- 8= -750) 4348 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1384.0 LBS @ 19'- 6.0" 16- 9=) -300) 328 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -629/ 3446V -118/ 118H 5.50" 5.51 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD,CHECKED FOR 10PSF LIVE LOAD. TOP 40'- 0.0' -507/ 2917V 0/ OH 5.50" 4.67 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M2OHS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. ICONO. 2: Design checked for net)-5 psfl uplift at 24 "oc spacing.) Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** HANGER BY OTHERS TO APPLY CONC. 9° oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.000" @ 0'--10.0" Allowed = 0.083" LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000' @ 0'--10.0" Allowed = 0.111" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.401" @ 19'- 6.0" Allowed = 1.954" + Laterally brace to roof diaphragm. 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -1.255" @ 19'- 6.0" Allowed = 2.606" , MAX LL DEFL = 0.000" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.000" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.166" @ 39'- 6.5" 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=21.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-11-11 18-10-08 4-10-13 10-03 Truss designed for wind loads f f f T f in the plane of the truss only. f3-00-122-10-15f 6-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 12 12 M-4x6 12 6.00 6.00 X16.00 4.0" f-- 8 'hf 401-- M-5x6 M-3510 M-36)(10 M 5x16�1 M 3x4 o M-1.5x4 F �tii .��^ �' o MM3x6 cO 'L o f ��' 1 o 12 13 14 15 16 17 o M-3x8 M-5x12 0.25" M-3x6 0.25" M-5x12 M-1.5x4 0 M18HS-7x14(S) ** M18HS-7x14(S) 11841# 1384# /, 1, y 1, y 1, 1, 1, 1, C1,-19 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 971p JOB NAME :° POLYGGN PLAN 5-B NH - BH1 40-00 Scale: 0.1481 10 �`� ope ,,, ��N .syn WARNINGS: GENERAL NOTES,unless otherwise noted: G{r ig 2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual GY' !V*, E r- Truss: BH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. �,,,+ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d 4," DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ A it 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON tzi SEQ. : 59927 98 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 N>h rt• TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. t' '"�,+ rLQ 45.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) 14 P fabrication,handling,shipment and Installation of components. necessary. 41� 7.Design assumes adequate drainage is provided. q (`„ 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII 1111 VIII lin IIII IIII III III TPIMlrCA in BCSI,copies of which will be furnished upon request. git coincide with Jointain 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 INN This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2.15=(-1678) 3991 15- 3=(-353) 977 12.23=(0) 242 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-4625) 1974 15-16=(-1549) 3653 3-16=(-721) 416 WEBS: 2x4 KDDF STAND 3- 4=(-3338) 1493 16-17=(-1176) 2930 16- 4=) -19) 289 LOADING 4- 5=(-2840) 1382 17-180(-1056) 2757 4-17=(-519) 279 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19-20=( 0) 0 17- 5=(-400) 969 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2481) 1295 18.20=(-1045) 2776 17- 7=(-640) 312 TOTAL LOAD = 42.0 PSF 7- 8=(-2785) 1416 20.21=(-1031) 2727 7-18=(-153) 492 8- 9=(-2797) 1389 21.220)-1092) 2794 18- 8=(-182) 325 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-11=(-2288) 1229 22.23=(-1136) 2635 20- 8=(-665) 315 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 0 23-13=(-1134) 2638 8-21=( -75) 153 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2643) 1300 21- 9=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=(-3077) 1361 9.22=(-710) 315 OVERHANGS: 10.0" 10.0" 13.14=( 0) 42 11-22=(-284) 807 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22.12=(-385) 243 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -308/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -309/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for nett-5 osfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.260" @ 16'- 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466° @ 16'- 6.2" Allowed = 2.606" 0-01-05 MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083" I' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111" 13-11-11 12-00-10 13-11-11 MAX HORIZ. LL DEFL = -0.122" @ 39'- 6.5° 2-09 4-05-12 4-05-1205-04 6-01-04 03-0 6-03-04 MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" '' T T 2�-03- 0 ' 13-04-131 I 5-05-04 1' DESIGN ASSUMES MOISTURE CONTENT DOES 12-00 12-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. T T ')' f Design conforms to main windforce-resisting 12 M-gx4 10 12 system and components and cladding criteria. 6.00[7 M-4x65 Mix8 M- x4 1M-4x6 ."'Cl 6.00 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, _ - (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3X4 load duration actor=l6, Truss desi ped far wind loads 0 4 3x4 in the plane of the truss only. %M-4x4 CO cm CO M 3x8 3 M 3x8 0 . 0� 1 `+ - �� T�e 4 v " 'd' 15 16 17 18 _ �8 o o M-5x8 M-3x4 M-3x8 M-51x6 20 0.252, M 3x8M 1?3 5x4 0 M-3x4+ M-4x10 M 3x42.75 1.89 12 M-5x6(5) 12 1- 1' 1' 3-09 -1 y y y 1 y 05-0g 4-05-12 4-07-08 1708-0 6-03-06 6-01-04 5-05-04 6-01-08 0-1, ,9 2-05-08 11-11 ,2-00 23-07-08 0 10 y 1 14-04-08 25-07-08 ) y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5C Scale: 0.1332 �%�`tO N �s,.� WARNINGS; GENERAL NOTES,unless otherwise noted: , / c .,fy 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4w .�G`e E r- Truss: AH 5 C 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 responsibllty 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: BS 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(SC). „,,,,x' 4500P GAmIn! DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ E it 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractors A_OREGON 44/ SEQ. : 5 992799 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 4 ,.. 4 1O TRANS I D: 403334 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge It /Q .).. 14 r2Q �4 ti necessary. R R i l_' V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 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 VIII IIII II I III I VIII VIII III IIII IIIITPINJTCA In BCSI,copies of which will be furnished upon request, lines coincide with jointplate center nche. 9.Digits indicate size of plateteI In nches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,EOR-1988(MiTek) EXPIRES:12/31/2015 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2.13=(-1439) 3991 13- 3=(-298) 977 9.20=(-264) 807 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4625) 1712 13.14=(-1329) 3653 3-14=(-721) 386 20-10=(-387) 302 WEBS: 2x4 KDDF STAND 3- 4=(-3338) 1292 14-15=(-1028) 2930 14- 4=( -14) 289 10-21=) 0) 242 LOADING 4- 5=(-2840) 1155 15.16=( -815) 2757 4-15=(-519) 342 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2481) 1098 17.18=( 0) 0 15- 5=(-337) 969 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2785) 1177 16-18=) -812) 2776 15- 6=(-640) 244 TOTAL LOAD = 42.0 PSF 7- 8=(-2797) 1159 18.19=) -802) 2727 6-16=(-161) 492 8- 9=(-2288) 1038 19.20=( -834) 2794 16- 7=(-104) 312 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2643) 1076 20.21=( -972) 2635 18- 7=(-665) 253 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(•3077) 1172 21-11=) -970) 2638 7-19=( -55) 138 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 42 19- 8=) 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8-20=(-710) 275 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -242/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0" -242/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) 'COND. 2: Design checked for net(-5 osfI uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.232" @ 16'- 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466" @ 16'- 6.2" Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.112' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES 11-11-11 16-00-10 11-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. T f - . Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 2-01-05 6.01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria. / 12 2-05-0 f f f 12 f Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M 4X65 MX4 Mx8 MX4 9 M-4x6 4 6.00 load duration factor=1.6, 9Truss designed for wind loads --- in the plane of the truss only. M-3x4 4 M-3x4 Tr + 0 `O %M-4x43 o N o M 3x8 _ o �o o� o t "3 14 :5/16 e B 1 20 21 .-�2 o O O M-5x8 M-3x4 M-3x8 17 0.25' M-3x8 M-1.5x4 M-3x8 0 M-3x4+ M-5x6 M-4x10 M-5x6(S) M-3x4+ a 2.75 1.89 12 ), y 12 y 1?-09-12'I' 2-09 12� y y y y y i2-05-0& 4-05-12 4-07-08 1;08-02 6-03-06 6-01-04 5-05-04 6-01-08 y y 0-y 2-05-08y 11-11 ,2-00 23-07-08 0,-10 Y y 14-04-08 25-07-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4C Scale: 0.1489 S,413 GiPNE „9. WARNINGS: GENERAL NOTES,unless otherwise noted: J/ 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 LZc.w .�G A i E {' Truss: AH4C 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: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ it �+C 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. -� OREGON [i SE Q. : 5992800 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, rt= -.i� 1� design loads be applied to any component. and are for"dry condition"of use. is 2- ".- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished to the limitations set forth by7.Design assumes adequate onne dthifac a is provided.a. �(�,1,. IIII I II II II IIII VIII I I III IIII III 9 subject 6.Plates shall be located both faces of truss,and placed so their center TPINVTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/3112015 11 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.17=(-1427) 3488 17- 3=( -209) 663 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-4158) 1779 17-18=(-1262) 3045 17- 4=( -186) 353 WEBS: 2x4 KDDF STAND 3- 4=(-3725) 1660 18.19=(.1439) 3656 4.18=( -191 182 LOADING 4- 5=(-3215) 1467 20-21=( 0) 0 18- 5=( -402) 1134 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19-21=(-1501) 4109 18- 7=(-1196) 523 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2846) 1359 21-22=(-1559) 4171 7.19=( -269) 907 TOTAL LOAD = 42.0 PSF 7. 8=(-4286) 1837 22.23=(-1449) 3686 8.19=( -85) 46 8- 9=(-4282) 1836 23-150(-1108) 2440 19- 9=( -253) 596 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-4019) 1727 21- 9=( -822) 404 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3994) 1670 21.10=( -192) 106 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-13=(-2515 1227 10-22=( -310) 220 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( O) 0 22-11=( -80) 536 OVERHANGS: 10.0" 10.0" 13-14=(-2863) 1308 11-23=(-1427) 576 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14-15=(-2908) 1337 13.23=( -284) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15.16=( 0) 42 23.14=( -2) 204 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 15: Heel to plate corner = 2.00" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -300/ 1775V -89/ 89H 5.50" 2.84 KDOF ( 625) 40'- 0.0" -301/ 1775V 0/ OH 5.50' 2.84 KDOF ( 625) 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 = 0.001' @ 0'--10.0" Allowed = 0.083' 9-11-11 20-00-10 9-11-11 MAX TL CREEP DEFL = -0.001' @ 0'--10,0" Allowed = 0.111' T f f fMAX LL DEFL = 0.381' @ 21'- 6.8' Allowed = 1.954' 2-08 08 2-03-03 3 O1 04 5-07-13 3 01-02 3 10 MAX TL CREEP DEFL = -0.712' @ 21'- 6.8' Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083' '( 'i '( f T T '( T MAX TL CREEP DEFL = -0,001' @ 40'- 10.0' Allowed = 0.111" 2-01-12 2-10-04--0-18-05 2-01-12 5-04-05 -03-03 3-10-08 '1' ')' f T 1''(' '1' '' '1 '' T '' '( '1 MAX HORIZ. LL DEFL = -0.131' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.207' @ 39'- 6.5' 8-00 8-00 T - - . DESIGN ASSUMES MOISTURE CONTENT DOES 12 M-5x6(S) 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 M-3x4 M-3x4 12 6.00 Design conforms to main windforce-resisting system and components and claddingcriteria. M 5x6 M-1 5x4 °45" =M-4x4 M 4x6 5 7 6 /, 11 11 v Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, M-3x4 M1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a o M-1.5X4 load duration factor=l.6, ui M-1.5X4 Truss designed for wind loads o M-3x8 r- 0o in the plane of the truss only. • N „4011.4"4"- N. gm _� O 0 0 20 21 M-5x10 M-3x823 i . 0 o M-3x4+ M-6x10 0.2 � M-3x8 M-3x8 0 M-3x4+ M-4x12 a 2.75 1.89 v M-5x8(S) 12 12 ), )' ), ), y )- > y 2-00 5-06-12 6-04-04 1-y0-1 y 9-03-04 8-02-04 7-06-12 y yy y y 0-101, 2-00 11-11 y2-00 24-01 -10 13-11 26-01 /. J, yy 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH AH3 Sale: 0.1400 �C� OP '� N s/�q WARNINGS: GENERAL NOTES,unless otherwise noted: . f.5r 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 Individual a } (�� ® E y-- Truss AH 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS2'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). ,,. ;i!• DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /I ft 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. ->f q_OREGON (, non-corrosiveSEQ. : 5992801 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, L, "7 ,11k A TRANS I D: 403334 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 6. r"//'n� 'Q y' Q -.i(.- ign V 14 1;3 necDesessaassumes full bearing at all supports shown.Shim or wedge if ry. J/$.14R)�-`'- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 10111111111111 TPINYTCA in BCSI,copies of which will be furnished upon request. Digit coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 lei I 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2.15=(-1267) 3488 15- 3=( -161) 663 21.12=(0) 204 BC: 2x4 KDDF WEBS: 2x4 KDDF STAND 3- SPACED 24.0" O.C. 2- 4=1-3725)1463 16-17=1-1145 1554 ) 3656 3045 15-4.16=' -192) 353 258 LOADING 4- 5=(-3215) 1216 18-19=( 0) 0 16- 5=( -358) 1134 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2846) 1133 17.19=(-1245) 4109 16- 6=(-1196) 451 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4286) 1560 19.20=(-1292) 4171 6-17=( -275) 907 TOTAL LOAD = 42,0 PSF 7- 8=(-4282) 1558 20.21=(-1162) 3686 7.17=( -85) 56 8- 9=(-4019) 1481 21.13=( -978) 2440 17- 8=( -184) 596 NOTE: 2x4 BRACING AT 24'OC UON, FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-3994) 1421 19- 8=( -822) 337 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-2515) 1026 19- 9=( -182) 104 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2863) 1085 9-20=( -310) 224 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-2908) 1176 20.10=( -84) 536 OVERHANGS: 10.0" 10.0" 13.14=( 0) 42 10.21=(-1427) 518 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11.21=( -266) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,CI6,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -235/ 1775V -89/ 89H 5.50" 2.84 KDDF ( 625) JT 13: Heel to plate corner = 2.00" 40'- 0.0" -236/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.354" @ 21'- 6.8" Allowed = 1.954" MAX TL CREEP DEFL = -0.712" @ 21'- 6.8" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0' Allowed = 0.083° MAX TL CREEP DEFL = -0.001" @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = 0.124' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 7-11-11 24-00-10 7-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. -01-12 �,3-01-07 k3-01-04 5-07-13 5-04-05 5-01-02 4-01-03 3-10-08 , Design conforms to main windforesisting 'f 1I, I1 system and components and cladddinging criteria. 2-08-08 2-08-05 3-01-1"L 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-3x4 M-5x6(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6 M-4x6 Q 6.00 load duration factor=l.6, 6,00 M- x4 M-1.5x4 =M-4x4 / 5 7 8 0 5' 10 1 Truss designed for wind loads 0 . y ME R in the plane of the truss only, M-3x44 M-1.5x4 2 o M 1.5x4 + o o co M 3x8 3/ ,� / ..- o o o 1 .sem 15 M-5X10 M 13x8 M�6X10 tP 0.25"0 21 mm ''1 4 o 0 o M-3x4+ M 3x8 M-3x8 0 M-3x4+ 1.89 v M-4x12 M-5x8(S) .- 2.75 12 , ,, 12 )' J- J' y ,/ /, , y2-00, 5-06-12 6-04-04 1-,00-12y 9-03-04 8-02-04 7-06-12 y y 0-1,p 2-00 11-11 ,2-00 24-01 Oy 10 13-11 26-01 y y y y 0-10 40-00 0-10 ROPe JOB NAME : POLYGON PLAN 5-B NH - AH2 Scale: 0.1550 �S•\tiR N s 611 s WARNINGS: GENERAL NOTES,unless otherwise noted: lir 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 (tw +92 Truss: AH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. /// 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .�r DES. BY: BS is the responsibility of the erector.Additionalpermanent bracing of Po ty 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �,..+' +! 10* DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ w1 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -� OREGON (, SEQ. : 5992802 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, ?".14/ t"S_� design loads be applied to any component. and are for"dry condition"of use. .+' }+ .1f) k- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full heeling at all supports shown.Shim or wedge If © 14, �y�y fabrication,handling, ne Design assumescessary. /� R A I0-- �,r. shipment and installation of components. 7. 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 III II II VIII III I VIII IIII VIII III IIII TPI/WfCA In BCSI,copies of which v411 be furnished upon request. it colnddewith joint ate in i Ines. 9.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2.14=(-3052) 8834 14- 3=( -652) 2126 10-20=(-562) 1884 2x6 KDDF #1&BTR 72, T3 2- 3=(-10036) 3504 14-15=(-2800 8048 3.15=( -842) 308 20-11=(-288) 726 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -7926) 2942 15-16=(-4330) 11250 15- 4=( -860) 2530 WEBS: 2x4 KODF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7068) 2654 16-17=(-5512) 14076 15- 5.(-4662) 1980 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-11444) 4480 17.18=(-5048) 12796 5.16=( -398) 1412 TO LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 34'- 0.0" V 6- 7=(-14240) 5666 18.19=(-5020) 12570 16- 6=(-2954) 1272 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14,0)= 64.0 PLF 34'- 0.0" TO 40'- 0.0" V 7- 8=(-12464) 5012 19-20=(-4110) 10414 6.17=( -414) 1192 BC UNIF LL( 0.0)+OL( 40.0)= 40.0 PLF 0'- 0.0" TO 40'- 0.0" V 8- 9=(-11704) 4500 20-12=(-1888) 5362 17- 7=( -946) 2576 9-10=( -5842) 2162 18- 7=(-2594) 1180 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 10-11=( -6516) 2378 18- 8=( -114) 122 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 34'- 0.0" 11-12=( -6230) 2234 8.19=(-1142) 820 12.13=( 0) 42 19- 9=( -392) 1702 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9.20=(-4962) 2222 OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1152/ 3391V -65/ 65H 5.50" 5.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. 40'- 0.0" -1152/ 3391V 0/ OH 5.50" 5.43 KDDF ( 625) Join together 2 ply with 16d Common nails staggered at 9" oc in 1 row(s) throughout 2x4 top chords, (GOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.000" @ 0'--10.0" Allowed = 0.083" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.000' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.565" @ 16'- 4.5" Allowed = 1.954" + Laterally brace to roof diaphragm. MAX TL CREEP DEFL = -1.074" @ 16'- 4.5" Allowed = 2.606' MAX LL DEFL = 0.000° @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.000" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.137" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.220' @ 39'- 6.5" 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, 5-11-11 28-00-10 5-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 2-09 �3-02-11 3-08-05 4-05 2-03-08 6-02-11 5-11-03 5-06 �2-10-15 3-00-12� Truss designed o for wind loads 320# ,,320# in the plane of the truss only. 12 6.00 V M-4x10M-x8 M-5x6 a 6.00 4 M 5x8 =M 6x4 M 4x4 0°i5" M-9x10 Q Tn-." M-1.5x4 %M-4x4 c; o o M-3x10 „..ata...__ /Qa,� + o /-`1:1 o 1 �'- '�14 15 16 17�-5 �� ...',3 o 0 0 M-6x8 M-4x10 =M-4x4 =M-10x10 0.25 20 1' M-4x10 M-3x8 0 M-3x4+ - 2.75 M-3x4+ M18HS 7x14 =M-8x8(6) M-3x4+ 12 2.751 M-3x4+ ( ) y 2-11-04� y 12 y y y y y y ?-05-0E 4-06-12 4-05 y2-00y 9-02-04 9-00-08 5-04-12 y y Oy 1p 2-05-08 11-11 2-00 23-07-08 fr 9/1 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH1 Scale: 0.1548 N pN 0 s,t. 0cl gq. WARNINGS: GENERAL NOTES,unless otherwise noted: II 'v-. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual . h®i E c Truss: AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper. G 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: BS 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(OC). ,f*"itltm!. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �! it 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .p OREGON 4/ SEQ. : 5992803 fastenem are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L, '7J ,ts ,lam design loads be applied to any component. and are for"dry condition"of use. / +9 y.. `, TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14. 2 �c`% fabrication,handling, necessary. shipment and installation of components. 7.Design assumes adequate drainage is provided. 131111A, 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center II II I II IIII VIII IIII VIII VIII I II IIITPI WTCA in BCSI,copies of which will be furnished upon request. lines coindde 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-1966(MiTek) EXPIRES:12/31/2015 IIIIII 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0' ICOND. 2: Design checked for net(-5 5sf) uplift at 24 °Oc spacing.1 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, M:M2oHS8,18HS (16 = MiTekprefix) = riepuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,M18HS,M16 = MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus Sable end detail for 4-09 4-09 complete specifications. '1 1' T 12 12 6.00[P".. Q 6.00 HM-4x4 3 co O N 2 4 co co 0 1 / //////////////////////////////////////////////////////////////////////// o M-3x4 M-3x4 y y y ), 0-10 9-06 0-10 JOB NAME : POLYGON PLAN 5-6 NH - C IScale: 0.6167 `�'S NG N ,s/' WARNINGS: GENERAL NOTES,unless otherwise noted: i ® 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual is 7.92� E " Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper ' 2.2x4 compression web bradng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. ,,+ 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at ,^' ' DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by . continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). + *,op+! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'Cr: 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. -)yOREGON (,(A SEQ. : 5992804 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, C., h u.5 TRANS I ID: 403334 design loads be applied to any component. and are for"dry condition"of use. / "<O- 2.0 ..t,. 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 cy v., fabrication,handling,shipment and installation of components. necessary. /� Lr 7.Design assumes adequate drainage is provided.necessary. ",,,, 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 II I III IIIII III I IIIII II II IIII IIII IIIITPINYTCA in BCSI,copies of which will be furnished upon request. git coincide with joint centerOnes. 9.Digits indicate size of plateteiinches. nches. 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 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 HOOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 7v(-252) 1166 3- 7=)-283) 205 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1392) 328 7- 8=( -95) 772 7- 4=(-101) 446 WEBS: 2x4 KDDF STAND 3- 4=(-1216) 326 8- 6=(-246) 1169 4- 8=(-101) 450 LOADING 4- 5=(-1218) 339 8- 5=(-287) 206 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1395) 339 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -143/ 961V -92/ 98H 5.50" 1.54 KDDF 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0" -107/ 860V 0/ OH 5.50" 1.38 KDDF ( 625) C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osf) uplift at 24 "on ssacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LLcL/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ O'--10.0" Allowed = 0.111" MAX LL DEFL = -0.037" @ 13'- 5.8" Allowed = 0.979" MAX TL CREEP DEFL = -0.075" @ 13'- 5.8" Allowed = 1.306" MAX HORIZ. LL DEFL = 0.016" @ 20'- 0.5' MAX HORIZ. TL DEFL = 0.026" @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 10-03 10-03 1 T T Design conforms to main windforce-resisting 5-03 14 4-11-02 4-11-02 5-03-14 system and components and cladding criteria. T 1' T 1' 1' Wind: 140 mph, h=21,7ft, TCOL=4.2,BCOL=6.0, ASCE 7-10, 12 12All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 Q 6.00 load duration factor=1.6, 4 Truss designed for wind loads in the plane of the truss only. t M-1.5x4 M-1.5x4 to .. / 0 L;) Cr, M O O is 7 'I a **fi O 8 M-3x4 0.25' M-3x4 M-3x4 8 M-5x6(S) y y y y 7-00-03 6-05-11 7-00-03 J• ), y 0-10 20-06 JOB NAME : POLYGON PLAN 5-B NH - D2 Scale: 0.2933 '�`( � N S, WARNINGS: GENERAL NOTES,unless otherwise noted: 43 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 zti, 702,0' L. f Truss: D2 and Warnings before construction commences. building component,Applicability of design parameters end proper L 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 bethroughout laterally braced at DES. BY: BS 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@C). w#► DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ C 4.No load should be epptied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992805 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.. � N s design loads be applied to any component. and ere for"dry conditlon"of use. / (3 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at alt supports shown.Shim or wedge If s! +�)./J, 14, V 4 fabrication,handling,shipment and installation of components. necessary. r7 R�`•"- 7.Designlaesassumes adequatedodrainage is provided.trus,and This design is furnished subject to the kmitetlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III IIII III I I III 111 Ill EllTPIM(rCA In SCSI,copies of which will be furnished upon request. lines coincide with jointain 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-1985(MiTek) EXPIRES.12/31/2015 10111111101 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR; LOAD DURATION INCREASE = 1.15 1.3.(-522) 168 1-5=(-127 422 3-5=(0) 214 2x6 KDDF#1&BTR Ti SPACED 24.0" O.C. 2.3=( 0) 0 5.4=(-123) 424 BC: 2x4 KDDF#1&BTR 3.4=(-539) 187 WEBS: 2x4 KDDF STAND LOADING 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT<= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) O'• 0.0" -382/ 424V -32/ 34H 137,50" 0.68 KDDF 625) LL = 25 PSF Ground Snow (Pg) 20'- 6.0" -68/ 417V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND. 2: Design checked for net(-5 Doff uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M•1.504 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 q BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.000° @ 11'- 0.0" Allowed = 0.083° vertical members (uon), AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = 0.000' @ 11'- 0.0" Allowed = 0.111" Connector plate prefix designators: MAX TL CREEP DEFL = -0.012" @ 15'- 9.0" Allowed = 0.572' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Refer to CompuTrus standard MAX TC PANEL LL DEFL = 0.007' @ 13'• 2.0' Allowed = 0.291" t M,M2OHS,M18HS,M16 = MiTek MT series gable end detail for complete MAX HORIZ. LL DEFL = 0.003" @ 20'- 0.5" Specifications. MAX HORIZ. TL DEFL = 0.005" @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 10-03 10-03 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-03 1-06 4-09 load duration factor=1.6, Truss designed for wind loads 12 =M-4x4+ 12 in the plane of the truss only. 6.000 Q6"00 M-4x6- Lo 0 n + + M-3x4+ ., - 0 1 co Ni- .41 -- 5 -,-4o O O M-3x6 y M-1.5x4 M-3x4 y M-3x6(S) y 11-05-08 y ). 15-09 4-09 ), y y 0-10 20-06 JOB NAME : POLYGON PLAN 5-B NH - D1 scale: 0.2992 � �N ° s,�AA� WARNINGS: GENERAL NOTES,unless otherwise noted: j "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 {w 1..•92 IiI. E I-- Truss: . Tru$S: D1 and Warnings before construction commences. building component.Applicability of design parameters and properLGG 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsiMity of the building designer. " 3.Additional temporary bracing to insure stability during construction 2. 'Design assumes the to' p and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2o.c.and at 10o.c.respectively unless braced throughout their length by DATE: 7/11/2014 responsibilitybudding designer. continuous sheathing such as plywood uireding(TCsand/ordrywall(BC). /wt� the overall structure is the res onsibili of the 3.2x Impact bridging or lateral bracing required where shown++ SSEQ. : + 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 E Q. : 5992806 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 2p',% i_.& .1 q rr�� design loads be applied to any component. and are for"dry condition"of use. ,,rr .Q TRANS I D: t}03334 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 AO Y 14, N. fabrication,handling,shipment and installation of components. necessary. �t_ R (i. 7.Design assumes adequate drainage is provided. ,Y! 1..N 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 II II VIII III I IIII IIII II IIII IIII TPIM?CA in SCSI,copies of which will be furnished upon request. Digitsit coincidentwith joint ate Inr lines. 9.linesindicate size of plate In inches. CC MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1110 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.5=(-40) 429 5.3=(0) 265 BC: 2x4 KDOF #I&BTR SPACED 24.0° O.C. 2.3=(-574) 113 5-4=(-40) 429 WEBS: 2x4 KDDF STAND 3.4=(-573) 124 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) OVERHANGS: 10.0" 0.0" 0'- 0.0" -96/ 594V -50/ 57H 5.50' 0.95 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 11'- 8.0" -58/ 489V 0/ OH 5.50" 0.78 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc soacing.I C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.026' @ 8'- 6.3' Allowed = 0.383" MAX TC PANEL TL DEFL = 0.075' @ 8'- 6.3" Allowed = 0.575" MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5" 5-10 5-10 MAX HORIZ. TL DEFL = 0.006" @ 11'- 2.5' j 12 12 NOTIGN EXCEEDU1ES 19%ATITIMEEOFONTENT MANUFACTTURE. 6.00 HM-4x4 ' 6.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. /- 3 i..,4. 1E41114 Wind: 140 mph, h=20.eft, TCDL=4.2,BCDL=6.0, ASCE 7-10; (old 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. 0 co c3 co M ill M om #111111 -/o� cl- o� 5 4 -/C? C7 xx O M-3x4 M-1.5x4 M-3x4 y y ), 5-10 5-10 J., y ), 0-10 11-08 JOB NAME : POLYGON PLAN 5-B NH - E2 Scale: 0.4999 ��.0) P s,, 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 4w '.'!j $10 E q" Truss: C E2 and Warnings before construction commences. building component.Applicability of design parameters and proper incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, AfOriee''' 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2 o.c.and at 10'o.c.respectively unless braced throughout their length by r is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,„.+^ !. != DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M 4C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. S7 A-OREGON Il/ SEQ. : 5992807 fasteners are complete and at no time should any bnon- corrosive greater than 5.Design assumes trusses are to be used in a environment, L ,',. " pp�]��]]A design loads be applied to any component and are for"dry condition"of use. I'/�� '7 y' 2,0 �- TRANS I D: 4033.J 4 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 AI 14 necessary. '✓f t1V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r7 R 1 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 IIIIII II I VIII VIII VIII VIII VIII III IIIITPI WTCA in SCSI,copies of which will be furnished upon request. lines coincide with jointfp center lines. 9.Digits oinnsidt size olctIn liinnes. 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 IIIIIIIIIII1II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" [COND. 2: Design checked for net(-5 pail uplift at 24 "pc spacing.) TC: 2x4 KDDF H1&8TR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,Wind: 140 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Incmph, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to equal typical et stud verticals. Refer to CompuTrus gable end detail for 5-10 5-10 complete specifications. T T 1. 12 12 6.00 1 .. TIM-4x4 4 6.00 3 I co O CO O CO 2 4 C7 M O/— —/O O O � 1 //////////////////////////////////////////////////////////////////////////////////////////// 5 oo M-3x4 M-3x4 ), y y y 0-10 11-08 0-10 JOB NAME : POLYGON PLAN 5-B NH El Scale: 0.5949 �� OPE- " N 61A� WARNINGS: GENERAL NOTES,unless otherwise noted: "V 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Cry !f ca 2�0 E tom-' Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper �,�,r' 2.2x4 compression web blaring must be installed where shown+, incorporation of component is the responsibility of the building designer. ..I" 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at Imo" DES. BY: BS 2'o.c,and at 10'o.c,respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d 11 BC. "ilm.- DATE: 7/11/2014 responsibility g g Impactbridging or Pv 9 q 9(r s mom( ) the overall structure is the res onsibili of the building designer. 3.2x brit in lateral brads required where shown++ ift 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 W SEQ. : 5992808 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, \t design loads be applied to any component and are for"dry condition"of use. / *IP fd -4... TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, Q` fabrication,handling,shipment and installation of components. ne sign asscessary. ' R A�S, '�} 7.Design assumes adequate drainage ce is provided. 4 :0 410, 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 IHIM111111111111111 I III II IIIITPINYTCA in BCSI,copies of which will be famished upon request. lines coincide with joint center Anes. 9.Digits indicate size of plate in inches. MiTek USA,InC./CompUTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6.00.00 GIRDER SUPPORTING 20-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(•125) 101 1-4=(-54) 72 2-4=(-187) 169 BC: 2x8 KDDF #1&BTR 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 231.2)+DL) 177.2)= 408.5 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -304/ 1451V -41/ 104H 5.50" 2.32 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -302/ 1384V 0/ OH 5.50" 2.21 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICON. 2: Design checked for net(-5 Psf) uplift at 24 "oc spacing,] ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097' @ 3'- 0.5' Allowed = 0.484' M,M20HS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" - 1' 1' MAX HORIZ. TL DEFL = 0.000' @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5x4 Design conforms to main windforce-resisting 3 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), 1111111111 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co 0 o oo co �� JI '' ._ ** 4 co M-5x16 M-3x10 J, J, y 5-08-04 0-03-12 ), 1, 6-00 JOB NAME : POLYGON PLAN 5-B NH - F1 -GIRD Scale: 0.5462 �S;(RUGINE s,41. 2q_ WARNINGS: GENERAL NOTES,unless otherwise noted: -w'9 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and Is for an individual C,t� .(�!�i { Truss: Fl -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 stability during construction 2.Design assumes the top and bottom chords to be laterally braced at >w DES. BY: BS2'ac.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 plywood (g 14/ sng sheathing(TC)s shown drywall(BC). v�rr DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � � 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. p OEGO� SEQ. : 5992809 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 ,(* design loads be applied to any component and are for"dry condition"of use. / '4 j," rLQ ..�,,. TRANS I D: 403334 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 D1 �* necessary. signass � )��' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center Ill II T IIIII 1E IIII IIII 1111111111111 TPIMlTCA in BCSI,copies of which will be furnished upon request. git coincidentwith joint tecenter 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(Wel() EXPIRES:12/31/2015 IIIIII 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 11-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-125) 101 1-4=)-54) 72 2-4=)-187) 169 BC: 2x8 KDDF (11&BTR 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 120.8)+DL( 102.2)= 223.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -170/ 881V -41/ 104H 5.50" 1.41 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' -175/ 841V 0/ OH 5.50" 1.35 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. 'COND. 2: Design checked for net(-5 osfl uplift at 24 "Pc spacing.' specs.** For hanger s . - See approvedplans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 9 P pP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed = 0.484" M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 V NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5x4 Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 load Heights),duration Entor=l.,Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. m 0 v o t7 co 1� �I o/- �_ 4 ! M-5x16 M-3x10 ** /, y 5-08-04 0-03-12 ), 6-00 „ 0 PROpk. JOB NAME : POLYGON PLAN 5-B NH - F2-GIRD Scale: 0.5462 � � N s, , WARNINGS: GENERAL NOTES,unless otherwise noted: ri) 0 „Sy 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual _......,:d_ { Truss: F2-GIRD 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. 4 + 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS2'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 plywood sheathing(TC)and/or d ll BC. . 410UPPP DATE: 7/11/2014the overall structure Is the responsibilityof the building designer. 3.2x Impact bridging d9i9 or lateral bracing required where shown++. r .- G o 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. "31OREGON ItJ SEQ. : 599201 0 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosiveL environment, „ �' N(> A design loads be applied to any component and are for"dry condition"of use. �+" � r�0 ..�„ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If © 4 `y fabrication,handling, necessary. /A.1._ -R R Itl✓L shipment and installation of components. 7, necessary.ss assumes adequate drainage Is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located an both faces of truss,and placed so their center IIIIII IIII VIII III IIII VIII IIID IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with jointain 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 III HI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.9" ICOND, 2; Design checked for net(-5 psfl uplift at 24 'pc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF H16BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE, IC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10,0 PSF Connector plate prefix designators: TOTAL LOAD = 42,0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, M M2 HS,I18HS (16 no iTkprefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP M-1x2 or equal typical at stud verticals, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 4-04-08 4-04-07 complete specifications. T T T 12 12 6.00[7'. \1 6,00 11M-4x4 / 3 r-- C:) m O N 4 M M O/— —/O 7 c. /— p� 1 ////////////////////////�/////////////////////////////////////////// O M-3x4 M-3x4 y y y 0-10 8-08-15 JOB NAME : POLYGON PLAN 5-B NH - G1 Scale: 0.6079 sktp• N of WARNINGS: GENERAL NOTES,unless otherwise noted: G. „„ G1 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®! E r" Truss: G 1 and Warnings before construction commences. building component.Applicability of design parameters and proper " 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'Sc..respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathin C and/or d wall C. Pry sheathing(TC)s ry (e ) .pies• DATE• 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ w (� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -s, Ai OREGONLi, SEQ. : 599281 1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4,,, "l �t" A, TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. / ='y- r�Q .�.,, 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If © 14, P fabrication,handling, necessary.sass 44r , A i 1-�'� shipment and installation of components. 7.Designign assumes adequate drainage Is provided. 6.This design is famished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II(IIII II I VIII II II(IIII III IIIITPIMlrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size offplate 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 • I11IIIIIIII11I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-63) 29 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 14.2' 0.0° TOTAL LOAD = 42.0 PSF 0'- 0.0° -77/ 404V 0/ 66H 5.50" 0.65 KDDF ( 625) , 5'- 0.2" 0/ 64V 0/ OH 5.50' 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -58/ 140V 0/ OH 1,50" 0.22 KDDF ( 625) 1 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.005" @ -1'- 2.2" Allowed = 0.119' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.005" @ -1'- 2.2" Allowed = 0.158' MAX TC PANEL LL DEFL = 0.037" @ 3'- 2.1" Allowed = 0.303" MAX TC PANEL TL DEFL = -0.046" @ 3'- 0.0" Allowed = 0.454" MAX HORIZ. LL DEFL = -0.000" @ 5'- 2.2" 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 2.2" 4.00 I ".. 3 -/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting fr system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, ,r) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, o Truss designed for wind loads o in the plane of the truss only, N M-3x4 rn/- D o� 1 2 4->-<.. J, J' y 1-02-04 'PROVIDE FULL BEARING:Jts:2.4.3I 5-03 JOB NAME : POLYGON PLAN 5-B NH - G3 Scala: 0.7536 .,;‹, iN s, WARNINGS: GENERAL NOTES,unless otherwise noted: "v �± 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual lr� 7,,'92±i E Truss: G3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.end at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). _,.06 fir* , ' ' "PP DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 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. OREGON. 4' S E Q ld any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: 403334 � `11), .11h �] A design loads be applied to any component. and are for"dry condition"of use. �. 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 2, <�, fabrication,handling,shipment and installation of components. Designneessary. J� V 7. latesassumes adequate ne othifac drainage is provided,us,a " R10- 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 IIII II II VIII VIII VIII VIII VIII III'IIITPI WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint centerlines. 9.Digits indicate size of plateteIinches. nches. 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 101 I III III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' IC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF g1$BTA SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C, ,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B,M,M2OHS,M18HS,M16MWFRS(Dir),= MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus sable end detail for complete specifications. 12 4.00 3 0 0 N .-f0 Ili 0 �' 1oiiird _ """" �""""""""""""i 4 M-3x4 y y y 1-02-04 5-03 t OPe JOB NAME : POLYGON PLAN 5-6 NH - G2 Scale: 0.7728 N> CP WARNINGS: GENERAL NOTES,unless otherwise noted 1.17 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en Individual !w !1"2.` E t-` Truss: G2 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: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(f'C)and/or drywall(BC). !' 'tea DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 4r 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON �l/ SEQ. : 5992813 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �fx design loads be applied to any component and are for"dry condition"of use. i' '�. rLQ ..fr. TRANS I D: 403334 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 Q�I 14, fabrication,handling, necessary. ' ' ' k'Z shipment and installation of components. 7.Design assumes adequate drainage is provided. RAIL. 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IIII 11 11 II II 111 1111 IIIII III 1111 IIII TPINJfCA in SCSI,copies of which will be furnished upon request. lines coindde with joint center Pries. Di 9.Digits Indicate size of platete inches. nches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(Welt) EXPIRES'12/31/2015 re �'r zi� IiiI��1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-94) 79 1.4=(-44) 58 2-4=(-233) 166 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-10) 4 WEBS: 2x4 KDDF STAND LOADING IC 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" -34/ 292V -30/ 80H 4.00" 0.47 KDDF ( 625) Connector plate prefix designators: 7'- 1.5" -37/ 307V 0/ OH 5.50" 0.49 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL )GOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing,) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.152" @ 3'- 5.5" Allowed = 0.408' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0,202" @ 3'- 5.7" Allowed = 0.612" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 6'- 7.7° 6-07-12 0-05-12 MAX HORIZ. TL DEFL = 0.000" @ 6'- 7.7" T , 1' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.00 D NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. M 1.5x4 3 Wind: (AllmHei Heights), Enclosed,2Cat.2, EOp B, MWFRS)Dir), 2 load duration factor=l,6, Truss designed for wind loads .......iiiiiiiiiiiiii LIII in the plane of the truss only. LO 00 0 N r-- a,,,, v1 os 1 ►a _�4 M-3x4 M-1.5x4 y ) ), 6-07-12 0-05-12 J., y 7-01-08 JOB NAME : POLYGON PLAN 5-6 NH - G4 Scale: 0.5588 < N 6r0,,,gp_� WARNINGS: GENERAL NOTES,unless otherwise noted: �5 "51 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual ..!"!,i g .7 A® E {- Truss: G4 and Wamings 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• BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by `mss` is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f tllrr!> DATE: 7/11/2014 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. -n OREGON ((f SEQ. : 5992814 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,. >\t% .t design loads be applied to any component. and are for"drycondition" full b bearing of use. / 'QE' 24 P4' TRANS I D: 403334 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 , tyt_ fabrication,handling,shipment and installation of components. necessary. /� V 7.Design assumes adequate drainage Is provided, R R 10,- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I II IIII II I VIII II II I III IIII IIIITPINJlCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size offplate 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 11E 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main win dforce-resisting 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 system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,Wind: 140 C,CN,C18,CN18 (or no prefix) = CompuTrus, Incmph, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 2 4.00 Lf) di 10 O N 1 0 crO11111 3 M-3x4 y y 5-01-08 Ropt JOB NAME : POLYGON PLAN 5-6 NH - G5 Scale: Q.B25B �°a<< N�"N ss WARNINGS: GENERAL NOTES,unless otherwise noted: r51 'v 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual �� .7 ; 1-- Truss: -^' Truss: G5 and Warnings before construction commences. building component.Applicability of design parameters and proper " 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibiity of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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 all C. dAfrr! AOPPW DATE: 7/11/2014 etT s m �e ) ` the overall structure is the responsibility of the building designer. 3.2x.impact bridging or lateral bracing required where shown++ Aigie,(e,,,o,, 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -yy OREGON 4f SEQ. : 5 992815 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" ,,>k A. design loads be applied to any component. and are for"dry condition"of use. }+ fl .�.., TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © } �Y necessary. �A'ti fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. �,. 6.This design is furnished subject to the[imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII III I VIII VIII VIII I II III) TPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center fines. 9.Digits indicate size offplate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.8=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-366) 181 3-4=(-259) 116 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-189) 85 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-105) 55 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -42) 19 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -78/ 340H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625) 5'- 11.2" -169/ 346V 0/ OH 1.50" 0.44 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.2" -118/ 231V 0/ OH 1.50' 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -134/ 272V 0/ OH 1.50' 0.35 KDDF ( 625) 17'- 11.2" -107/ 214V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 10.9' -16/ 33V 0/ OH 1.50' 0.05 KDDF ( 625) )GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 7-09-12 12-01-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T 1' 7" -/ MAX TLMCREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.031" @ 2'- 11.9" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 6 MAX HORIZ. LL DEFL = -0.007" @ 19'- 10.2" AMAX HORIZ. TL DEFL = -0.007" @ 19'- 10.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 5 Design conforms to main windforce-resisting 6.0017system and components and cladding criteria. f: Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, 4 Truss designed for wind loads o in the plane of the truss only. M-3x6(S) r., o • T 3 (j M O 4 1 .. ... 8 x -/ 8 M-3x4 J,-JL-- J, ), 0-10 6-00 13-10-15 1PROVIDE FULL BFARING;Jts:2.8.3.4,5,6.7) JOB NAME : POLYGON PLAN 5-B NH - J10 Scale: 0.2814 c.` ope �� " :0 WARNINGS: GENERAL NOTES,unless otherwise noted C? '.Sy 1.Bulkier and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual .92.w E r Truss: J 1 0 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web braving 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• BS 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). r ,• 19101."DATE 7/11/2014 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral braving required where shown++ E (r 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 ((c SEQ. : 5992816 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,. we Ak" AA. design loads be applied to any component. and are for"dry condition"of use. / -'9 y rLQ .�„ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 14, i. fabrication,handling, necessary. °R A shipment and Installation of components. 7,Design assumes adequate drainage is provided. r'7 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII II II VIII III I I III VIII III I IIII IIIITPIM?CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/RDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-327) 162 3-4v(-220) 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-154) 70 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -69) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -23/ 352V -69/ 301H 5.50' 0.56 KDDF 625 M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -168/ 347V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -113/ 224V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -144/ 295V 0/ OH 1.50' 0.38 KDDF 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -51/ 104V 0/ OH 1.50' 0.17 KDDF ( 625) 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' 7-09-12 10-01-15 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" T f 6/ MAX TC PANEL LL DEFL = 0.030" @ 3'- 7.4" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.005' @ 17'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 17'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 5 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=l.6, Truss designed for wind loads v in the plane of the truss only. M-3x6(S) ,, o ri co 0 o 1 yam- 7,S -/ CD M-3x4 ), y y y 0-10 6-00 11-11-11 'PROVIDE FULL BEARING:Jts:2.7.3,4,5.6) JOB NAME : POLYGON PLAN 5-B NH - J9 Scale: 0.3077 �5�� Osl WARNINGS: GENERAL NOTES,unless otherwise noted: GINE( -�.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 ['' •(��i`, . r^ Truss: J9 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. j// 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ✓ .r�" - DES. BY: BS T o.c.and at to'o.c.respectively unless braced throughout their le th by �,�^. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). ,w111/P! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ w! to C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -, OREGON `o SEQ. : 5 99281 7 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L,. ?7 atx .*- design loads be applied to any component. 5. and are for"dry condition'of use. e. ts , TRANS I D: 403334 CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if / .11** �y© 1i10,, T necessary. R A I L�'Q� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I)II'III I'I I VIII'III'III'III'IIITPINJTCA in SCSI,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 IB I IIII��I This design prepared from computer input by iii PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 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) 42 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-287) 142 3.4=(-184) 79 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=(-108) 58 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=( -44) 20 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -23/ 353V -61/ 265H 5.50° 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -162/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -119/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -108/ 226V 0/ OH 1.50" 0.29 KDDF ( 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -15/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) (COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 6 MAX TC PANEL LL DEFL = 0.031" @ 3'- 7.4" Allowed = 0.397" -- MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596° MAX HORIZ. LL DEFL = -0.004" @ 15'- 10.9" 5 MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES • NOT EXCEED 19%AT TIME OF MANUFACTURE. 1Z Design conforms to main windforce-resisting 6.00 V system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i1 load duration factor=1.6, ' Truss designed for wind loads o in the plane of the truss only. co 3 it CO 0 o 1 rilaliMIMMEIMIMMM o M-3x4 J‘ ), ,J, y 0-10 6-00 9-11-11 Ir I ., r ' , JOB NAME : POLYGON PLAN 5-6 NH - J8 Scale: 0.3315 `C SINE' ts WARNINGS: GENERAL NOTES,unless otherwise noted: I . O 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 7g2r; . Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.21(4 compression web breang must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabikty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional 2'Sc..and at 10'o.c,respectively unless braced throughout their length by r�rr po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). ' 6000'"" DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992818 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. v lit" „rte/ design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 403334 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 ..''641;;111;X°::1 '� �� 1 q 2��P1' fabrication,handling,shipment and installation of components. necessary. 7.Passumes adequate thiface is provided. '� f4�„ 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 IIIIII II II VIII IIII VIII IIII VIII III IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 IIIII III IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 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) 42 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-246) 122 3-4=(-148) 61 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -67) 31 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -24/ 353V -53/ 231H 5.50' 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CampuTrus, Inc 5'- 9.2' 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -155/ 338V 0/ OH 1.50' 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -129/ 265V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7' -51/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' :EERLTITCLALDEDFELF:EC.::::2L.I:ITS::::/.29:0,A::::::LL=L/240, TL=L/180 AX LL DEFL 1" 0'--10.0" Allowed = 0.083" MAX TLCREEP DEFL - 1" 0'--10.0" Allowed = 0.111" MAX TC PAEL LL DEFL 1' 3'- 7.4' Allowed = 0.397' 5 MAX TC PA2'- 11.9' Allowed = 0.596" 0 MAX HORIZ. LL DEFL = -0.003" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19N AT TIME OF MANUFACTURE. 6.00 12 4 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads v in the plane of the truss only. 0 3 N. 0 M Cr O1 6., -/ M-3x4 y y y y 0-10 6-00 7-11-11 •;1 I 1; 1 JOB NAME : POLYGON PLAN 5-B NH - J7 Scale: Q.3795 �5�eRs��PR sr f WARNINGS: GENERAL NOTES,unless otherwise noted: �? 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 en Individual C,f ±92® 'vsS E r" Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper Z.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responslbiSty 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: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length 60101 continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). aft- DATE• 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (Z SEQ. : /� 4.No load should be applied to any component until after ail bracing and 4.Installation of truss is the responsibility of the respective contractor. 'f7 g_OREGON L S E Q" : 5 992819 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive 4.- ', IN orrosive environment, fit} q 4�]d design loads be applied to any component. and are for"dry condition"of use. / "Qy' V) +4 TRANS I D: 4OJ.734 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 A- 14, necessary. '✓ ' 5 fabrication,handling,shipment and installation of components. 7•Design assumes adequate drainage is provided. R I I L. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIII VIII VIII III I VIII 11 VIII Ell TPIMfrCA in!SCSI,copies of which w 11 be furnished upon request. Digit coincideIntwith joint anr lines. 9.Digits Indicate size of plate In Inches. MITekUSA,InC./COrnpUTrusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 H I ill 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 #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-6=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-208) 105 3.4=(-102) 46 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -38) 18 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42,0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 352V -45/ 198H 5.50" 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -159/ 354V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -92/ 187V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.7" -19/ 46V 0/ OH 1.50" 0.07 UDE ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for nett-5 psfl uplift at 24 "pc soacing.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 01--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 01--10.0" Allowed = 0.111" 5 MAX TC PANEL LL DEFL = -0.030" @ 2'- 11.9" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596° 0 MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9' 12 4�( 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. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=l.6, 3 e. Truss designed for wind loads o in the plane of the truss only. 0 0 CO O/- CY jai O/- 16,---:----4 -/ O M-3x4 , ), y y 0-10 6-00 5-11-11 [PROVIDE FULL BEARING:Jts:2.6.3.4.51 JOB NAME : POLYGON PLAN 5-B NH - J6 Scale: G.4200 `� R�GINE(...--%PA- WARNINGS: GENERAL NOTES,unless otherwise noted: 45) .7 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 _.,,,L•402`. E r 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: BS 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). ...,,, ,,,11m! AVM' DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v v 4 O C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON J, S E , bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �4.. 'l1 TRANS I D: 403334 �� W design loads be applied to any component. and are for"dry condition"of use. / '9 y ,�(� ..1 5.CompuTrus has no control over and assumes no responsib lily for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 4, �A fabrication,hendli necessary. /� ff ng,shipment and Installation of components. 7.Design assumes adequate drainage is provided. "' ,� 1 ,�,,. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center [III II II 11 I III 111 [IIII[III II I III TPI/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./COrnpUTrusSoftware 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11 (IIIIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-5=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2.3=(-170) 99 3.4=( -76) 34 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 350V -37/ 166H 5.50" 0.56 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" -164/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083° MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.028" @ 3'- 4.9" Allowed = 0.397" 4 MAX TC PANEL TL DEFL = -0.048" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" 12 �) MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9' 6.00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, V' Truss designed for wind loads CD in the plane of the truss only. LC) CO CD ' ti O/- 1 5t►� -/ 0 M-3x4 ,k ) > 1, 0-10 6-00 3-11-11 [PROVIDE FULL BEARING;Jts:2.5.3.4I JOB NAME : POLYGON PLAN 5-B NH - J5Scale: 0.4887 `��`',i10PROFe 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 tw .92 0$ E r T r it S S: J5 end Wamings 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. ..I` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at l � DES. BY: BS is the responsibility of the erector 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � /' ,- DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v-.- yl (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 1(/ SEQ. : 5992821 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ,C. "'1 �b ,k design loads be applied to any component. and are for"dry condition"of use. / 7 y ' r�0 .1(... TRANS I D: 403334 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 Al 14 ,' fabrication,handl( necessary. '✓7p y ng,shipment and installation of components. 7,Design assumes adequate drainage is provided. rl I 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 (IIII IIII VIII IIII IIII VIII(IIII I II IIIITPI/WiCA 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(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP(RES:12/31/2015 1111111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-5=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0° O.C. 2-3=(.126) 92 3.4=( -64) 25 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -24/ 353V -29/ 135H 5.50" 0.57 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -142/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) M,M2OHS,M16HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF 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/160 MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001° @ 0'--10.0" Allowed = 0.111" 12 4 ---/ MAX TC PANEL LL DEFL = 0.047" @ 2'- 9.3" Allowed = 0.397' MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 6.00 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9' 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 199;AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting ') system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, v Truss designed for wind loads in the plane of the truss only. M O/___ oA- -y 1 • 5 M-3x4 i y y y 0-10 6-00 (PROVIDE FULL BEARING:Jts:2.5.3.4) 1-11-11 JOB NAME : POLYGON PLAN 5-B NH - J4Scale: D.5653 ,<(, s/0 WARNINGS: GENERAL NOTES,unless otherwise noted [- .7 er .1 1.Buildand erection contractor should be advised of all General Nates 1.This design Is based only upon the parameters shown and is for an individual Qw t 992.w E 1-" Truss: J 4 and Wamings 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 responsibiBty 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: BS2'o.c,and at 10'o,c,respectively unless braced throughout their length by is the responsibility of the erector.Addibonal permanent bracing of continuous sheathingsuch as plywood sheathln C and/or d )g rg�ar. PY 9(r s rywall(SC). DATE' 7/11/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown+. (Z' 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 Ay OREGON toSEQ. : 5 992822 fasteners are complete and at no time should any b .4ads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, "if �t" A .t .t design loads be applied to any component. Des gre fsr"dry full bearing of t a. /, 4k 14 '40 s;.., TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full baa ng at all supports shown.Shim or wedge if F' nesessary. /4�� ( r fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the!irritations set forth by a.Plates shall be located on both faces of truss,end placed so their center II II I II II II III I VIII II i III III III TPINJTCA in BCSI,copies of which will be furnished upon request. git coincide with jointaIn che. 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 HMI 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 k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O,C. 2-3=(-96) 68 TC LATERAL SUPPORT <= 12°OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 379V -22/ 104H 5.50" 0.61 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' -69/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(•5 nsf) uplift at 24 "ox spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0,001" @ 0'--10.0" Allowed = 0.111" 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 1 - DESIGN ASSUMES MOISTURE CONTENT DOES 3 ., NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting "iiiii system and components and cladding criteria. I 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. v 0 co m o,,,_ v Ili o� 1 411114 -/ M-3x4 y y y 0-10 'PROVIDE FULL BEARING:Jts:2,4,31 6-00 ROpe JOB NAME : POLYGON PLAN 5-B NH - J3 Scale: 0.5843 ��. GN �s, WARNINGS: GENERAL NOTES,unless otherwise noted: �(//hrf 1.Bulkier 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 �w •7G�.® E Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibiity 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 le h by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheethin C and/or d g!! ngg(T ) rywall(BC). DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i e (� 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractors OREGON Ii SEQ. : 5992823 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L" 4 �tx ,� TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"at use. / y rLQ 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) 14, �`, necessary. A :111,A.- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIII 11 11 IIIII ICH 111111111111111TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Pries. 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) EXP)RES:12/31/2015 IIIIIIIIIIIII 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) 42 2-40(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-63) 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 SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 321V -14/ 73H 5.50' 0.51 KDDF ( 625) 3'- 10.9" -99/ 114V 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 0sf1 uplift at 24 "oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOF MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 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" MAX BC PANEL TL DEFL = -0.034' @ 3'- 1.4" Allowed = 0.333" MAX BC PANEL TL DEFL = -0.004" @ 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" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 3 -/ 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads d• in the plane of the truss only. O N 03 O/- V 111 p� 1 ►� ►14 M-3x4 * * y 0-10 'PROVIDE FULL BEARING:Jts:2,3,41 6-00 JOB NAME : POLYGON PLAN 5-B NH - J2 Scale: 0.6394 NE ,s, WARNINGS: GENERAL NOTES,unless otherwise noted: 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 C� !44: 1011 G E ,1-" Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper yp 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to bethroughout laterally braced at ,�/' 2'o.c.and at 10'o.c.respectively unless braced throughout their length by fir"" DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d wall BC. tea! DATE: 7/11/2014 pw+e 9(T ) n t ) 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. qi OREGON fit/ SEQ. : 5 992824 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 A, fk design loads be applied to any component. and are for"dry condition"of use. n4 'q1'` 2° 4 TRANS I D: 403334 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 © 14, t�F3i fabrication,handling,shipment and installation of components. necessary. •R R` Sr 7.Design assumes adequate drainage Is provided. 0 N.• 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 II VIII VIII 1111111111 IIII IIII IIII TPI WfCA in BCSI,copies of which will be furnished upon request. flogs coincide with joint center hes. Digits indicate size offplate 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 III) IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 42 2.4=(0) 0 BC: 2x4 KDDF M18BTR SPACED 24.0" O.C. 2-3=(-35) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 10.9" -108/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for nett-5 psft UDlift at 24 "ox spacinq.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" '1' '' MAX TC PANEL LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.003° @ 1'- 1,5" Allowed = 0.145" 12 MAX BC PANEL LL DEFL = 0.005" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 6.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ 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 0N in the plane of the truss only. O cr o O./- a 111 O O� 1 21� 1I4 M-3x4 y y 0-10 (PROVIDE FULL BEARING:Jts:2.3,41 6-00 JOB NAME : POLYGON PLAN 5-6 NH - J 1Sale: 0.7144 ,c 'v NGINE s,�, ty 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 en individual ��/ .92*$ E 9{,. Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibitty 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: BS 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). ,ilmr!= DATE: 7/11/2014 the overall structure Is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. IPOREGON ((/ SEQ. : 5992825 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, +f, >h`yA design loads be applied to any component and are for"dry condition"of use. ,+' +:Qpr (� l' TRANS I D: 403334 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 /4, �[ fabrication,handling,shipment and installation of components. necessary. / � 7.Designlatesassumes adequate ne dthi face is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 111111311111111111 IIII III'IIII IIII(IIII II I(IIII IIII IIII TPI WTCA in BCS(,copies of which will be furnished upon request. lines coincide with JointaIn 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 111111 II I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2.1 0) 42 2- 8=( -97) 190 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-257) 48 7- 9=(-158) 297 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-224) 105 3- 9=(-308) 164 LONDIOG 4- 5=(-153) 67 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -68) 32 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -29/ 351V -53/ 231H 5.50" 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 127V 0/ OH 5.50" 0.20 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -120/ 259V 0/ OH 1.50' 0.33 KDDF ( 625) 9'- 10.9" -137/ 286V 0/ OH 1.50' 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.7" -50/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (GOND, 2: Design checked far net(-5 soft uplift at 24 'ac spacing.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.254" 13-11-11 MAX TL CREEP DEFL = -0.015" @ 2'- 3.8' Allowed = 0.339" MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3' s . MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" 8 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, p (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, co Truss designed for wind loads v o in the plane of the truss only. 0 - co M-4x6 M-3x4 �`� oo e 9 o . M-3x4 0 o N o C1- M-3x4 M-1.5x4 N y y J' * 2-03-12 2-10-08 0-09-12 * * r r 0 10* 2-05-08 r 11-06-03 b 6-00 7-11-11 (PROVIDE FULL BEARING;Jts:2,9,4,5,6( JOB NAME : POLYGON PLAN 5-B NH - J7C Scale: 0.3025 <0 (6,GINE ,,,,�q� WARNINGS: GENERAL NOTES,unless otherwise noted: "vim 1.Builder and erection contractor should be advised of aii General Notes 1.This design is based only upon the parameters shown and is for an individual dl t12011.57 -E 1-' Truss: J 7C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ' P dY P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,.+ !> OPP rt DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ �I 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. 1 OREGON !,/j SEQ. : 5992826 fasteners are complete and at no time should any loads greater than 0.Design assumes trusses are to be used in a noncorrosive environment, ,L Z� ht A design Toads be applied to any component. and are for"dry condition"of use, < 'Q (} . " TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 fabrication,handling,shipment and installation of components. necessary. /4Ln .+ 7.Design assumes adequate drainage is provided. A n 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 IIIIII(IIII(IIII III(IIII(IIII III IIII IIITPINVTCA in BCSI,copies of which will be furnished upon request. git coincide with joint center Iinches. n lines. 9.Digits indicate size of n MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP(RES:12/31/2015 IIIIIIIIIIIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=(-102) 178 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24,0" 0,C, 2- 3=(-245) 43 7- 9=(-165) 278 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-213) 71 3- 9=(-289) 171 TC LATERAL SUPPORT <= 12'OC. UON. LONDIOG 5- 6=( 770 BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.N) ON TOP CHORD = 32.0 PSF (-101)) DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 24.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -27/ 356V -39/ 215H 5.50° 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 122V 0/ OH 5.50' 0.20 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -136/ 299V 0/ OH 1.50' 0.38 KOOF ( 625) 9'- 11.7' -183/ 405V 0/ OH 1.50" 0,52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083• MAX TL CREEP DEFL = -0.001" @ 0'--10.0° Allowed = 0.111" MAX LL DEFL = 0.009" @ 2'- 3.8' Allowed = 0.254• 11 11 11 MAX TL CREEP DEFL = -0.014" @ 2'- 3.8' Allowed = 0.339' MAX LL DEFL = 0.042" @ 11'- 11.7' Allowed = 0.200' T I MAX TL CREEP DEFL = -0.048" @ 11'- 11.7• Allowed = 0.267' MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19k AT TIME OF MANUFACTURE. 6.00' Design conforms to main windforce-resisting system and components and cladding criteria. m Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o- Truss designed for wind loads cp y ,n in the plane of the truss only. M-4x6 M M 3x4 iiiiimm c 9B 5x4 _ o -/ m s ► o M-3x4 M-1. w 8 0 0 M-3x4 k k k 1, 2-03-12 2-10-08 0-09-12 k k k 1. OFe 0-107 2-05-08 k 9-06-03 k 6-00 5-11-11 'PROVIDE FULL BEARING:Jts:2,9,4.5' JOB NAME : POLYGON PLAN 5-B NH - J6C Scale: 0.3429 <(.. 4., WARNINGS: GENERAL NOTES,unless otherwise notedco �• 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 4 'I .92;® E Truss: J6C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.254 compression web bracing must be Installed where shown+. Incorporation of component Is theresponsibitity 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: BS 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). Am! W DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ w Cr I1 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. -Ss' OREGON ( SE Q bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �• ',,, 1 TRANS I D: 403334 4` design loads be applied to any component. and are for"dry dig n"of use. <Q 1,. 2� ..L. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14,, �t, fabrication,handling, ne / R R RA,- shipment and installation of components. 7.Dessessary.ign 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 11111111111111 IIII IIITPINYTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111111 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 k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.7=( -69) 178 7.6=( 0) 18 BC: 2x4 KDDF @1&BTR SPACED 24.0" O.C. 2.3=(-245) 43 6-8=(•114) 278 6.3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-153) 71 3.8=(-289) 118 LOADING 4-5=( -70) 32 IC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -27/ 347V -37/ 166H 5.50" 0.55 KDDF ( 625) Connector plate prefix designators: 5'- 2.3' 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9' -138/ 301V 0/ OH 1.50" 0.39 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -49/ 103V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 oaf) uplift at 24 'oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'•-10.0" Allowed = 0.111" MAX LL DEFL = -0.007" @ 2'- 3.8' Allowed = 0.254" MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" 9-11-11 MAX HORIZ. LL DEFL = -0.005' @ 5'- 2.3" T >( MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" /- -/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 bl Design conforms to main windforce-resisting 6.001- system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCOL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. v 0 0 0 in v M-4x6 r, ,.., , 1111111111111111= C° Tr ��I�• m 8 • ►e M-3x4 M-1.5x4 -, u M-3x4 M-3x4 J, J, ), )' 2-03-12 2-10-08 0-09-12 J, 1, y J, 0-10�, 2-05-08 7-96-03 y 6-00 3-11-11 'PROVIDE FULL BEARING;Jts:2,8,4,51 JOB NAME : POLYGON PLAN 5-B NH - J5C Bale: 0.3783 ��. $0. WARNINGS: GENERAL NOTES,unless otherwise noted: j) .Sy 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 '''Z' VO.!92;A E r Truss: J5C C 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 responsibhty of the building designer. 44140.P14'''' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'sc.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of /B P° ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall C), Aippv= DATE" 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ Cr c t1 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. •,y OREGON ri SEQ. : 5992828 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. -Pj N design loads be appred to any component. and are for"dry condition"of use. i' '"T.1' ,r3O .{.. TRANS I D: 403334 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 © 1 , � fabrication,handling,shipment and Installation of components. DesignDecessary. /� A 7. assumes atedadequate drainage e Is of s '�,,, 6.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center II II II III I III I VIII VIII IIII IIII III TPINJTCA in BCSI,copies of which will be furnished upon request. git coincide with joint ain inches.9.Digitssoincide size oplate ein tines. MiTek USA,IDC./CompuTrus Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MiTek) EXPIRES:12/31/2015 III) III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 0/1&BTR LOAD DURATION INCREASE = 1,15 1.2=) 0) 42 2.7=( -84) 228 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24,0' 0.C, 2.3=(-297) 65 6.8=(-138) 358 6-3=( 0) 50 WEBS: 2x4 KDDF STAND 3.4=(-153) 82 3.8=(-372) 143 TC LATERAL SUPPORT <= 12"OC. UON. LONDIOP 4-5=(-100) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.N) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 23.7' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -35/ 328V -24/ 1516 5.50" 0.53 KDDF ( 625) Connector plate prefix designators: 5'- 2.3' 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -182/ 415V 0/ 011 1.50" 0.53 KDDF ( 625) 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 "sic spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.010" @ 2'- 3.8' Allowed = 0.254" MAX TL CREEP DEFL = -0.018' @ 2'- 3.8' Allowed = 0.339" MAX LL DEFL = 0.041' @ 7'- 11.7° Allowed = 0.197" MAX TL CREEP DEFL = -0.047' @ 7'- 11.7" Allowed = 0.263" 7-11-11 T T MAX HORIZ. LL DEFL = 0.007" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3" '` 12 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. 0 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), vo load duration factor=1.6, C. � M-4x6 "' Truss designed for wind loads in the plane of the truss only. M-3x4 ��8 co co /_ o/ A M-3x4 M-1.5x4 o 0 0 7 0 M-3x4 y i, J, ), 2-03-12 2-10-08 0-09-12 J, ), ,1 y 0-10,, 2-05-08 5-06-03 y y 6-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,8,41 JOB NAME : POLYGON PLAN 5-B NH - J4C Scale: 0.4268 �� N fl NE..�'j WARNINGS: GENERAL NOTES,unless otherwise noted: C.3 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 (>� s'20,..E f Truss: J4C 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 stabifty during construction 2.Design assumes the top and bottom chords to be laterally braced et ,+' �,r/'.' *.- DES. BY' BS 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d "'""-- DATE: � DATE: 7/11/2014 racy g(T s rywan�ec>. /ts. the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �+ /1 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. 11, OREGON SEW. : 5992829 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, , . 4r, ��'t„,�k design loads be applied to any component. and are for"dry condition"of use. ),+ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If © 14, necessary. I ' R`5 ' fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 11- 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 1111111111111111111 TPI WiCA In BCS(,copies of which will be furnished upon request• it coincidewith joint centerches 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 11111111111111 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 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1.2=( 0) 42 2-6=(-135) 228 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-297) 65 5-7=(-218) 358 5.3=( 0) 50 WEBS: 2x4 KDDF STAND 3.4=( -55) 41 3.7=(-372) 226 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.N) ON TOP CHORD = 32.0 PSF 42.0MIN. MAX VERT MAX HORZ BRG REQUIRED BUG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE IN. SPECIES OVERHANGS: 10.0" 0.0" TOTAL LOAD = PSF 0'- 0.0" -48/ 365V -22/ 104H 5.50" 0.58 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 2.3" 0/ 144V 0/ OH 5.50' 0.23 KDDF ( 625) Connector plate prefix designators: 5'- 11.7" -48/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc 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 = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.012" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.018" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.009" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3" 5-11-11 T DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 1 . system and components and cladding criteria. A -/ Wind: 140 mph, h=20.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, i (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. co 0 v M-4x6 0 0 C7 N dD M-3x4 co o 1301 M-3x4 M-1,5x4 y o 0 2�� 0 6 un0 M-3x4 > 1, '. y 2-03-12 2-10-08 0-09-12 y ), ), y 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2,7,41 JOB NAME : POLYGON PLAN 5-B NH - J3C Pe � 0.0. Scale: �NE' s WARNINGS: GENERAL NOTES,unless otherwise noted: lI� -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 Individual ��" v G®` f Truss: J3C and Warnings before construction commences, building component.Applicability of design parameters and proper cid 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 bosom chords to be laterally braced at DES. BY• BS 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 xlerilPwr g(r s rywag(Bc). !` = DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ p (r 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -p OREGON ✓o SEWt1. : 5992830 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosiveL environment, "V ,�G 1A�� design loads be applied to any component and are for"dry condition"of use. / +9y' ZQ T TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 14, P cessary. fabrication,handling,shipment and installation of components. Design ass4.4,1;R/A4 ' ��? 7.Plates assumes adequate drainage is of sand 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII EMI VIII III I 11 VIII II II 'IIITPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. Di 9.Digits Indicate size of plateteiinches. nches. MiTek USA,IDC./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111 IIH1HIII 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) 42 2.6=(-46) 123 6.5=( 0) 18 BC: 2x4 KDDF k1&BTR SPACED 24.0° O.C. 2.3=(-188) 24 5-7=(-76) 191 5.3=( 0) 48 WEBS: 2x4 KDDF STAND 3-4=( -22) 28 3-7=(-198) 79 LOADING IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. OL 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: 10.0" 0.0" 0'- 0.0" -48/ 325V -14/ 73H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9' -84/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0' 0/ 98V 0/ OH 5.50" 0.16 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. 'COND. 2: Design checked for net(-5 sail uplift at 24 "ac soacing.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 = 0.001" @ 0'--10.0" Allowed = 0.083° MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.010" @ 2'- 3.8" Allowed = 0.226' MAX LL DEFL = 0.000" @ 5'- 2.3" Allowed = 0.078' MAX BC PANEL TL DEFL = -0.002" @ 3'- 11.9" Allowed = 0.128' 3-11-11 MAX HORIZ. LL DEFL = -0.004" @ 5'- 2.3" T T MAX HORIZ. TL DEFL = 0.006" @ 5'- 2.3" 12 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. -/ 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, M-4x6 0 Truss designed for wind loads co o in the plane of the truss only. N C� liiiiiiiiir. r M-3x4 M 11 co o� �� M-3x4 o M-1.5x4 0 206 6 no M-3x4 0 1, y ), y 2-03-12 2-10-08 0-09-12 1 1, ', y 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,4,71 JOB NAME : POLYGON PLAN 5-B NH - J2C Scale: 0.5343 �es'r, 6,, WARNINGS: GENERAL NOTES,unless otherwise noted: Ir i /� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ci �� v ETruss: J 2C 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• BS 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 drywali(BC). ...."+;Uwe, DATE: 7/11/2014 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 appied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. OREGON co SEQ. : 5992831 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 „f` design loads be applied to any component, and are for"dry condition"of use. ,.✓ 'Q]✓' �d� S TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tuli bearing et ell supports shown.Shim or wedge if O t 4, ��.. fabrication,handling,shipment and installation of components. necessary. �,p 7.Design assumes adequate drainage is provided. ".' R RIO- 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II II II I II II I IIII VIII II II 111 III TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincidewith jointacenter 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 1111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2.3=(-68) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -5B/ 287V -14/ 73H 5.50" 0.46 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,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. OND. 2: Design checked far net(-5 inn at 24 "oc scacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" 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" 12 3 ---/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9° 0 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, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, cm Truss designed for wind loads in the plane of the truss only. M/ O Nr 111O o� 1 2 4► -/ M-3x4 .1 y 1, y 0-10 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:2.4,31 JOB NAME : POLYGON PLAN 5-B NH - ASJ2Scale: 0.8541 \� � NT sio WARNINGS: GENERAL NOTES,unless otherwise noted: 2sy 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameter:shown and is for an individual frf Truss: ASJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. -- ..r"' 3.Additional temporary bracing to insure stabifty 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: BS is the responsibility of the erector.Additional permanent bracing of ( err 41 DATE 7/11/2014 continuous sheathing such as plywood required in ere shown and/or drywall BC). the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng where shown++ pl Cc 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 r OREGON �! SEQ. : 5992832 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 ' '\� A TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. l' 'Q�• 2' .4'... 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 14 �r necessary. fabrication,handli ng,shipment end installation of camponencs. 7,n Design assumes adequate drainage is provided. .'0 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 11111111111111111 TPI/WTCA In BCSI,copies of which will be furnished upon request. dicawith joint tecenterin lines. 9.Digits indicate size of plate in Inches. MiTek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 11111 (IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -3) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-45) 15 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 BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 9.2" -18/ 21V 0/ OH 5.50" 0.03 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 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. (GOND. 2: Design checked for net(-5 asfl 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 = 0.001" @ 0'--10.0" Allowed = 0.083" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" '( "( MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.145" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 I . MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 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), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o M 07- v -/ OO f 4 1�� M-3x4 y ,1 ), 0-10 2-00 (PROVIDE FULL BEARIN.Jts: ,4.31 JOB NAME: POLYGON PLAN 5-B NH - ASJ1scale: 0.7139 `0( n,l OPe . , WARNINGS: GENERAL NOTES,unless otherwise noted: .=o 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 3 'X20 0 E, Truss: ASJ 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 stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at .+�" N^ DES. BY: BS2'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 plywood sheathing(TC)C and/or d DATE' 7/11/2014 pv gIr s rywan(Bc). / eilow +w! . the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 SE /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - OREGON I S E Q. : 5992833 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. 'J,q �u,u h design loads be applied to any component. and are for"dry condition"of use. �+ rZ ..�„ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim ar wedge If ' 14 0Q` fabrication,handling, necessary. /� R A' shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center VIII II II(III II I VIII(III IIIIII)(III TPIANrCA in SCSI,copies of which will be furnished upon request. git coincide with jointcenterches 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) EXPIRES:12/31/2015