Loading...
Plans (38) mum3�� v 56.) !?�S7C mit ,--,glcialV il T ° AAi :: ::41:11;;;t1/11 r MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-121_U P Fax 916/676-1909 3D 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:R41832602 thru R41832612 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. ctx,t0 OAGINE /p <k, ' 87022PE v' w ad yz.ck'0j, OREGON cP Eli C S A. rl Hee" 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: PL14-121 UP Fax 916/676-1909 3D 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:R41832602 thru R41832612 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. ONIO , 0% OvWAks s a, Irk 11 49639 Grs • 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 ANSI/TPI 1. J Job Truss Truss Type Qty Ply 3D R41832602 PL14-121_UP F01 Floor 17 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:54 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttlDzR3Xv djDAkdT?Wg1gR6Aiu2whgSrzALaeplNpCinHGIzoQRB 2-6-0 010-1 1-2-0 1 1 0-11-2 1 Scale=1:32.8 1.5x3 I I 3x6= 1.5x3 II 3x4 = 1.5x3 I 13x4= 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 -/ N -114\6. oeiel.......... 1441414444414411%.4 7- 1:',,, O O O , 17 16 15 14 13 12 3x4= 358= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4= Q 2112-6-2 I 11-4-2 1 -71-2 I 18-9-12 1 11-4-2 b-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): (6:0-1-8,Edgel,(7:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.29 15 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.46 15-16 >483 360 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:85 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) 17=822/Mechanical,11=822/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten. All forces 250(Ib)or less except when shown. y12ON10 N. TOP CHORD 2-3=-2976/0,3-4=-2976/0,4-5=-3689/0,5-6=-3689/0,6-7=-3386/0,7-8=-2944/0,8-9=-2944/0 BOT CHORD 16-17=0/1772,15-16=0/3588,14-15=0/3386,13-14=0/3386,12-13=0/3386,11-12=0/1775 % WA$ WEBS 2-17=-1913/0,2-16=0/1299,4-16=-660/0,4-15=-57/292,5-15=-281/0,6-15=-62/602,9-11=-1916/0,9-12=0/1262, Q 4� 7-12=-756/0 r, r , , NOTES N 1)Unbalanced floor live loads have been considered for this design. f i. 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. 'd � 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 t7 rIST be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard S/ONAL � t�ED PRofiFss ,� 87022PE f' 1 y ' t" 'cj, OREGO ' et? 4N �` A. HEck ASE B 4k P EXPIRES:06/30/2015 April 22,2014 e AEtAMMI-Ver:?rdeahngaranwrersand REA.O PANES ONTHISAM)moo Pt!T€KR€FEPEP(APAGE Mfr.1413rtC1/tit/2010 RE USE . Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1L Applicability of design parameters and proper incorporation of component k 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 responsibiliity of the `���� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fYl fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,056-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Solely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1f Southern Pine ISP)tsar,er is sryasithfid,the deaigrevatater are those active 04/01f2013 fayA S£ It. Job Truss Truss Type Qty Ply 3D R41832603 PL14-121 UP F02 FLOOR 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:56 2014 Paget ID:SygD?CTgSFZSISNcS 1 ttIDzR3Xv-Z6Kw9JVF2RIOhQK40Ty9vIXLZ8PkHIx6fOGOKAzOQR9 I 2-6-0 1-9-8 I I i-2-0 11 1-6-0 II 1-1-12 1 1 2-5-8 I I 1-2-0 11 2-0-8 1 I 1-40 1 Scale=1:37.5 1.5x3 I I 1.5x3 I I 1.5x3 I I 3x6= 1.5x3 I I 3x6 FP= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 0 ° ° N o ° ° e o 23 22 21 20 19 18 17 16 15 14 1.5x3 I I 3x5= 3x6 FP= 1.5x3 I I 3x8 = 3x6= 12-7-4 I 8-8-12 I 11-5-4 12-0-4II I 17-4-12 I 21-5-12 8-8-12 2-8-8 b-7-047-O 4-9-8 4-1-0 Plate Offsets(XX): 14:0-1-8,Edge1,(7:0-1-8,Edcie),f16:0-1-8,Edge1.122:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 023 Vert(LL) -0.04 22-23 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.23 Vert(TL) -0.09 22-23 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 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.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings Mechanical except Qt=length)19=0-7-0,15=0-5-8. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)14 Max Gray All reactions 250 lb or less at joint(s)14 except 23=366(LC 14),19=756(LC 3),15=752(LC 14) ONIX? >, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. c7 �i WAS1-1 44. TOP CHORD 2-3=-700/0,3-4=-700/0,45=-304/27,5-6=-304/27,7-8=-468/0,8-9=-468/0, ,-0 Xw ,Q 9-10=0/571,10-11=0/571,11-12=0/566 Q' Mr'<. O 'tom BOT CHORD 22-23=0/653,21-22=0/700,20-21=0/700,18-19=0/468,17-18=0/468,16-17=0/468, 4j E u 1. I 15-16=-22/297,1415=-286/61 WEBS 6-19=-504/0,2-23=-705/0,4-20=-540/0,7-19=-642/0,9-15=-821/0,12-14=-66/308, ' 12-15=457/0,6-20=0/535 7r NOTES ' D 4P 49639t.p 1)Unbalanced floor live loads have been considered for this design. . * ISTE1 2)All plates are 3x4 MT20 unless otherwise indicated. S -.-1, 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)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 cO PROp- be attached to walls at their outer ends or restrained by other means. t( S 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard kr 17 870 2PE cv y f��A� RGO el, 4 EXPIRES:06/30/2015 April 22,2014 i0...... I ®tfARNEY-Vnr;fydesign parametErsa,1:1READ A fMSO7#78Is"AND I: .(&DM715 REFERENCE PAGE Mir-7473tss1,/29/11@8fFo//tEUSE 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 S the responsibillity of the . erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IY! I fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPil Qually 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 tfSautinerePbaxl(SP)lumber isspecified,the dodosvalises are these effective oe/tfa/zoa.ibyAtSC 7 Job Truss Truss Type Qty Ply 3D R41832604 PL14-121_UP F03 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:57 2014 Page 1 ID:SygD?CTgSFZSISNcS1 ttIDzR3Xv-21uIMfVupIQFIZvHZATOR4TWSYngOmzFug?MdzOQR8 I-- 2-5-4 ----i 1 1-2-0 1 1 2-0-8 I . 2-6-0 I I 1-4-4 I Scale=1:22.2 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e e a000000001._ e _ o I0011011.1.11.111.1111111. c N e e e `�� 1. o 1r. 11 10 8 354= 1.5x3 II 3x4= 3x8 = 3x4= 3-11-12 I 2-8-4 I 13-4 I.3-10-4 I 8-7-12 8$¢ 12-9-0 2-8-4 0-7-0 0-7-0 s-'i-ti 4-8-0 0-'1-$ 3-11-12 Plate Offsets(X,Y): 12:0-1-s,Edge),110:0-1-8,Edpe) LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 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:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=55/Mechanical,9=738/0-5-8 (min.0-1-8) Max Uplifts=-66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) 'ONTO, FORCES (Ib)-Max.Comp./Max.Ten. All forces 250(Ib)or less except when shown. '3 Q Art TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 C/ Y Q. BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 q V), WEBS 2-12=-610/0,4-9=-841/0,6-8=-123/255,6-9=-444/0 _ °' O Vi', NOTES 1 ` 1)Unbalanced floor live loads have been considered for this design. 'r 2)Refer to girder(s)for truss to truss connections. rct 'c4` 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. � ' � 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. , fSi 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/7P11. 40NAL O 6)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. 7)CAUTION,Do not erect truss backwards. PROP LOAD CASE(S) Standard <9 4,NG N �1/0 'Y �w 87022PE r" y �'0j4,=:.,OREGeN jU -Pb �MBEA ON �Q ` A. ReCk EXPIRES:0613012015 April 22,2014 4I AiMINING-Ver/fyde.,1apdcnncrtars sod READ/S7ESONTRU ANS NaLCED MP(REFEREda PAGE HIE7473 reri,/25/2014DE?OfWUSE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. IAN 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 responsibillify of the �TP.k- 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 Qualify cdteda,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. Cams Heights,CA,95610 if'&Ruthars,PinefiPf Wager is secitecf,dee deltaaatuas are:9Awsaa 44a:iva ge/ai/zata.a by ALSC A Job Truss Truss Type Qty Ply 3D R41832605 PL14-121_UP F04 FLOOR 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:58 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-WVSga?WWa3Y6wjUT7u_d_I0i3y711EmO6KIUP3zOQR7 I 1-9-0 I I 1-6-4 I I 2-4-12 1 1 1-2-0 1 1 1-4-4I 1-3-0 Scale=1:21.0 1.5x3 I I 3x4= 1.5x3 I I 3x6= 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 119 ' N ee o 14 13 IP-4 11 10 9 3x4= 3x5= 3x6= 1.5x3 11 3x4= 3x4= 5-2-0 I 12-0-12 I 5-2-0. 6-10-12 Plate Offsets(X,Y): 15:0-1-8,Edge),110:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.02 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:57 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:12-13. REACTIONS (lb/size) 14=200/Mechanical,12=588/0-5-8 (min.0-1-8),9=262/Mechanical Max Gray 14=234(LC 8),12=588(LC 1),9=268(LC 4) 0./ON1O FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-285/20,3-4=-285/20,5-6=-390/0,6-7=-390/0 �'7 o''WAs 1 BOT CHORD 13-14=0/285,11-12=0/390,10-11=0/390,9-10=0/275 Q WEBS 4-12=-387/0,2-14=-328/0,5-12=-541/0,4-13=0/368,7-9=-351/0 ? NOTES Cr. N 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. ...e: 2) 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. itr. 963 ' 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 (; nP'tGIST r. be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. �$ A LOAD CASE(S) Standard 40' \p ,NGINE',9 Qz 6 87022PE•••-c- Wit'' y `^ai, REG.N , ` po 0.3 A. He �� EXPIRES:06130/2015 April 22,2014 4 I A KYAP14D/3 Near del n wan*turs;Ad READ NOTES ON MIS AN I'K2.[6ED NI17K REFERENCE PAGE HU 7473 tett.1 25/2&Sl USE �' Design valid for use only with MTek 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 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1P1l 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 If Southern Fvtf SPl iumbev is spec Med„the 431-131)4 eatuas are tiscv:ettEstive o6/01/3O13 brie Job Truss Truss Type Qty Ply 3D R41832606 PL14-121_UP F05 FLOOR 4 1 Job Reference(ptional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:59 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv- h02nLX8KMgzYt3fhbVsXVZoIMMDUehYL_U2xVzOQR6 I 2-3-12 1 1 1-2-0 I I 1-0-0 1 2-6-0 I Scale=1:21.9 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 a o � o N e a 12 11 10 9 8 3x4= 1.5x3 II 3x4= 3x6= 3x4= I 12-7-4 I 12-7-4 Plate Offsets(X,Y): 12:0-1-8,EdgeL 110:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.21 9-10 >707 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 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=549/Mechanical,8=549/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. orVONTIQ itt TOP CHORD 2-3=-1204/0,3-4=-1204/0,4-5=-1646/0,5-6=-1646/0 BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 �C VWASP 444 WEBS 3-10=0/263,2-12=-1310/0,6-8=-1198/0,6-9=0/579,4-10=-545/0 C.f A. NOTES jfitn r„_; 0 1, VI 1)Unbalanced floor live loads have been considered for this design. f 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. 4f 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. QIS13 LOAD CASE(S) Standard 3' GNN " , i c, 4 0.../... 870221E c- !' U3 y -cj,OREGO I, � C' 4$ER 'N EXPIRES:06/30/2015 April 22,2014 414 A icAri I#3-Yer rle_=i n pram of n and READ NNES 05 ME AND INCEZED trff 715 REFEREN:EIOW Ma 7473 mg.1,1251201g B0`4€U Y Design valid for use only with MTek 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 __ a for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiliity of the M�TeK' 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/TPiI Qualtiy Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane, Safety Information available horn Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus 109 CV 0 southern Pisse(3P)turnar is ified,the dodge vaaurs a:o senc etfection c)Gfan f3Ox9 byALsc C us He ghts.CA,956110 • i Job Truss Truss Type Qty Ply 3D R41832607 PL14-121_UP F07 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 15:42:00 2014 Page 1 ID:SygD?CTgSFZSjSNcS1flIDzR3Xv-StaR?hYm5gog91esFJ053j51emmFD7ehaeEbTxzOQR5 I 2-6-0 I 1-9-8 I I 1-2-0 1 1 1-3-4 1 1-6-0 1 1 2-5-8 I I 1-2-0 1 1 1-11-0 Scale=1:25.7 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 I I 1 2 3 4 5 6 7 8 9 e — — r•--11%ossoloop. _ eq r e e e . a AA e 16 15e 14 DE 12 11 3x8= 1.5x3 II 1.5x3 II I 4-6-8 15-1-8 15-8-8 I 8-8-12 I 11-5-4 112-0-4112-7-4 I 14-9-4 I 46-8 0-7-0 0-7-0 3-0-4 2-8-8 0-7-0 0-7-0 2-2-0 Plate Offsets(X,Y): 17:0-1-8,Edge),18:0-1-8,Edael.114:0-1-8,Edgel,115:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 15-16 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:67 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) 16=357/Mechanical,13=706/0-3-8 (min.0-1-8),10=225/0-2-4 (min.0-1-8) Max Gray 16=375(LC 10),13=706(LC 1),10=240(LC 7) ONTO ite FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-740/0,3-4=-740/0,4-5=-740/0,7-8=-324/0 �CPp SQA$ BOT CHORD 15-16=0/675,14-15=0/740,13-14=0/449,12-13=0/324,11-12=0/324,10-11=0/324 WEBS 2-16=-729/0,5-13=-594/0,5-14=0/446,7-13=-499/0,8-10=-364/0 : 'r r�,#t)�..�r j NOTES 1)Unbalanced floor live loads have been considered for this design. Ike 2)All plates are 3x4 MT20 unless otherwise indicated. it, 3)Refer to girder(s)for truss to truss connections. 49639 . 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 0.4�4`GI5T1 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)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 ,sir , . CS be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard PROPE. 4451 87022PE r" -7 %j, GREG N tivt% ' SSE t, A. He¢ EXPIRES:06/30/2015 April 22,2014 i f A4YAANZMS-4'e fydesignwametarsaifdREAPFCIESGA7HISANLIM IXEDMITElf8E€EES€MEPAGE MIT 7473 los129/2014R .AFUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. �j 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 responsibility of the - - B� '! erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IX1)IT eR' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Qualtly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Surte 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Scsrntaean Plrrel lumber specified,the desigh values arre those effective 08/0312015 by At-SC Jo Job Truss Truss Type Qty Ply 3D R41832608 PL14-121_UP F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Tess Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:01 2014 Page 1 ID:SygD7CTgSFZSjSNcS1tUDzR3Xv-w48pCOYOs_whnBD2o0YKcwe9A9z3yTvrplz900zOQR4 1 2-6-0 1 1 1-0-10 1 1 1-2-0 1 1 6.11-2 1 Scale=1:33.2 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e/ a a/e a o . 0 O \ N - O 9 1 16 15 14 13 12 3x4 — 3x8= 3x6= 1.5x3 11 1.5x3 II 3x8= 3x4= 12-8-10 I 11-6-10 1 0-7-010-7-0 1 6-3-0-100-4 I 11-6-10 Plate Offsets(X,Y): 16:0-1-8.Edoel,17:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.18Btr(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) 17=831/0-2-8 (min.0-1-8),11=831/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. t10Ni° /j TOP CHORD 2-3=-3020/0,3-4=-3020/0,4-5=-3781/0,5-6=-3781/0,6-7=-3451/0,7 8=-2988/0,8-9=-2988/0 �} 't BOT CHORD 16-17=0/1795,15-16=0/3655,14-15=0/3451,13-14=0/3451,12-13=0/3451,11-12=0/1798 d' o' W I7j WEBS 2-17=-1937/0,2-16=0/1323,4-16=-685/0,4-15=-28/296,5-15=-266/0,6-15=-69/599,9-11=-1940/0,9-12=0/1285, C 7-12=-786/0 e, '; O NOTES / 1)Unbalanced floor live loads have been considered for this design. '1` 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. 'r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. itt 4, 49639: ,'. 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 (jam .0IS= be attached to walls at their outer ends or restrained by other means. Nksi 1,105 LOAD CASE(S) Standard 4,, p PRQp 414�.N`9 GINESA r, r 87022PE v- y -0j, ©REGO tf'_kr A. HRP EXPIRES:0613012015 April 22,2014 tf A WA.RNIMI-VEay delign parar a SSro and REN)A TES C4 TEES Me mama)NIFEC REFERENCE PAGE HU 7473 sec.1 29/2/1&BLRAF', USE id- I 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 'r is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiliity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek- fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPIl Quolity Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Itaca.Pine(;SPflumtaas cifier&ttse,desige vanformation available from Truss Plate Institute, lues Suite ues are these o1 N.Lee Street, etfieeo6/OSI2O23VA 4.CCiUus Heights.CA,95610 tny ALSO 9f h 4J Job Truss Truss Type Qty Ply 3D R41832609 PL14-121_UP F09 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:42:02 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-0GiBOMZOPH2YPLnEMj3Z88BKvZJHhwB_1 yjYgzOQR3 2-6-0 I 1 1-0-14 11 1-2-0 110-11-2 1 Scale=1:33.2 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 a e ®_zr �444444444444%, -- — e a N N 9 • • 1 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4= y' 124-14 I 11-6-14 r 1 f1 1 19-0-8 11-6-14 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edoe),f7:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 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) 17=832/0-2-12 (min.0-1-8),11=832/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 10N.10 TOP CHORD 2-3=-3025/0,3-4=3025/0,4-5=-3791/0,5-6=-3791/0,6-7=-3457/0,7-8=-2992/0,8-9=-2992/0 BOT CHORD 16-17=0/1797,15-16=0/3661,14-15=0/3457,13-14=0/3457,12-13=0/3457,11-12=0/1800 0CP ��'( WEBS 2-17=-1940/0,2-16=0/1326,4-16=-687/0,4-15=-25/297,5-15=-265/0,6-15=-69/600,9-11=-1943/0,9-12=0/1287, ' >v 7-12=-789/0 Y f' ,i,. 'Q k^ O1 NOTES 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)17. 'rr �x 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. d0 49639 t.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 {SIS be attached to walls at their outer ends or restrained by other means, LOAD CASE(S) Standard 4°NALG ��� D P R op ;3 6 GIN�F9. /0 4 870 2PE °fir' y �'0j, GREG N 43) 1v ds A. He- . EXPIRES:06/30/2015 April 22,2014 4 0 a 14A4t/7/-yerF p dxxJgn paranx lsls and READ M IES Ch'THIS AND MIMED M1TTEKREFETENPAGE 11I7.7 473 gmc Val 201g BEMUSE ........" Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. N 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 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(SF)iumberis spetifted,,theffesige.values are those affective 06/05/2015 inyASSC t Job Truss Truss Type Qty Ply 3D R41832610 PL14-121_UP F10 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:03 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-sSFZdiaeObAPOUMQwRaohLjY2zoGQPi8GcSF4GzOQR2 I 1-2-4 1-2-12 1 2-6-0 I 1 1-2-0 1 1 1-3-0 I 1-6-0 1 Scale=1:21.2 1.5x3 I I 3x6= 3x5= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 e ® e 'V' 'L.'''..-''''''N'-,... a _— 11111111111111111111111111111111111111111111111111111111A e Y e e e 14 12 11 10 3x4= 3x6= 3x6= 1.5x3 ll 3x4= 3x4=- I I 1-5v,4 I 6(}8 18-7-8 1 9-2-8 1 12-2-8 1 1-5-4 6-7-4 0-7-0 0-7-0 3-0-0 Plate Offsets(X,Y): 15:0-1-8,Edge1.f10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.05 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.07 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 58 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 (Ib/size) 14=585/Mechanical,13=1259/0-5-8 (min.0-1-8),9=388/0-3-4 (min.0-1-8) Max Uplift 14=-628(LC 4) Max Gray 13=1259(LC 1),9=388(LC 4) 0tONIO 44. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. c OV WAS4W TOP CHORD 2-3=0/824,3-4=647/0,4-5=-647/0,5-6=-791/0,6-7=-791/0 C. ,,' f 0i� BOT CHORD 13-14=-824/0,11-12=0/791,10-11=0/791,9-10=0/494 Arm t - p WEBS 2-13=-738/0,2-14=0/1034,3-12=0/892,3-13=-815/0,7-9=-594/0,7-10=0/389 r6 t _ k ''t NOTES 1)Unbalanced floor live loads have been considered for this design. re. 2)Refer to girder(s)for truss to truss connections. ,,p49639 C(j' 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)14=628. t>,,p .4). 49639 This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 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 toS10NAL10G be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard PR°FFs Co taGINEk- Wo 87022PE / -7 '��j; OREGO. rt,`�,jU 06, A. H EXPIRES:0613012015 April 22,2014 e ®WANITAS-Vuc/fydesipn€;.rarer srs ar,_t READ N#TES ON PUPS ANL DOMED P41 E!(FEF€s€Mi PAGE MIL 7473 me 1,125/2033 L6E Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. .r 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 mtheiT@k^ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 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 tf Southern€hsre ISt')iumber itnpeziticd,the desiget values DPI MOVE eitectissr 08/01/2013 bsyMiSC 111. Job Truss Truss Type Qty Ply 3D R41832611 PL14-121_UP F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:04 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttlDzR3Xv-Kepxg2bH9vlGeexdU851 EZGjhNAJ9xiHVGCpcjzOQR1 I 2-5-4 I I 1-2-0 1 1 2-0-8 I 2-6-0 I I 1-5-0 I Scale=1:22.3 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 _111111111111111110- w AMIIIIIIINNIIw Aio N • Nr II 'NI 1 11 10 A. 3x4= 1.5x3 II 3x4= 3x8= 3x4= 3-11-12 I 2-81 13-31 13-151 l+ I 8-7-12 8�-g 12-9-12 2-81 0-7-0 0-7-00-1-b 4-8-0 p-y-$ 4-0.8 I Plate Offsets(X,Y): 12:0-1-8,Eddel,110:0-1-8,Eduel LOADING(psi) SPACING 1-7-3 CSI DEFL in (lac) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 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 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=60/0-2-12 (min.0-1-8),9=739/0-5-8 (min.0-1-8) Max Uplift8=-64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) 'tONfO 44. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 02 01 WASE. TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 0 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 4 Ll 1, WEBS 2-12=-610/0,4-9=-841/0,6-9=-452/0 E' k-. 01, N NOTES 11.1 • 1)Unbalanced floor live loads have been considered for this design. ' r 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. b•."P 49639 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. 2j ...,p4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/FPI 1. 's S 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 SIONA -5t4 be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard �� rj PRQ,te. J \cp 'z" 870 2PE sf y SAT OREG N cP tt✓ 0 $'I'1$ER ON .\-\39A He`k EXPIRES:06/30/2015 April 22,2014 4 8 A WA/W% ye-ydu/a paramersrs uod READ S IPS G4 MIS AND eh(Ut Eft NNW PAGE MU.7473 rex,1/251201g BEMUSE —�R Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. ' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not 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 ■-T��* erector.Additional permanent bracing of the overall structure is the responsibility of the building �1t(�designer.For general guidance regarding E fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quallly Criteria,DS8-89 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 IfSouther11.Pine(sv).tom visver.ified.thntlis;gnyattuu1arre.. cafe ce./aa/zona by MSC s it Job Truss Truss Type Qty Ply 3D R41832612 PL14-121_UP F12 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 15:42:05 2014 Page 1 ID.SygD?CTgSFZSjSNcS1 ttlDzR3Xv-prNK2OcvwCQ6GoWp1 scGmmpuonTQuNNQkwxM99zOQR0 I 2-6-0 I 1-9-8 I I 1-2-0 I I 1- I 1-6-0 I Scale=1:16.5 1.5x3 I I 3x4= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 e = a .r 0 oZrr N N '11`jT ; / e D 3x4 10 9 8 = g, 3x4= 3x4= 3x4= I 4-6-8 - 1 5-1-8 1 5-8-8 1 8-8-12 4-6-8 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y): 18:0-1-8 Edgel.19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 9-10 >999 360 BOLL 0.0 Rep Stress Incr YES WB 0.19 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=378/Mechanical,7=378/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. lONIO Zr_ TOP CHORD 2-3=-757/0,3-4=-757/0,4-5=-757/0 'I <b ,, BOT CHORD 9-10=0/684,8-9=0/757,7-8=0/476 ccf7 i,61t tASj1 '�" WEBS 2-10=-738/0,5-7=-572/0,5-8=0/382 '�h C'J NOTES 4 � ` , )A 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)7. i;r 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4953 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 (? eI Z3s ' be attached to walls at their outer ends or restrained by other means. SIrOiA�. �} LOAD CASE(S) Standard 4,0 D PROFFss �iNGiNE � �� 870 2PE r" y % GREG NQ440 9C' �BER #'' `S A. HP EXPIRES:06/30/2015 April 22,2014 I 1 ®INA INF-4`e,^,'Pydez a;.araarcersarfdREA0WEED GNTHIS AWE MIMED MTV(REFERENCE Tl4 HIT.7473i Al/29/2CI/REFMEL8£ Design valid for use only with MiTek ek 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/TPI1 Quatily Cdteda,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 Fine 4SP).avmber is spec ed.The destgn valsuet are 21ras:n rrtfettive 936//01(2013 byAiS£: I Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/4 Center plate on joint unless x,y (Drawings not to scale) p y offsets are indicated. I Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. •io, 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 O.T/f 6 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I _ O limpipHAI p bracing should be considered. r O 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building 7For 4 x 2 orientation,locate e ce-� cs 6 designer,erection supervisor,property owner and plates 0-la'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,ESR 1988 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. by AWC in the by text in the bracing section of the SP approved/new rNDS represents ALSC 012 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, or less,If no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekOO All Rights Reserved approval of an engineer. �M� reaction section indicates joint IIIII II=In. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ®111.11 18.Use of green or treated lumber may pose unacceptable —� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. M ll ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. Is not sufficient. mreBCSI: Building Component Safety Information, sr 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