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Plans (2) 11423o fin! V91 AALE-' M3T20tq--C(Dc43 MEQ® REQ NED FEB 0 6 2019 CITY Or ,1GRD 1 /IiTek® BUILDING DIVISION MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-331_UPPER Fax 916/676-1909 POLYGON 4A 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:R42899124 thru R42899131 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. (c.R1,E) PR Oi ,s , ,NGINEF' 029 0 2 P ( r ^mj, OREGON 4� FMBER .V ' SSA. HESP EXPIRES.06130/201'5 September 26,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON 4A R42899124 PL14-331_UPPER FG2 FLOOR 1 1 Job Reference(ootionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:31 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-g191corFK5kb_Lv_Hm L5V6H5DL8IXvId_Isyhuya0bl I 1-8-0 I 1 3x4 I I 2 3x4= 3 3x4 II Scale=1:8.7 • 0 , N 5.111111° S 3x6= 3x6= I 3-10-0 _ 3-10-0 Plate Offsets(X,Y1— f1:Edae,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, except BOT CHORD 2x4 DF 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. (lb/size) 5=985/0-5-8 (min.0-1-8),4=985/0-5-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-5=-373/0,3-4=-373/0 BOT CHORD 4-5=0/1038 WEBS 2-4=-1201/0,2-5=-1201/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=-5,1-3=-545(F=-495) eta INE`-c9 r_ 2 870 2PE • r' y fiAj OREG N cf) <cr/V. 1b AMBER 1� OS A. HEcv .EXPIF ES:06130/2015 September 26,2014 � t A WARNING-Verify design parameters and READ?CIES ON IRIS AND INCLUDED MEN REFERENCE PAGE t411-7413 rea 1/29/2014 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �p 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 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/fP11 Quallly 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 Pine(SP}lumber is specified,the design values are those effective 06101/2013 by ALSC , Job Truss Truss Type Qty Ply POLYGON 4A R42899125 PL14-331_UPPER FG FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:30 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-BZbwOSrdZockNCKnj2gszvk?wxhGoM_TI5609SyaObJ 11-0-0 1 1 1-2-4 II 1-2-0 1a1i I Scale=1:37.2 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 3619 20 21 22 ■ o a -.N a a - a 0 0 a , N / \ /\ /•N /- /+'\ /7 / N / \ �I \ / N 2 ,O • O m O O e- O O • C O _ 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 3x6= 3x6 FP= 3x5= 3x4= 3x5= 3x5= 3x5= 3x5= 4x6= 3x4= 3x5= 8-11-12 I 7-9-12V-0213-7-0 I 21-9-12 I 7-9-12 7-07-0 12-10-0 Plate Offsets(X,Y)- 18:0-1-8,Edael,129:0-1-8,Edael LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.35 28-29 >743 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.55 28-29 >475 360 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.08 23 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=989/0-4-8 (min.0-1-8),35=672/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1250/0,3-4=1250/0,4-5=2261/0,5-6=-2261/0,6-7=3001/0,7-8=3001/0, 8-9=-3522/0,9-10=-3522/0,10-11=-3901/0,11-12=3901/0,12-13=-3898/0, 13-14=-3898/0,14-15=-3678/0,15-16=-3678/0,16-17=-3231/0,17-18=-3231/0, 18-36=-3231/0,19-36=3231/0,19-20=1885/0,20-21=-1885/0 BOT CHORD 34-35=0/656,33-34=0/1785,32-33=0/2672,31-32=0/2672,30-31=0/3522,29-30=0/3522, 28-29=0/3794,27-28=0/3931,26-27=0/3815,25-26=0/3465,24-25=0/2784,23-24=0/980 WEBS 2-35=-919/0,2-34=0/832,4-34=-749/0,4-33=0/667,6-33=-576/0,6-31=0/460, 8-31=-770/0,21-23=-1372/0,21-24=0/1268,19-24=-1258/0,19-25=0/627,16-25=-328/0, 16-26=0/297,10-29=-511/48 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)468 lb down at 18-3-0 on top chord. ,(G P Rope The design/selection of such connection device(s)is the responsibility of others. t4 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). `4��C0� �NG,I N4- cSZ, LOAD CASE(S) Standard 87022PE •r 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:23-35=-5,1-22=50 N Concentrated Loads(Ib) . Vert:36=468(F) 9 AT.0REGO �p (U~ -51 EXPIRES:(16/30/2015 September 26,2014 A, A AWARNIMi-Verify design parameters and READ WIPES ON flIPS AND INClUDEDMIIEKREFERERCEPAGEt411-7473rea1/29/2014BEFOREUSE �•1111« 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 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/TPII 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 ISP}lumber is specified,the design values are those effective 06/01/2013 by ALSC 1, Job Truss Truss Type Qty Ply POLYGON 4A r R42899126 PL14-331_UPPER FT1 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:32 2014 Page 1 ID:Fz9QzgfDnlTltgjap2TkUzyPYh=8yjhp8su5PsScVUArTsK2KpK21MdGETmDPbVDLyaObH 1 2-0-0 1 2-0-0 II 2-0.0 1 1-0.4 ii 1-2-0 ii 1-6-8 I I 1-9-0 1 Scale=1:37.2 3x8= 3x4= 3x4= 3x4= - 3x6 FP= 3x4 = 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 o e a\ 1 e / 'Nile-e a \ o/ a \ o• / -.44%.444%. + NIN 23 22 21 20 19 18 17 16 15 3x4= 3x10= 3x6 FP= 3x5= 3x6= 3x10= 3x4= 3x6 SP= 3x4= 8-11-12 I 7-9-12 ![--4-1Z 1 21-9-12 I 7-9-12 0-7-0 8-7-0 12-10-0 Plate Offsets(X,Y)- [6:0-1-8,Edge],[20:0-1-8,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 0.45 Vert(LL) -0.45 18-19 >574 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.71 18-19 >368 360 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.09 15 n/a n/a BCDL 5.0 Code IBC2009/TP12007 (Matrix) Weight:99 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 DF 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. (lb/size) 15=954/0-4-8 (min.0-1-8),23=954/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3074/0,34=3074/0,4-5=-4665/0,5-6=-4665/0,6-7=-4998/0,7-8=-4998/0,8-9=-4422/0,9-10=-4422/0, 10-11=4422/0,11-12=-2779/0,12-13=-2779/0 BOT CHORD 22-23=0/1717,21-22=0/4051,20-21=0/4051,19-20=0/4665,18-19=0/4665,17-18=0/4821,16-17=0/3728,15-16=0/1532 WEBS 5-20=-335/0,2-23=-1923/0,2-22=0/1521,4-22=-1094/0,4-20=0/897,13-15=-1767/0,13-16=0/1438,11-16=-1094/0, 11-17=0/801,8-17=-459/0,8-18=0/287,6-18=-211/639 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 31 nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard <cs cO PR.pj ,�5 0.GIN --//0, 870 2PE / r UN ,ry cv y �- OREGON C 5 �/1 �M8ER \1O Os A. HON EXPIRES:x6.30/2015 September 26,2014 1 f A WARM%-Verify design parameters and READ NOIESON MIS AND INCLUDED MIIERREFERENCE PAGE MII-1413lea 1/29/201d BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �p 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 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 H Southern Pine(SPE hurdler is specified,the design values are those effective 06/01/2013 by ALSO i. Job Truss Truss Type Qty Ply POLYGON 4A R42899127 PL14-331_UPPER FT2 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:33 2014 Pagel ID:Fz9QzgfDnlTltgjap2TkUzyPYh_c8H31 UtWsj?JEf2MOBNZaXMWi9jl?j_vS3L2mnyaObG I 2-6-0 1 1-4-0 11 1-2-0 II 1-0-12 1 Scale=1:33.7 1.5x3 I I 3x8 = 1.5x3 I I 3x4= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 II 3x8= 1.5x3 I I 1 /`2 3 4 4********* \ 5 6 /`7 8 9 _.444444,4444444,44444 ` 10 o N I- / O O O/ O \- N / O O 1. 15 14 13 12 3x4= 3x8= 3x4= 3x4= 3x8= 3x4= 9-9-8 10-6-0 I 9-1-09-F18 1°4-81 I 19-3-12 I 9-1-0 0-1-8 0-7-0 8-9-12 0-7-0 0-1-9 Plate Offsets(X,Y)— 113:0-1-8,Edge1,r14:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.31 14 >751 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.48 14 >480 360 BCLL 0.0 Rep Stress lncr YES WB 0.69 Horz(TL) 0.08 11 n/a n/a BCDL 5.0 Code IRC2006/TP12002 (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. (lb/size) 16=844/0-4-8 (min.0-1-8),11=844/0-5-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3086/0,3-4=-3086/0,4-5=-3857/0,5-6=-3857/0,6-7=-3857/0,7-8=-3085/0,8-9=-3085/0 BOT CHORD 15-16=0/1825,14-15=0/3739,13-14=0/3857,12-13=0/3740,11-12=0/1824 WEBS 2-16=-1970/0,2-15=0/1360,4-15=-705/0,4-14=-160/431,9-11=-1969/0,9-12=0/1361,7-12=-708/0,7-13=-154/436 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard (c� PRDFFS �� \� �03 -•/9 /Q 870 2PE • r y 0Aj,.OREG N tis O<lt 9C, M$ER 1\ OSA. HE?' P EXPIRES:00/2015 September 26,2014 r A WARNIAI-Verify design parameters and READ MOTES ON THIS AND INCLUDED MIIEK REFERENCE PAGE MII-7413 rer.I/29/20I4 BEFORE USEumm® 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 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/TPll Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Sate 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine ISP,lumber a specified,the design values are those effective 06101/2013 by At.SC J Job Truss Truss Type Qty Ply POLYGON 4A R42899128 PL14-331_UPPER FT3 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:33 2014 Page 1 ID:Fz9QzgfDnlTltgjap2TkUzyPYh_c8H31UtWsj?JEf2MOBNZaXMWr9kP?k5vS3L2mnya0bG 1 260 I 1 2-5-4 ii 1-2-0 ii 1-3-4 1 Scale=1:31.6 1.5x3 II 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x6= 1.5x3 11 1 2 3 4 5 6 7 8 9 e Oo N a 01104 — 1I 14 13 12 11 10 3x4= 3x8= 1.5x3 II 3x4= 3x8= 3x4= 8-11-12 I 7-9-12 8-4-121 9-1-14 18-1-8 _ 7-9-12 I0-7-0 0-7-0 9-0-4 0-1-8 Plate Offsets(X,Y1— 14:0-1-8,Edeel,f12:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.25 11-12 >873 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.39 11-12 >552 360 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.06 10 n/a n/a BCDL 5.0 Code IBC2009/TPI2007 (Matrix) Weight:80 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=791/0-4-4 (min.0-1-8),10=791/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2824/0,3-4=-2824/0,4-5=-3381/0,5-6=-3381/0,6-7=-2830/0,7-8=-2830/0 BOT CHORD 14-15=0/1697,13-14=0/3381,12-13=0/3381,11-12=0/3356,10-11=0/1698 WEBS 2-15=-1832/0,2-14=0/1217,4-14=-770/0,8-10=-1833/0,8-11=0/1222,6-11=-568/0,6-12=-227/340 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard X01,0) P R.OFFss C? �NiNEFR /� *AR. 87022PE • ycn ,4v �'3j, OREGON tis �N -PMBER \\ , 9 °s A. HEx- EXPIRES:30/2015 September 26,2014 9 9 A WARf17frG-Verify Design parameters and READ hl77ES ON MIS AND IMIUDE0 M77EK REFERENCE PAGE MII-7473 rex 1/29/b id BEFORE USE l 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 M iTek• 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/1811 Qualtty CrBerta,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety InfonnaHon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 N Southern Pine(SP)lumber'specified,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply POLYGON 4A R42899129 PL14-331_UPPER FT4 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:34 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-4KrREqu8d07AspdYyuuo7lugsZ5?kFt3gj4cl Dya0bF 1 2-6-0I I 2-5-4 I I 1-2-0 1 1 1-0-0 1 Scale=1:22.1 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 2 3 4 5 6 7 a o P 4 Oe N — N .1 —A/— e o o e e 12 11 10 9e3x4= 3x4= 3x6= 1.5x3 II 3x4= 9-1-4 l 7-9-12 -- 12-8-12 I 7-9-12 7-102 3-7-8 Plate Offsets(X,Y)— 14:0-1-8,Edgel,19:0-1-8,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) -0.11 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.17 10-11 >905 360 BOLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (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. REACTIONS. (lb/size) 12=554/0-4-4 (min.0-1-8),8=554/0-4-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1691/0,3-4=1691/0,4-5=-1502/0,5-6=-1502/0 BOT CHORD 11-12=0/1116,10-11=0/1502,9-10=0/1502,8-9=0/1137 WEBS 5-9=-283/0,2-12=1205/0,2-11=0/621,4-11=-115/315,6-8=-1227/0,6-9=0/593 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard (v 0..PROFFS 4 87022PE r -y cn ,Rv N t�''0 OF EG•N tis Qicr 'A0 e48ER .\\ �S AHex- EXPIRES:(150/201'5 September 26,2014 I t A WARNING-Verify design parameters and READ MESON MS AND INCLUDED MIIEK REFERENCE PAGE MII-7413 res 1/29/2014 BEFORE USE mom Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ill 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,qualify control,storage,delivery,erection and bracing,consult ANSI/TP11 Qualify 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 OP}lumber is specified,the design values are those effective 05/01/2013 by A5SC r Job Truss Truss Type Qty Ply POLYGON 4A R42899130 PL14-331_UPPER FT5 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:35 2014 Page 1 ID:Fz9QzgfDntT1 tgjap2TkUzyPYh_-YXPpSAumOKF1 TZCIWcQI gyRtbyOVTdhCvNg9gfyaObE 1 2-6-0 I 1 1-1-8 II 1-2-0 II 1-0.12 1 Scale=1:33.3 1.5x3 II 3x6= 1.5x3 H 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x6= 1.5x3 II 1• 2 3 4 +`\\5 ;:; 0._e e 4 12 1 3x4= 3x8= 3x4= 3x4= 3x8= 3x4= 9-7-0 10-3-8 I 8-10-8 9-r rat-0II 19-1-4 I 8-10-8 0--8 0-7-0 8-9-12 0-7-0 0-1-8 Plate Offsets(X,Y)— 113:0-1-8,Edge1,114:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.29 13-14 >775 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.46 13-14 >497 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (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. (lb/size) 16=835/Mechanical,11=835/0-5-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3040/0,3-4=-3040/0,4-5=-3773/0,5-6=-3773/0,6-7=-3773/0,7-8=-3040/0,8-9=-3040/0 BOT CHORD 15-16=0/1802,14-15=0/3672,13-14=0/3773,12-13=0/3673,11-12=0/1802 WEBS 2-16=-1946/0,2-15=0/1336,4-15=-682/0,4-14=-164/412,9-11=-1945/0,9-12=0/1336,7-12=-683/0,7-13=-163/414 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard � o�Eo fROFess 4 :87022P7 •r • y„ i 1= F �Aj, OR GON tip„kid ^P �/y13ER \1 S9 . HE�OP EXPIRES:(16/30/2015 September 26,2014 I A WARN IMI-Verity design parameters and READ MESON MIS AND DELUDED MI1EK REFEREAC E PAGE NI1-7473 see 1/29/2014 BEFORE USE MI Design valid for use only with r,NTek connectors.This design is based only upon parameters shown,and is for an individual building component. NI 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/1PII 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 Southern Pine(SPI harsher is specified,the design values are those effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply POLYGON 4A R42899131 PL14-331_UPPER FT6 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:35 2014 Page 1 ID:Fz9QzgfDnTT1 tgjap2TkUzyPYh_YXPpSAum0KF1 TzCIWcQ1 gyRsDyP?TeQCvNg9gfya0bE 1 2-0-0 1 1 1-10-0 1 1 1-2-0 II 1-0-12 I 2-6-0 11 2-6-0 I 2-6-0 I Scale:3/8"=1' 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 s_ s a N • i o o e ` o ` • o \\! 4°1 \ f:i' e e s 16 15 14 13 12 1 3x4= 3x8= 3x4= 3x4= 3x8= 3x4= I 8-2-8 18-9-819-4-81 18-3-12 I 8-2-8 0-7-0 0-7-0 8-11-4 Plate Offsets(X,Y)— 113:0-1-8,Edge1,114:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/def1 L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.25 13 >880 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.39 13 >564 360 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) -0.06 16 n/a n/a BCDL 5.0 Code IRC20061TPI2002 (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=800/Mechanical,11=800/0-5-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2473/0,3-4=-2473/0,4-5=-3463/0,5-6=-3463/0,6-7=-3463/0,7-8=-2870/0,8-9=-2870/0 BOT CHORD 15-16=0/1420,14-15=0/3139,13-14=0/3463,12-13=0/3416,11-12=0/1718 WEBS 2-16=-1591/0,2-15=0/1179,4-15=-746/0,4-14=-3/579,9-11=-1854/0,9-12=0/1244,7-12=-590/0,7-13=-205/360 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ,i1/40) P R.04- �� �N {NEE `/ e§? off'firc 87022PE • N y �Ajs,OREGO (-15Ott '9 4,1/�M8ER 1'� EXPIRES:IIO/2015 September 26,2014 ®WARNING-Verify design parameters and READ ROTES ON THIS AND INCLUDED MIIEK REFERENCE PAGE MII-1473 rev.1/29/2014 8EF0REUSE 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 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/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 If Southern Pine(SP1 lumber is specified,the design values are those effective 06/01/2013 by ALS( Symbols NumberingSystem y stem A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y offsets are indicated. I I 6-4-8 dimensions (Drawings shownnot into ft-in-siscale)xteenths FailureDamage or to FollowPersonal CouldInjCauseuryProperty r�� Dimensions are in ft-in-sixteenths. li� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0 T/T 6„ 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves o p 4 may require bracing,or alternative Tor I _ O .. p bracing should be considered. O �� 1Wilily 3. Neestackvr exceed als the onign loading rbracedhown never inadequatelydes o v i i s s s i g t i For 4 x 2 orientation,locate ~ c�s cep cs 0 4 designer,matener,errectiontsupervisor,sproperty ownerla d plates 0-14 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 *Plate AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 software or upon request. NUMBERS/LETTERS. 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 anon-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 /rte Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the 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. *1114, Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek® Rights Reserved approval of an engineer. 1...111.r reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. IMS 18.Use ofseen or treated lumber may y pose unacceptable —ei environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: 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. lVill is not sufficient. BCSI: Building Component Safety Information, lie 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, M .. ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 1423 o 9il ( ci+f,, fL MST-20 -oot9 3 iB062019 Ci 'r OF TIGARD IVIilekt BUILDING DIVISION MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 4-A 8 INCH TAILS ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K4910114 thru K4910123 My license renewal date for the state of Oregon is December 31,2019. ,0 P R ore ,44 StP �NGINEcR /01- 89200PE ,,OREGONNIx 4.2 q y 14, 20 QV` � t1R 10-0 5(.11.;i44 -1:-21 July 19,2018 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSUTPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-11-00 GIRDER SUPPORTING 45-06-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&STA LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 56 2- 8=(-720) 3076 2- 3=(-5662) 1270 BC: 2x8 KDDF #1&BTR 2- 3=(-5662) 1270 8- 9=(-716) 3054 8- 3=( -582) 2678 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3698) 938 9-10=(-632) 3054 3- 9=(-1184) 384 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-3698) 938 10- 6=(-638) 3076 9- 4=(-1356) 5302 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 11.0" V 5- 6=(-5662) 1270 9- 5=(-1184) 384 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 543.8)+DL( 389.8)= 933.5 PLF 0'- 0.0" TO 12'- 11.0" V 6- 7=( 0) 56 5-10=( -580) 2678 BC LATERAL SUPPORT <= 12"OC. UON. 5- 6=(-5662) 1270 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 8.0" 8.0" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -1495/ 6518V -227/ 227H 5.50" 10.43 KDDF ( 625) ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12'- 11.0" -1495/ 6518V 0/ SM 5.50" 10.43 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 5" oc in 2 row(s) throughout 2x8 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.089" 6-05-08 6-05-08 MAX LL DEFL = -0.025" @ 6'- 5.5" Allowed = 0.600" ,r ,r MAX TL DEFL = -0.042" @ 6'- 5.5" Allowed = 0.800" MAX LL DEFL = -0.000" @ 13'- 7.0" Allowed = 0.067" 3-03-02A l 3-02-06 3-00-10 3-04-14 MAX TL DEFL = -0.000" @ 13'- 7.0" Allowed = 0.089" 4' 4' 'I SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 M-4x6 MAX HORIZ. LL DEFL = 0.007" @ 12'- 5.5" 14.00 7 \14.00 MAX HORIZ. TL DEFL = 0.011" @ 12'- 5.5" 4.0" 4 Az III Design conforms to main windforce-resisting system and components and cladding criteria. .m Wind: 140 mph, h=23.3ft, 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. M-4x12 M-4x12 3 40" .1: M-1.5x3 IiiiT-1.5x3 - o , m iii R mum ~ 1r2.,=- B 9 10 '-S M-12x14 M-3x10 =M-10x10 M-3x10 M-12x14 b l y y y ���Ep p it pF6ss 3-03-02 3-02-06 3-02-06 3-03-02 ; J, J, y �5 �NGINEFR /�, 0-08 12-11 0-08 ,C /L • c :92 0P 9<' JOB NAME : POLYGON 4-A NH - AG 400111. • Scale: 0.2695 • 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 Truss: AG and Wamings before construction commences, building component.Applicability of design parameters and proper y f OREGON tlV 2.2x4 compression web bracing must be installed where shown t. incorporation of component Is the responsibility of the building designer. L � '2S- �^ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced al �O -7Y 1 is the responsibility of the erector.Additional permanent bracing o! 2'o.c,and at 10'o.c,respectively unless braced throughout their length by y DATE: 7/19/2018 the overall structure is the responsibility of building deal continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). {{ {/V1 p ty o g gner. 3.2x Impact bridging or lateral bracing required where shown n e R R 1 t-`' SEQ.: K4 910114 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID' LINK design loads be applied to any component and are far dy andihnn^Druse. 5.CompuTrushas nocontrol over and assumes noresponsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 sse7. fabrication,handling,shipment and Installation of components. 7.Designassumesbeaaded on both fage ces Is rusaned. July 1.7,2018 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both feces of truss,and placed so their center TPI/WICA in SCSI,copies of which v411 be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(114-E 10.For basic connector plate design values see ESR-1311,E80-1988(MiTek) + This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 11.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF#16BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does 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. DON. 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. Unbalanced live loads have been TOTAL LOAD= 42.0 PSF Wind: 190 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, considered for this design. LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall DON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 6-05-08 6-05-08 NOTE: DESIGN ASSUMES SHEATHING f f I TO ONE FACE. 12 IIM-4x4 12 19.00 7 A\ \14.00 o /ii4iiii illiNiliiiiiii o f —7 4 5 • �0Ep PROFFS 0-06 12-11 0-08 ��� �NGiIVEER s/p�9 • ,Z..1 89200PE r JOB NAME : POLYGON 4-A NH - AGE - • Scale: 0.3367 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 lndNldual • 74.. ",OREGON �� Truss: AGE and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 corn b bracing G be installed where shown incorporation of component is the responsibility of the building designer. 1+ {� pression we g mu 2.Design assumes the top and bottom chards to be laterally braced al �O / Y 4 2�+ `t` 3.Additional temporary bracing to Insure stability during construction Y o.c.and at iO o.c.respectively unless braced throughout their length by I 1 P is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)an Nor drywall(BC). DATE: 7/19/2018 the overall structure is the responsibility of the building designer. 3.Dr Impact bridging or laMral bracing required where shown++ '�1 FR R I LL S EQ.: K4 9I O I Z S 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for"dry condition"of use. Design loads be applied 10 any component. TRANS ID: LINK 5.CompuTrus has nocontrol over and assumes noresponsibility or the 6.Design assumes full bearing atall supports shown.Shimorwedge if EXPIRES: 12-31-2019 scary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. JUIy .I .1 p 19,20 1 V 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 TP WWCA In BCSI,copies of which will be furnished upon request. lines coincide with join)center lines. 9.Digits indicate size of plate in inches. MTek USA,Inc./CompuTrus Software+7,6.RSP1(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 49'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 35 2-12=(-1165) 3913 3-12=( -243) 307 BC: 2x9 KDDF dl&BTR SPACED 29.0" O.C. 2- 3=(-3746) 1975 12-13=( -920) 3043 12- 9=( -179) 982 WEBS: 2x9 KDDF STAND 3- 4=(-3579) 1981 13-14=( -709) 2588 4-13=) -570) 399 LOADING 9- 5=(-2977) 1325 14-15=( -715) 2951 13- 5=) -207) 793 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2276) 1175 15-16=( -926) 2818 5-14=(-1010) 559 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2276) 1175 16-10=(-1158) 3188 14- 6=( -790) 1769 TOTAL LOAD= 42.0 PSF 7- 8=(-2977) 1325 14- 7=(-1010) 559 OVERHANGS: 8.0" 8.0" 8- 9=(-3579) 1481 7-15=( -207) 793 LL = 25 PSF Ground Snow (Pg) 9-10=(-3746) 1475 15- 8=) -570) 349 10-11=( 0) 35 8-16=( -179) 983 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=( -243) 307 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 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) 0'- 0.0" -353/ 2134V -300/ 300H 5.50" 3.41 KDDF ( 625) 49'- 0.0" -353/ 2134V 0/ OH 5.50" 3.41 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.069" MAX LL DEFL = 0.259" @ 29'- 6.0" Allowed = 2.904" MAX TL DEFL = -0.409" @ 16'- 6.1" Allowed = 3.206" MAX LL DEFL = -0.000" @ 49'- 8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 99'- 8.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.108" @ 98'- 6.5" MAX HORIZ. TL DEFL = 0.176" @ 98'- 6.5" 24-06 24-06 6-05-12 5-11-08 5-11-08 6-01-04 6-01-04 5-11-08 5-11-08 6-05-12 Design conforms to main windforce-resisting T f T T f f f f f system and components and cladding criteria. 12 12 6.25 M-4x6 Q 6 25 Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 4.0" load duration factor=l.6, 6 45( Truss designed for wind loads -4.4 in the plane of the truss only. M-3x46 7-3x4 M-5x6(5) M-5x6(5) 0.25" /t°:,..25" 9 M-1.5x3 / M-1.5X3 3a re re 1 ♦ / r0 44. o / 12 13 4. 14 'r15 16 `1 p 1 M-3x8 M-3x4 0.25" M-3x8 0.25" M-3x4 M-3x8 i 0Ep ' PROFeo� AM-5x6(S) M-5x8(S) C.0‘.. NG'NE /b b b b b l l ��� Aq 2 8-06-03 7-11-15 7-11-15 7-11-15 7-11-15 8-06-03 lb4 CC. 0-08 49-00 0y 8 =92 OP r JOB NAME : POLYGON 4-A NH - B1 , Scale: 0.1191 WARNINGS: GENERAL NOTES, unless otherwise noted: Q /1'+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and isfor anindividual yL �!OREGON 4, Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper a rmm 2.2x4 compression web bracing must be installed where shown+. incorporo on o ponent is the responsibility of the building designer. j ` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at <0 -�7 ' / e L,F 2� 1O\ �y.� is the responsibility of the erector.Additional permanent bracing of 2'cc.and at 10'o.c.respectively unless braced throughout their length by s DATE: 7/19/2018 the overall structure is the responsibility of buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). P ty o 8 3.2x Impact bridging or lateral bracing required where shown t a FR R 1 L\- SEQ.• K4910116 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. 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, its be applied ycompone tlto an M. end are for"dry condition.of use. design TRANS ID: LINK gnoa 5.CompuTms hes no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if necessary. EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation ofcomponents. 7.Plates assumes adequate onbodrainage isprovided. July 19,2018 6.This design Is furnished subject to the limitations set forth by B.Plates shall be boated on both faces of truss,and placed so their center TPIAWCA 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,IncJCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,E5R-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 99'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 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 Design conforms to main windforce—resisting DL ON BOTTOM CHORD= 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 92.0 PSF Wind: 190 mph, h=25.6ft, TC'DL=9.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads PER ICC CODES(IRC/IBC),TPI 1 AND REFERENCED BCSI, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. in the plane of the truss only. FLAT BOTTOM CHORD GABLE TRUSSES ARE NOT TO BE INSTALLED ADJACENT TO SCISSOR TRUSSES UNLESS BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. SPECIAL OUT OF PLANE WALL BRACING IS SPECIFIED AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. M-1x2 or equal typical at stud verticals. BY THE ENGINEER OF RECORD. Refer to CompuTrus gable end detail for complete specifications. 24-06 24-06 12-03-10 12-02-06 12-02-06 12-03-10 1" '( T T T 12 IIM-4x4 12 6.25 3 Q 6.25 M-3x6(5) M-3x6(S) !'.. o. M 9 O c 1 a RA A A A 6 c 0 0 I M-3x6(S) M-3x6(5)+ M-3x6(5)+ 3 o M-3x4 `kt Prit. �.`�n y 16-06-01 I 7-11-15 7-11-15 h 16-06-01 �� �j` _ , F,r,, v/�� y y nn OP 7 0-08 99-00 �7 2 Vf JOB NAME : POLYGON 4—A NH — BGE1 Scale: 0.1756 WARNINGS: GENERAL NOTES, unless otherwise noted: CC 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,. ,OREGON '`� Truss: BGE1 and Wamings before construction commences. building component.Applicability of design parameters and proper �t 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibiltty of the building designer. , L1,I 20\ �� 3.Additional temporary bracing to Insure stabilityduring construction 2.Design assumes the top and bottom chords to belateralty braced at . -7r 1A Is Me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Y /� DATE: 7/19/2018 the overall structure is the responsibility f the building designer. 2x Imp ous sheathingginor laterals plywood sheathing(TC)shownor drywall(BC). Yvf p ty o g gacin 3.In Impact bridging or lateral bracing required where shown++ FR R iLk- SE K4910117 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. • TRANS I D: LINK 5.CompuTms has no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handing, sorry hedismeecaotmalmitatioofcampahby T.PtassumesotedoneothfacefoprosiseJuly 19,2018 6.This design re furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center TPIM?CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MTek USA,Inc./CompuTnts Software+7.6.8-SP1(1L)Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 49'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-.2=(-7367) 2979 1-12=(-2604) 6813 1- 2=(-7367) 2979 16- 8=(-566) 350 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-7388) 2850 12-13=(-1507) 4493 2-12=( 0) 267 8-17=(-178) 481 WEBS: 2x4 KDDF STAND; 3- 4=(-3150) 1382 13-14=( -878) 2894 12- 3=(-1416) 4030 17- 9=(-243) 307 2x4 KDDF #1&BTR A LOADING 4- 5=(-2722) 1283 14-15=( -671) 2478 3-13=(-2067) 825 • LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2242) 1190 15-16=( -720) 2419 13- 4=) -128) 434 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2255) 1176 16-17=) -931) 2806 4-14=) -669) 362 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2952) 1328 17-10=(-1158) 3162 14- 5=( -218) 730 8- 9=(-3548) 1484 5-15=( -984) 545 OVERHANGS: 0.0" 8.0" LL = 25 PSF Ground Snow (Pg) 9-10=(-3714) 1475 15- 6=( -816) 1745 10-11=) 0) 35 15- 7=(-1015) 552 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7-16=( -206) 806 as For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. • 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) 0'- 0.0" -324/ 2058V -298/ 294H 5.50" 3.29 KDDF ( 625) 49'- 0.0" -354/ 2136V 0/ OH 5.50" 3.42 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 = 0.452" @ 13'- 4.0" Allowed = 2.404" MAX TL DEFL = -0.723" @ 13'- 4.0" Allowed = 3.206" MAX LL DEFL = -0.000" @ 49'- 8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 49'- 8.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS 24-06 24-06 MAX HORIZ. LL DEFL = 0.253" @ 48'- 6.5" ,r MAX HORIZ. TL DEFL = 0.413" @ 48'- 6.5" 4-10-09 4-02-12 4-06-04 5-06-02 5-04-06 6-01-04 5-11-08 5-11-08 6-05-12 '1 T 'f '1' T f f T '( T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.25 p M-4x6 Q 6.25 Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 4N load duration factor=1.6, Truss designed for wind loads � in the plane of the truss only. M-3x4 M-3x4 M-5x6(5) M-6x10(5) M-3x4 4 0.25" 0.25" ..., 3 M-5x16 2�� M-1.5x3 M M-1.5x3-3x8 All111111111111s. M o O -M-10x10 - O 1 4. 13 14 15 f 17 -• O i MSHS-9x18 M-3x4 M-3x8 0.2 M-3x4 M-3x8 1 0 0 .-3.50 3.50 M-5x8(5) * 12 y 12 y y y * * * - :(51° �� 1 PRoi y 6-10-12 y 6-05-04 y 5-06-02 5-07-14 8-01-01 7-11-05 8-05-09 y b •�4, ENGAEL, /� 6-10-12 6-05-04 49-00 35-08 0-08 ii,, y 'I 89200PE 9r JOB NAME : POLYGON 4-A NH - BV • Scale: 0.1139 WARNINGS: GENERAL NOTES, unless otherwise noted: O CC 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shovmand is for anindiidual vL OREGON �4, Truss: BV and Warnings before construction commences. building component.Applicabilby of design parameters and proper a� 2.2z4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. �jK 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /O '11' T r '1 ^ 2-°)\0N,,-L . is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at lo'o.c.respectWely unless braced throughout their length by `'F f DATE: 7/19/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywoodsheething(TC)and/or drywsll(BC). V 3.2s Impact bridging or lateral bracing required where shown++ �[1 R i l-\- SEQ.: K4 910118 4.No load should be applied to any component untafter all braGng and 4.Installation of truss is the responsibility of the respective contractor. I1�7�1 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, loads bee applied to e t and are for-dry condition..of use. deal TRANS ID: LINK s.comparuehas no ontrelo eandpat. asumeenoresponaibilby or the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. July 19,2018 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 TPIANTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate s¢e of plate In Inches. MiTek USA,Ina./CompuTnls Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) .,This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.2" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 102 6-7=(-169) 163 6-2=(-398) 165 BC: 2x9 KDDF#16BTR SPACED 24.0" O.C. 2-3=(-239) 116 7-8=1 -22) 32 2-7=( -44) 142 WEBS: 2x9 KDDF STAND 3-9=(-239) 116 7-3=( -15) 120 LOADING 4-5=( -6) 102 7-9=( -44) 142 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 4-8=(-398) 165 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 8.0" 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -60/ 428V -178/ 178H 5.50" 0.69 KDDF ( 625) 7'- 3.2" -60/ 926V 0/ OH 5.50" 0.69 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.000" @ 7'- 11.2" Allowed = 0.067" MAX TL DEFL = -0.000" @ 7'- 11.2" Allowed = 0.089" 3-07-10 3-07-10 MAX TC PANEL LL DEFL = -0.047" @ 1'- 10.9" Allowed = 0.317" f T I MAX TC PANEL TL DEFL = 0.095" @ 5'- 2.9" Allowed = 0.476" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-9x6 14.00 7 \14.00 MAX HORIZ. LL DEFL = -0.001" @ 7'- 1.5" 3 4.0" MAX HORIZ. TL DEFL = -0.001" @ 7'- 1.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. /11AIK\ iir 116 a , oN NO o ,-1 Y m L ,-1 M-1.5x3 M-3x8 M-1.5x3 3-07-10 3-07-10 �� P D OF y0-08y 7-03-04 0-08y �- GINllE l��Wee) ..._."4./ '92� r JOB NAME : POLYGON 4-A NH - Cl Scale: 0.3951 i40,° .- / 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 �� ,�OREGON }� ��(/ Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper y 2.2x4 compression web bracing must be installed where shown i, incorporation of component is the responsibility of the building designer. / A tl ^f\� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at O 1 7 y^s 'LV by is the responsibility of the erector.Additional permanent bracing of 2.4.4.ie and al ea hin.rsuch as ply woods braced throughout their length). 1"F g A continuous sheathing such as plywood sheathing(TG)and/or drywall(BC). (� t YN' DATE: 7/19/2016 the overall structure Is the responsibility of the building designer. 3.2u Impact bridging or lateral bracing required where shown s o Ft R i 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. SEQ.: K4 91 O 119 fasteners are complete and at no time should any mads greater than 5.Design assumes hisses are to be used in a nenmo0osIve environment, and are for"dry condition'of use. TRANS I D: LINK design mead be applied to any component. 5.CompuT us hes no control over and assumes no responsibility for he E Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 scary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. July 1 9,20 1 8 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 TP WJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,IRC./CompuTrss Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 7'— 3.2" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 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 Design conforms to main windforce—resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Unbalanced live loads have been TOTAL LOAD = 92.0 PSF considered for this design. Wind: 140 mph, h=21.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL= 25 HE 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 2015 AND IRC 2015 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. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 3-07-10 3-07-10 1' . T NOTE: DESIGN ASSUMES SHEATHING 12 HM-4x412 TO ONE FACE. 19.00 7 \14.00 M1S f —/ a 0 0 N N O 4 5 y0-08 y 7-03-04 y0-08 y ,cQ,ED PROs60 4. c.; �N �R GIN `r�0 :9200PE yr JOB NAME : POLYGON 4—A NH — C1GE Scale: 0.9630eo— ' .. 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 Truss: Cl GE and Wammgsbefore construction commences. building component.Applicability of design parameters and -jL ,OREGON Q/ Incorporation of component the responsibility proper 2.2z4 compression web bracing mud be installed where shown.. rpora ponen ponsi lily 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 <O 41) 14, 2 'tic �� is me responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectWely unless braced throughout their length by Y s v continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). DATE: 7/19/2018 the overall structure is the responsibility of the building designer. 3.2a 4'14'114L� Impact bridging or lateral bradng required where shown++ SEQ.• K4 91012 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respecta contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design mads be applied to any component. and are for rycondition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes Ml bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. shipment and installation of components fabrication,handling, .f r� p . 7.Design assumes adequate drainage is provided. July 1 9,20.l 1 8 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Sighs indicate sac of plate In Inches. MiTek USA,Inc./CompuTrus Software+7,6.8SP1(1 L)-E 10.For basic connector plate design values see ESR-1311,EBR-1985(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 6-7=(-321) 38B 2-6=(-141) 191 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=( -B4) 199 6-3=(-578) 556 WEBS: 2x9 KDDF STAND; 3-9=(-376) 415 3-7=(-356) 344 2x9 KDDF #1&BTR A LOADING 9-5=(.-20) 9- 7-9=(-387) 350 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -50/ 431V -252/ 387H 5.50" 0.69 KDDF ( 625) 7'- 7.5" -278/ 45111 0/ OH 5.50" 0.72 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.089" MAX SC PANEL LL DEFL = -0.080" @ 3'- 6.8" Allowed = 0.326" 3-07-09 3-08-03 0-03-12 MAX BC PANEL TL DEFL = -0.159" @ 3'- 8.8" Allowed = 0.435" f 1 1 I SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 M-1.5x3 5 MAX HORIZ. LL DEFL = 0.003" @ 7'- 2.0" 19.00 4 MAX HORIZ. TL DEFL = 0.003" @ 7'- 2 0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 3 * r, , 0 10 M-1.5x3 f 0 00 1 o 0 6'- M-3x4 M-3x4 J' i' l Gj" G N FFss/t?. 0-08 7-07-08 w� R 2T� C' 8 200 P E r' JOB NAME : POLYGON 4-A NH - C3 Scale: 0.2982 WARNINGS: GENERAL NOTES, unless otherwise noted: tr J� 1.Bidder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and is for an Individual Y47.0 47 OREGON *„ ,'�(/ Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper n 2.204 compression web must be installed where shown*. inoorporatlon of component is the responsibility of the building designer. praasion we g ma / '9 y rL0 -� 3.Addklonal temporary bracing to Insure stability during construction 2.Design assumesthetop and bottom chords to be laterally braced at O 14, is the responsibility of the erector.Additional Pennanen[bracing of c2'o.c.and at 10'o.c.rg such a plywoody unless braced throughout their length by (....„A„.P DATE: 7/19/2018 the overall structure is the responsibility of the building designer. 2 impactsrigingi oratehesrequired inered shown wall(BC). �J p y g 9 3.2a Impact bridging or lateral bracing where shown++ R R10- SEQ.: 1 0- SEQ.: K4 910121 4.No load should be applied to any component until after all bracing end 4.Installation of tm,Nsshe are sie ulity syd oft n he respective contractor. `/l fasteners are complete and at no time should any loads greater than Design assumes and are for"dry condition'of use. Design loads be applied to any component. TRANS ID: LINK 5.CompuTushas noconolover and assumes noresponsibility for the 6.Designssumesfullbearingatallsuppornahown.Shimorwedgeif EXPIRES: 12-31-2019 ry fabrication',handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July t p 1 9,20 1 8 B.This design is famished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. • MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC / LUMBER SPECIFICATIONS TRUSS SPAN 7'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 6-7=(-321) 388 2-6=(-141) 191 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -84) 149 6-3=(-578) 556 WEBS: 2x4 KDDF STAND; 3-4=(-376) 415 3-7=(-358) 344 2x4 KDDF #1&BTR A LOADING 4-5=( -20) 9 7-4=(-387) 350 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -50/ 431V -252/ 387H 5.50" 0.69 KDDF ( 625) 7'- 7.5" -278/ 451V 0/ OH 5.50" 0.72 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. vertical members (uon). 1COND. 2: Design checked for net(-5 g (- Psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.089" MAX BC PANEL LL DEFL = -0.080" @ 3'- 8.8" Allowed = 0.326" 3-07-09 3-08-03 0-03-12 MAX BC PANEL TL DEFL = -0.159" @ 3'- 8.8" Allowed = 0.435" ' ,f SEASONED LUMBER IN DAY SERVICE CONDITIONS 12 M-1.5x3 MAX HORIZ. LL DEFL = 0.003" @ 7'- 2.0" 14.00 -77 5 _ MAX HORIZ. TL DEFL - 0.003" @ 7'- 2.0" /Id ¢ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End verticals) areexposedtowind,Truss designed for wind loads in the plane of the truss only. Trussdesignedfor9x2outlookers. 2x9let-insof the same size and grade as structural top chord. Insure tight fit at each end of let-in. o Outlookers must be cut with care and are A o permissible at inlet board areas only. II M-1. f 0 I 1 N 0 al 0 I N M-3x4 M-3x4 ��.1 PR OFFS 0-Os 7-07-08 , �� �NGINEFn `�/a2 • °'c, 89200PE 9r JOB NAME : POLYGON 4-A NH - C2 Scale: 0.2917 WARNINGS: GENERAL NOTES, unless otherwise noted: O CC 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is bran Individual 44/ Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper yG a9OREGON ww� , 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the rasponcibilfty of the building designer. (� K 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at I/� y 01 v� �� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respacti ply unless braced throughout their length by �f ///��� y ✓ ,S continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). R R I O,`?) DATE: 7/19/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K4 910122 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility otthe respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment. TRANS ID' LINK design loads be applied to any component. end are for-dry condition"o(use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necefabrication,handling. �ry. 1 .I(� .t p shipment and limitations of components. 7.Design assumes adequate drainage Is proceed. J U Iy 1 9,2 0 1 O 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both feces of truss,and placed so their center TPIM?CA In BCSI,copies of which will be lumished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate In Inches. MiTek USA,Inc./CompuTtus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) r. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1-2=(-25) 29 2-4=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-34) 36 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: 8.0" 0.0" 12 TOTAL LOAD = 42.0 PSF 0'- 0.0" -60/ 215V 0/ 22H 3.50" 0.34 KDDF ( 625) 5.00 G''' 0'- 10.3" -38/ 21V 0/ OH 3.50" 0.03 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -17/ 19V 0/ OH 1.50" 0.03 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LCOND. 2: Design checked for net(-5 psf) 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'- -B.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = -0.000" @ 0'- 6.7" Allowed = 0.033" MAX TC PANEL TL DEFL = -0.000" @ 0'- 6.7" Allowed = 0.050" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 2 � ,..1 in the plane of the truss only. I f ' o., I 0 I 11 o i 10000111!!!11111111!!!! M-3x4 ,\<<„,R\ED PR0FFss 0-08 1-00 �S. ANG FR <'2 :9200PE 9r JOB NAME : POLYGON 4-A NH - X1gilliPPr �. Scale: 1.1852 ' WARNINGS: GENERAL NOTES, unlessoterwlsanoBd: fl ,C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onyupon the parameters shown and Isfor anlydNidual y, ,,OREGON ^•<C/ Truss: X1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2,4 compression web bracing must be Installed where shown i. Incorporation of component re the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottomto ba laterally bracetl al /O 'T Y 14 20 � is the responsibility of the erector.Additional permanent bracing of 2'o.c.and a170'o.c.respectivelyunlessass braced throughout their length by `'Ff structure is the responsibility of building dell continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). DATE: 7/19/2018 the overall s p ty o g gner. 3.2a impact bridging or lateral bracing required where shown+. *R 1") 1 SEQ.: K4910123 4.No load should be applied to any component until after all bracing and 4.Instagationoftruss l thhereepob biked ofIn the contractor. ,11� l fasteners are complete and at no time should any loads greater than Design assumes bosses• TRANS ID: LINK design loads be applied to any component. B. andareor^anp�"lice n^orutsilsa supports wedge 5.CompuTrushas nocontrol over and assumes noresponsibility for the =assumes ga ppo g EXPIRES: 12-31-2019 n p fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. JUIN 19,2018 8.This design is furnished subject to the limitation set forth by B.Plates shall be located on both faces of truss,and placed so their center TPINJICA in 5E51,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 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. 11%66, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. or X-bracin diagonal TOP CHORDS g,is always required. See BCSI. �� 2. Truss bracing must be designed by an engineer.For 0'1116 4 wide truss spacing,individual lateral braces themselves Q may require bracing,or alternative Tor I li bracing should be considered. O3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7.8 C6-7 C5-6 4. erection supervisor,property owner and plates 0- 'Rd'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 use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: 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. ♦ by AWC in the 2005/2012 NDS by text in the bracing section of the 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. 1 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. EN NO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NMI® 18.Use of green or treated lumber may pose unacceptable .= environmental,health or performance risks.Consult with Industry Standards: project engineer before use. 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 is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, rii'''k 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 'f POLYGON 10-26-12 R O S E B U R G 4ABC 11/2012 12:30pm Jl MAIN 1 of 1 KeyBeam®4.600d kmBeamEogine 4.600s1 Materials Database 1381 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: KYB1 It' n 1l / / / 11 0 0 11 0 0 Q ` 2200 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall Douglas-Fir-Larch 3.500" 1.750" 380# -- 2 11' 0.000" Wall Douglas-Fir-Larch 3.500" 3.500" 1121# -- 3 22' 0.000" Wall Douglas-Fir-Larch 3.500" 1.750" 380# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 302#(189plf) 78#(49plf) 2 863#(539p1f) 259#(162p1f) 3 302#(189p1f) 78#(49p10 Design spans 10' 9.375" 10' 9.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 863.'# 2820.'# 30% 4.53' Odd Spans D+L Negative Moment 1209.'# 2820.W 42% 11' Total Load D+L Shear 561.# 1220.# 45% 11' Total Load D+L End Reaction 380.# 1151.# 32% 0' Odd Spans D+L Int.Reaction 1121.# 1775.# 63% 11' Total Load D+L TL Deflection 0.0899" 0.5391" L/999+ 16.93' Even Spans D+L LL Deflection 0.0764" 0.2695" L/999+ 5.07' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% All product names are trademarks of their respective owners KAM I L.BELWOOD .e>>mark' EWP MANAGER Copyright(C)1987-2012 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS hen he"Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design LAKE OSWEGO,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-479-3317 iv BM4-Quick Beam PACIFIC LUMBER Page 1 Project: C V 15:55:49 09/25/14 Job: 4ABCD Designed by: kamibH Client: POLYGON FEB 0 6 2019 Checked by: ,,.;i i Y OF TIGARD JUILDINC DIVISION Input Data Check of 7 1/4"x16" 30F-2.1E-Balanced Layup-APA IJC-SP be Left Cantilever: None Main Span: 16'6" Right Cantilever: None Check for repetitive use? No Tributary Width:0' Slope:0 Dead Load:0 psf Live Load: 0 psf Snow Load: 0 Allow. LL Deflection: U360 Allow.TL Deflection:L/240 DOL: 1.150 (3 in Maximum) Eb:2100000 psi F,,:270 psi Fb:3000 psi User Defined Loads Load Case Load Distance(s)to Load Load at Load at Type Start Length Start End ft ft plf plf Floor Live Uniform 0' 16'6" 380 Dead Uniform 0' 16'6" 143 Dead Uniform 0' 16'6" 100 Snow Condition 1 Uniform 0' 16'6" 1140 Design Checks Reaction Bending-X Shear LL Defl. TL Defl. lb psi psi in in Max.Value 14544.8 2327.47 154.832 -0.4878 -0.5658 Allowable 16095 3382.8 310.5 0.55 0.825 %of Allow. 90 I, 69 it 50 Mi. 88 lle 68✓ Location 0' 8'3" 1'5-1/2" 8'3" 8'3" Reactions and Bearing Support Location Min.Bearing Reaction ft in lb 0' 2.738 14544.8 16'6" 2.738 14544.8 Self-weight of member is not included. Member has an actual/allowable ratio in span 1 of 90 11,%. Design is governed by reaction. Governing load combination is Dead+Snow Condition 1. Maximum hanger forces: 14544.8 lb(Left)and 14544.8 lb(Right). Timber design is governed by NDS 1997. Program Version 9.1-5/11/2005