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Plans (295) \\c\ST,c,-A_ MiTek lot MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-429_MAINOW Fax 916/676-1909 POLYGON 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:R43961812 thru R43961814 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ,s�R— PRO•ess 87022P, <0,�T OREGON cls Attl 16 :'OBER A. Ht. EXPIRES:06/30/2015 March 5,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R43961812 PL14-429_MAINOW F01 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc Thu Mar 05 14:15:33 2015 Page 1 ID:brruHgUalglzWRo1 bXLiOcy8Kd9-EKpY1 cV0y7rD1 DaZBycliQgl?tzVebgPt7tU7?ZzdwDu Scale=1:36.9 4x4= 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 3x6 FP= 1.5x3 II 1.5x3 II 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 118818 19 220 2211:1 -A I 111 'h. 74 \ /4& I 1°#I VAN ir/Ala Nair& 41 Ilik A I ilt, �22\2 24 25 233 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x6= 3x5= 3x6 FP= 3x5= 3x5 = 3x5— 4x4— 3x5= 3x5= 3x5= 3x5= 3x6= 3x5= I 21-9-12 I 21-9-12 Plate Offsets(X.Y)— [1:Edge.0-1-8].[31:0-1-8 Edge],132:0-1-8 Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (lac) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(TL) 0.00 32 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:115 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, Except: 10-0-0 oc bracing:38-39,37-38,27-28. REACTIONS. All bearings 21-9-12. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)30 except 39=142(LC 6),32=176(LC 7),31=186(LC 6),26=146(LC 7) Max Gray All reactions 250 lb or less at joint(s)39,32,31,38,37,35,34,33,26,27,28,29,30 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 10-34=251/234,10-33=-250/236,12-33=-281/275,15-30=268/258,15-31=265/256 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)This truss has been designed for a total drag load of 150 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-9-12 for 150.0 plf. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard tO PR Ops kr t870 2PE 9t' to y "0,,, OREG N ry©„k/ A. H'Er EXPIRES:06130/2015 March 5,2015 _ I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 6111-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mi Tek 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 responsibility of the MiTek� 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 Quaily Criteria,DSB-B9 and ICSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 rim',Heights,CA were Job Truss Truss Type Qty Ply POLYGON R43961813 PL14-429_MAINOW F02 FLOOR 15 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Mar 05 14:15:35 2015 Page 1 ID:brruHgUalglzWRo1 bXLiOcy8Kd9-AjxlRl WGUk5xGXkylNemnrvHPhTX3UrAaBzD3RzdwDs 1 1-o-D 1 1 1-2-0 11091 Scale=1:37.2 3x4= 4x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 imp ° ‘- e- 36 36 35 34 33 32 31 30 29 28 27 26 25 24 3x4= 4x5= 3x5= 3x6 FP= 3x5= 3x5= 3x4= 3x4= 3x5= 3x5= 4x5= 3x4= 1.5x3 SP= 3x5 = 13-5-11 I 12-3-11 17-10-1 1 21-9-12 I 12-3-11 0-7-013-7-0 8-4-1 Plate Offsets OM- [28:0-1-6 Edge].[29:0-1-8.Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL- in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.39 29-30 >671 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.61 29-30 >429 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.09 24 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 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) 24=795/0-6-12 (min.0-1-8),36=795/0-7-0 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1463/0,3-0=1463/0,4-5=-2603/0,5-6=2603/0,6-7=-3427/0,7-8=3427/0, 8-9=3932/0,9-10=3932/0,10-11=4130/0,11-12=4130/0,12-13=3970/0, 13-14=3970/0,14-15=3970/0,15-16=3422/0,16-17=3422/0,17-18=2605/0, 18-19=2605/0,19-20=2605/0,20-21=1463/0,21-22=1463/0 BOT CHORD 35-36=0/773,34-35=0/2071,33-34=0/3052,32-33=0/3052,31-32=0/3717,30-31=0/4070, 29-30=0/4084,28-29=0/3970,27-28=0/3720,26-27=0/3048,25-26=0/2072,24-25=0/773 WEBS 13-29=117/292,14-28=335/0,2-36=1082/0,2-35=0/967,4-35=-850/0,4-34=0/745, 6-34=630/0,6-32=0/525,8-32=406/0,8-31=0/301,12-29=-459/162,22-24=1082/0, 22-25=0/967,20-25=-852/0,20-26=0/747,17-26=621/0,17-27=0/523,15-27=-444/0, 15-28=0/581 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/-Pi 1. 4)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 �c,� PRQ,F- Ca� attached to walls at their outer ends or restrained by other means. �] � LOAD CASE(S) Standard ' F 144 17 2 8 $ 2PE , � N - 4>, OAEGO ep (tt '. A. HSik P EXPI RES:06/30/2015 March 5,2015 8 8 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. M mil 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 responsibility of the '��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/UP1i Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 (`itnic 1-1,40131 c C.0 95510 Job Truss Truss Type Qty Ply POLYGON R43961814 PL14-429 MAINOW F04 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Mar 05 14:15:35 2015 Page 1 ID:brruHgUalglzV Ro1bXLiOcy8Kd9-AjxIRIWGUk5xGXkylNemnrvIThYw3XTAaBzD3RzdwDs 2-7-11 I I 1-2-0 I I 1-11-9 I 2-0-0 Scale=1:20.8 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 • _ o e ► 0 N ... -.-- : a • a • , e • 12 11 10 9 3x4= 1.5x3 II 3x4= 3x5= 3x4= I 2-5-11 13-0-11 13-7-11 I 11-11-12 I 2-5-11 0-7-0 0-7-0 8-4-1 Plate Offsets(X.Y)— [2:0-1-8.Edgg] [100-1-8.Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.12 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.19 9-10 >766 360 BCLL 0.0 Rep Stress Ina YES WB 0.26 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=435/Mechanical,8=435/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-939/0,3-4=-939/0,4-5=1153/0,5-6=1153/0 BOT CHORD 11-12=0/939,10-11=0/939,9-10=0/1250,8-9=0/735 WEBS 2-12=-1027/0,6-8=-823/0,6-9=0/469,4-10=393/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard <<-R ) PR op 87022PE r cvN 71..�, OREGO ti�Ott/ i • BER \\ p7 s.As A. Hes; EXPIRES:06/30/2015 March 5,2015 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. 11� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the a B'T�,R`= erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IXB 1 fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TP[1 QuaMy Criteria,051-89 and ICS!Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cknrc Heights CA 95810 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 34; Center plate on joint unless x,y 6-4-8 dimensions shown int ft-in-sixteenths Failure to Follow Could Cause Property /4 I (Drawings not to scale) Damage or Personal Injury offsets are indicated. 9 1 rY raillirDimensions are in ft-in-sixteenths. NM*, 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 orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0 1/T 6" ME wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I bracing should be considered. 161\11111HA o 1_111MANor 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 0O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate cr a c6-7 cs a designer,erection supervisor,property owner and plates 0 '/1 ' 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 in all respects,equal to or better than that specified. �! Indicated by symbol shown and/or by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at Output. Use T or I bracing 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 Nes.' 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint mil. ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable 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 Ifront,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. mileeke BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-429_UPPER Fax 916/676-1909 POLYGON 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:R43673808 thru R43673809 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. ��RE4 PR()Fes� � ‘...‘GINE fid? 1Qy • 2PE 9r pCCk'3r,, OREGON cls Q 'AOC1X41 ER 11 A S A. Hen EXPIRES:06/30/2015 January 23,2015 Hemandez,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 R43673808 PL14-429_UPPER F01 FLOOR 16 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mires Industries,Inc.Fri Jan 23 08:10:24 2015 Page 1 ID:brruHgUalglzWRo1 bXLiOcy8Kd9-I??PJDM 1 is?bLrDjtFgGwf9OPAf?U4SoagxKgRzsViD t-10-01 10-8-011 1-2-0 I0-10-611 1-0-0 11 1-2-0 1 1 1-1-6 1 1 1-0-0 1 1 1-2-0 11 1-2-8 1 1-2-0 1 Scale=1:37.3 3x4= 3x4 II 4x4= 3x4 = 3x4= 3x6 FP= 3x4= 3x4= 3x4 = 3x4= 3x4= 4x4= 4x5= 3x4 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 °e e a o v > o °\i2,10�®bae _ eee5.! •r / \ IN - o e e° e 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6= 4x4= 3x6= 4x5= 3x5= I 21-9-12 I 21-9-12 Plate Offsets(X.Y)- j1:Edge 0-1-8].(15'0-1-8.Edge1 1170-1-8.Edge].[18:0-1-8.Edge] [20'0-1-8.Edge].[25:0-1-8.Edge] [32:0-1-8.Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.41 31-32 >632 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.64 31-32 >405 360 BCLL 0.0 Rep Stress Ina YES WB 0.71 Horz(TL) 0.08 24 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:112 lb FT=0%F,0 kE 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) 39=791/0-6-0 (min.0-1-8),24=791/0-6-0 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1285/0,3-4=1285/0,4-5=2293/0,5-6=-2293/0,6-7=-3076/0,7-8=-3076/0, 8-9=-3076/0,9-10=3634/0,10-11=3634/0,11-12=3970/0,12-13=3970/0, 13-14=4053/0,14-15=-4053/0,15-16=3956/0,16-17=3956/0,17-18=3519/0, 18-19=2939/0,19-20=2939/0,20-21=-2027/0,21-22=2027/0 SOT CHORD 38-39=0/696,37-38=0/1816,36-37=0/1816,35-36=0/2712,34-35=0/3382,33-34=0/3829, 32-33=0/4046,31-32=0/4053,30-31=0/4053,29-30=0/3519,28-29=0/3519,27-28=0/3519, 26-27=0/2027,25-26=0/2027,24-25=0/939 WEBS 17-29=-279/0,18-28=0/254,20-26=419/0,21-25=-591/0,2-39=-1027/0,2-38=0/903, 4-38=815/0,4-36=0/731,6-36=-643/0,6-35=0/559,9-35=469/0,9-34=0/386, 11-34=300/0,17-30=0/706,15-30=-402/124,20-27=0/1265,18-27=-857/0, 22-24=1206/0,22-25=0/1407 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �y,E4 PROpe 4)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. {G�G(NE . /© LOAD CASE(S) Standard �9 .87©22P'E f' trl 04 -, �-0,� OREG•N ti� q�� 1/ 0 8ER 1\ ©s A. H # EXPIRES:06/30/2015 January 23,2015 1 r ®F9Fri/TtC.VerRy deslgararanx€rrsand READ ACTES ONTHIS AND f .l/OEENTTEKREFEI(ONLSPAGEMI77473re&1/2912014SfFO4EUSE ....... 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 g� is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the tViiTek` 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,consul} ANS1/TPI1 Quarrly Crileria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Informalon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern PinefSP)lumber is kportilied,the.destgavnts.ns avirsiNve reffactitasos,10212Sl3 byALSC Job Truss Truss Type Qty Ply POLYGON R43673809 PL14-429_UPPER F02 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Jan 23 08:10:25 2015 Page 1 ID:bnuHgUalglzWRol bXLi0cy8Kd9-DBZnWZMgT97Sy?owRyLVSthbQa2_DdwypUguDtzsViC 1 0-9-0 1 1 1-2-0 1 1 1-11-14 1 1 1-2-0 I I 2-2-14 I I 1-2-0 1 1 2-6-0 I Scale=1:20.2 3x4 = 3x4= 1 2 3 3x4= 4 5 6 7 3x4= 8 e e V9e e s =._."a N 0o e e a o e 0 e e 16 15 14 13 12 11 10 'evil, 3x4= 3x4= 3x4= 3x4= 4-11-14 1-0-0 1 1-7-0 1 2-2-0 1 4-3-64 15-6-14 8-0-12 1 8-7-12 1 9-2-12 1 11-11-12 I 1-0-0 0-7-0 0-7-0 2-1-6 0-1 0-7-0 0-7-0 0-1-k 2-4-6 0-7-0 0-7-0 2-9-0 Plate Offsets(X Y)— [2:0-1-8.Ecige].[3:0-1-8.EQge].[6:0-1-8 Edge].[7:0-1-8.Edgej {12:0-1-8.Edge] [13:0-1-8.Eclge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.13 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.21 11-12 >691 360 BCLL 0.0 Rep Stress Ina YES WB 0.38 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=435/Mechanical,9=435/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=574/0,3-4=1240/0,4-5=1240/0,5-6=-1240/0,6-7=-996/0 BOT CHORD 15-16=0/574,14-15=0/574,13-14=0/574,12-13=0/1240,11-12=0/996,10-11=0/996,9-10=0/996 WEBS 2-15=0/315,2-16=-893/0,3-13=0/750,6-12=0/349,7-9=1071/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard .��ED PR pF�ss c3tN fp W. 17 87022PE to - -t,, OREGO ii,d©,„ 0 'REP A HE\\\,_,... RS EXPIRES:06/30/2015 January 23,2015 4 8 A WA.RN/3tS.Ver/ty des rr ra,'sorvers artd READ ND IES ON TPPTSAM)€ ilLEf1 HI78K REFERENCE RASE METE 7473 mu, DEPtff 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 ■�'�e = erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYI fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Qualify Criteria,DS6-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Infomualion available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 sf8meltterriPew lSiv)1a,misanisspecified,thedesigxaaa8sues ME those effeekketsO6/01/31013byAtsc Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION1 Failure to Follow Could Cause Property 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown t ft-in-sixteenthss I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. g 1 ry EMI Dimensions are in ft-in-sixteenths. 114k 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. 2. Truss bracing must be designed by an engineer.For 0-1/16" 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I p bracing should be considered. F r°2:11'1 3. Never exceethedesign loading shown nver orstack materials on inadequately braced trusses.a 4. Provide copiesd of this truss design to the buildingnde For 4 x 2 orientation,locate c c.7 c5-6 designer,erection supervisor,property owner and plates 0-14g' 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. connectorlates. THE LEFT. p 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE 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, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. *EMO reaction section indicates joint 11111 number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. Mini ►—. 0 18.Use of green or treated lumber may pose unacceptable �_ environmental,health or performance risks.Consult with project engineer before use. Industry Standards: MI 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. a is not sufficient. Mke BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 mit MiTeW MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 40-A POLYGON NW 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: K2898787 thru K2898808 My license renewal date for the state of Oregon is December 31,2017. . 0-\` � t3 PRO G l NE t/b 444 -7 `c 89200PE -7 4 OREGON 1,, 1tz, 14, OA° February 28,2017 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 ANSIITPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 3.5" ICOND. 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 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. 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 Wind: 190 mph, h=23.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 POP load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-01-12 / 7-01-12 I I 12 x9 12 IIM-4 19.00 7 3 \14.00 11 0 0 M-6x6 -M-6x\ o ,,p PRO/ 0-09-2 19-03-08 0-09-12 'N, t. /t? ,' tz" 89200PE JOB NAME : 40—A POLYGON — Al ,e Scale: 0.3145 13 Cr WARNINGS: GENERAL NOTES, unless otherwise noted -7 OREGON it./1.Builder and erection contractor should be advised of all General Notes t This design is based only upon the parameters shown and Ie for an Individual OREGON s„7 Truss: Al and Warnings before construction commences. building component.Applioab0ty of design parameters and proper 2.2x4 compression web bredng must be instated where shown+ Incorporation of component Is the responsibility of the building designer. �/"a '1)". )` a�s.,r� �" 3.Addftlonel temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced al u Is the respunsibtly of Me erector.Additional permanent bracing of T continuous and at l B hino.crespectively ply anode braced throughout they length by �` 4 cantlnuous sheathing each as plywood sheething(TC)sen e tlrywaN(BC). R \h DATE: 2/28/2017 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ.: K2 8 9 8 7 8 7 4.No bad should be eppl ed to any component until after all bracing and 4.Installation of is the responsibiliy of the respective contractor. fasteners are complete and at no time should eny bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS ID• LINK dodge loads be applied to any component. end are for"dry candman^muse. 5.CompuTrue hes no control over end assumes no reeponalbiltiy for the 6.DC�6Nryaumes NN bearing at all supports shown.Shim or wedge if EXPIRES: V I]I['J C +. 1 2/ry 201 3 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. February 28,2017 l//" /L- !! 6.This design h furnished subject to the limitations set forth by B,Plates shall be located on both faces of truss,and placed so their canter TPI/WTCA In SCSI,copies of which will be furnished upon requestlinea coindde with joint center lines 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 1o.For bask connector plate design values sae ESR.13t 1,ES19498s(Mitek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 3.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2- 8=(-76) 409 3- 8=(-226) 248 BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. 2- 3=(-599) 185 8- 6=(-60) 320 8- 4=(-237) 440 WEBS: 2x4 KDDF STAND 3- 4=(-464) 245 8- 5=(-226) 248 LOADING 4- 5=(-464) 245 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-599) 185 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 70 TOTAL LOAD = 42.0 PSF OVERHANGS: 9.8" 9.8" LL = 25 POD Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -124/ 693V -248/ 248H 5.50" 1.11 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 14'- 3.5" -124/ 693V 0/ OH 5.50" 1.11 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'- -9.8" Allowed = 0.081" 7-01-12 7-01-12 MAX TL DEFL = -0.001" @ 0'- -9.8" Allowed = 0.108" fMAX LL DEFL = 0.010" @ 7'- 1.7" Allowed = 0.669" T MAX LL DEFL = -0.001" @ 15'- 1.3" Allowed = 0.081" 3-07-06 3-06-06 3-06-06 3-07-06 MAX TL DEFL = -0.001' @ 15'- 1.3" Allowed = 0.108" 1 . f - f '1 MAX BC PANEL TL DEFL = -0.015" @ 3'- 3.4" Allowed = 0.423" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-4x6 14.00 V \14.00 MAX HORIZ. LL DEFL = 0.004" @ 13'- 10.0" 4 4.0" MAX HORIZ. TL DEFL = 0.006" @ 13'- 10.0" PqDesign conforms to main windforce-resisting tem and components omponents and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 14-1.5X3,11111111111111111 :-1.5X3 2 0 Nn I M-3x4 M-3x8 M-3x4 0 y 7-01-12 y 7-01-12 y '\CC.0 a��6 1 y y \� .4 ,IKEA. °'b 0-09-12 14-03-08 0-09-12 5r° 89200PE JOB NAME : 40-A POLYGON - A2 _rte' Scale: 0.2772 0 4t- WARNINGS: O.This design NiEb, uMeupontheMae rrr.t 7OREGON 4 Truss: A2 atler r in erecilor constndion co be nceis.tl of aA Generel Notes bula ingv is basad Appy upon y o parameters ewn and is for an individual !y A and Warnliga before construction commences. building component.Applicability i.11lly of design parameters and pro �} ©A Va�� 2.204 compression web bracing must be installed where shown., Incorporation of component Is the responsibility of the building designer. s/�/+s '7 { \ 3.Additional temporary bracing to Insure stank,during construction 2.Design assumes the top and bottom chorda to be laterally braced et Lr( w,�J� 1 is Me responsibility tarns erector.Additional permanent bracing of Z o.c and et 10 o c respectively as ply unless braced throughout they length by /+ ay �� DATE: 2/28/2017 me overall structure k the responsibility f the building designer. continuous sheathing or cath as plywood sheathing(TC)and/or tlryeaA(BC) ^!f`+• tiY^ g 8 3.2i Impact bridging or lateral bowing required where shown.. SEQ. : K2 8 9 8 7 8 8 4.No load should be applied to any component°Mil after all bracing and 4.Installation of burs 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, TRANS ID: LINK design loads be app tied to any component. and are for dry condition"of we. 5.CompuTrva has w control over and assumes no responsibility far the S.Design assumes Tel bearing at all support shown.Shim or wedge If EXPIRES: 17/31/2017 7/31/2017 fabrication,handling,shipment end metabatlon of components. 7.Design anecessassumes adequate drainage is prodded. February 28,2017 F J FG II This design is furnished cabled to the limitations en forth by 8.Plates shall be located on both(awe of truss,and pieced w their center TPIMTCA in SCSI,copies of which 0,111 be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate sloe of plate In Inches. MiTek USA,Inc./CgmpuTrus Software 7.6.8(16)-E 10.For basic connector plate design values sea ESR-1311.ESR-7889(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 4.5" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF pl&BTR SPACED 24.0" O.C. Design conforms to main n windforce-resisting system and componentsand cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail fox AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. =ompiste specifications. NOTE:DESIGN ASSUMES SHEATHING TO ONE FACE. 14-08-04 14-08-04 T 4 '1 12IIM-4x4 12 6.00 p 2 Q6.00 II o0 1 0 II in iri 5 4 M-3x5 IS) 12-00 17-0408C,, 6 1-00 29-04-08 -...r,,,,c, 4p 89200P c- JOB NAME : 40—A POLYGON — B1 Scale: 0.2933 - 414:4111PP OREGON -/`' CC WARNINGS: GENERAL NOTES, unless otherwise noted I. 'y. 1.Builder and erection contractor should be advised of al General Notes 1.Thls design Is based ash upon the parameters shown and is for en Individual / ry♦,,,� A. Truss: B1 and Warnings before construction commences, building component.Applicability of design parameters and proper �� Iwit �N 2,aro compression web bracing must be installed where shown n. Ha rporanan of component is me responsibility of the building designer. -7 l'" 14 'Z, t"c° 3.Additional temporary bxdng to Insure stability during construction 2.Design assumes the top sed bottom chards to be letsmis braced al j]� Is the responsibility of the erector.Additional permanent bracing of T o c end at/Q o c.napadhely unless braced throughout their length) W C I�\ S✓ elan continuous sheathing such as plywood required 5ng(TC)and/or drywell(BC). 1[C.�'I L DATE: 2/28/2017 the overall stnwtux Is me responstbiRN of the building designer. 3.2a Impact bridging or lateral bndng required nixie Mown e o SEQ.: K2898789 4.Nofoadshould arecomappgadtoany component until ylafter dsbracing greater than 4.Installation mtnhussthe �auIseeydinan ne-coriucontractor. sIve enwfrrosnnent, fasteners are compele and at no time should any sada than g TRANS ID: LINK design loads be applied to any component. and are for"dry condition" use. wedge f�(�jA ��}}//��4 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes tall baud f aA surh drown.Shim or wed H EXPIRES 1 2/31/20 7 7 scary. �♦ fabrication,handling,dsob)st and installation of eompanenta. T.Design assumes adequate drainage is provided. February 28,2017 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMRCA in SCSI,copies of which WAl be famished upon request. linea coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software+7,6.8-SP2(1L)E to.For basic connector plate design values see ESR-1311,ESN-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC I LUMBER SPECIFICATIONS TRUSS SPAN 29'- 4.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF itl&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 7- 8=(-307) 1951 2- 7=) -282) 196 5-10=(-1745) 375 BC: 2x9 KDDF R14BTR SPACED 24.0" O.C. 2- 3=( -75) 178 8- 9=(-128) 1022 7- 3=)-1749) 339 10- 6=( -166) 122 WEBS: 2x9 KDDF STAND 3- 4=(-1562) 433 9-10=(-300) 1410 3- 8=( -278) 263 LOADING 4- 5=(-1562) 443 8- 4=( -121) 616 TC LATERAL SUPPORT <= 12"OC. (JON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -75) 160 4- 9=( -121) 617 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 5=( -279) 262 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -196/ 1351V -192/ 199H 5.50" 2.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 29'- 4.5" -157/ 1234V 0/ OH 5.50" 1.97 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 9'- 9.5" Allowed = 1.423" MAX TL DEFL = -0.109" @ 9'- 9.5" Allowed = 1.897" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.028" @ 29'- 1.0" MAX HORIZ. TL DEFL = 0.047" @ 29'- 1.0" 14-08-04 14-08-04 T Design conforms to main windforce-resisting 7-02-09 7-05-11 7-05-11 7-02-09 system and components and cladding criteria. T f T 1' 1' 12 12 Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 Q 6 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" End vertical(s) are exposed to wind, 4 -f-,( Truss designed for wind loads uv in the plane of the truss only. M-3x4 M-3x4 3 /11111111 M-1.5x3 '+. +' M:1.5<3 .Mol sA ® aIK * Irl M-3x6 M-3x4 M-3x5(S) M-3x4 :=M-4x4 J• l ), 1 9-09-08 9-09-08 9-09-08 VI r p J. 12-00 y 17-04-08 y CJ�L v{t31 E • `30/ yam' 1-00 29-04-08 �./ 'f� :9204PE r" JOB NAME : 40-A POLYGON - B2 Scale: 0.2180 etWARNINGS: GENERAL NOTES, unless othenwlse noted I. OREGON './ Truss: B 2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based ony upon the parameters shown and Is for an individual �j u 1 V "[j and Warnings before construction commences building component.Applkablllty of destgn parameters and proper I 4, NIX 2.2a4 compression web Drawing must be*Malted where shown v Incorporation of component la the responsibility of the building designer. /0/� '41 2-� 3.Additional temporary bracing to insure alabAy during construction 2.Design assumes me top and bottom chorda to be laterally braced at S✓ 14 le the responsibility of the erector.Additional permanent bracing of 7 continuous end at 10 hino.creuch as anise.braced throughout melt length SFI A �� DATE: 2/28/2017 the overall structure is the responsibility Orme buildingdesigner. conn,pant sheathing such as plywood sheathing(TC)andlof drywaA(BC). +++"`��J g 3.2a Impact bridging or lateral bradng required where shown. SEQ.: V2 8 9 8 7 9 0 4.Na load should be applied to any component until after all bradng and 4.Installation of h the responsibility oldie respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ins non-corrosive environment TRANS I D: LINK de a loft loads be applied to any component. and a,.for'dry aonamon^of use. 5.CumpuTnle has no control over end assumes no rasponeibNsy for the B.Design assumes full basting et all wppons shown.Shim or wedge If EXPIRES 12/31/2617 mcessary. fabrication,handling,shipment and ieataletlon of component.. 7.Design assumes adequate drainage c.nihuss,an February 28,2017 6.This design b furnished subject to the limitations set forth by 8.Plates shell be boated on both faces of truss,and placed w melt center TPIMTCA In SCSI,copies of whkh will be furnished upon request. lines coincide with joint center linea. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./COrnpuTnis Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-7311,EBR-1908(Mock) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 8.5" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF kl&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. 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 Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ". For hanger specs. - See approved plans TOTAL LOAD = 92.0 PSF load duration designedafactor=l.6 2 loads for wind loads LL = 25 PSF Ground Snow (Pg) -' in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-102 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLi1ii1L 12 NOTE:DESIGN ASSUMES SHEATHING 6.00 1 . TO ONE FACE. 111111111111111111 r PR1yry�/'y Y) R0pE l 1-00 1 14-08-08 1 �� GINE� 6'/, 89200PE fir", JOB NAME : 40-A POLYGON - Cl Scale: 0.3835 WARNINGS: GENERAL NOTES, unless otherwise noted I. r"i l"l C/"�J"1 /SCC I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and la for an Individual S.JfIG.A,.I V �'V Truss: Cl and Warnings afore construction commence. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component la the reeponsibiny of the building designer. 'f/1 -7 �I A V 3.Additional temporary bracing to insure stability during censtrudbn 2.Design assumes the top and bottom chards to be laterely bread at V v 1"'F ' is me responsibility Odle erector.Additional permanent bracing of 2'o.c and et 10'o c.raspectivehy anises braced throughout their length by .. , 4..(t= coMmucus sheathing such as plywood sheathing(70)and/or drywell(BC). H is DATE: 2/28/2017 the overall structure is the reaponaibe ly of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K2 8 9 8 7 91 4.No load should be applied to any component until after all bredng and 4.Installation of tru'ryssthe e saes a be used f the respective contractor. , fasteners are complete and al no time should any loads greater than Design assumes design loads be applied to any component and are for"dry contlaion of use. TRANS I D: LINK C{� 5 .Com/tarns has b antral eoer and sesames no reepenelb l ry for la S.Design assumes full bearing al ail shown.Shim or wedge If EXPIRES: 12/31/ 2017 fabrication,handling.furnished and matalletlon of components. 7.Design assumes adequate drainage is provided. February28,2017 S.This design isfurnishedca ished bled to the limitations set forth by B.Plates all be located on both fee Goes of truss.and placed so their center 7P1M7CA in BCSI,copies of which vAI be fumlatred upon request. lines coincide with Joint center Iles. 9.Digits Indicate stn 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(Mak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- B.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF tl&BTR LOAD DURATION INCREASE = 1.15 1-2=( -3) 64 6-7=(-588) 522 6-2=(-682) 289 BC: 2x9 KDDF pl&BTR SPACED 24.0" O.C. 2-3=(-534) 183 7-8=(-346) 936 2-7=( -91) 477 WEBS: 2x9 KDDF STAND; 3-9=(-220) 224 7-3=( -21) 239 2x9 KDDF ll&HTR A LOADING 4-5=( 0) 0 3-8=(-581) 318 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 8-4=(-192) 202 TC LATERAL SUPPORT <= 12"OC. 1305. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -73/ 790V -206/ 362H 5.50" 1.18 KDDF ( 625) 19'- 8.5" -132/ 675V 0/ OH 5.50" 1.08 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 7-06 6-10-12 0-03-12 MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 4' '4' MAX LL DEFL = -0.009" @ 7'- 5.2" Allowed = 0.690" 12 MAX TC PANEL TL DEFL = 0.037" @ 3'- 3.2" Allowed = 0.759" 6.00 p M-1.5x3 5 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.009" @ 14'- 3.0" MAX HORIZ. TL DEFL expled"to@wini 3.0"Design conforms to mindforceisting system and componentaladdiniteria. Wind: 190 mph, h=l5ft, TCD =4CDL=6. SCE 7-10, (All Heights), Encloedt.2, EB, MWFRS(Dir), load duration factorl.M-3x4End vertical(s) a e Truss designed for wind loads in the plane of the truss only. cm0 I A o' 0 I 0 1 M-3x4 y� 0 I o 0 I m _ vv IIIIIIIIIIIIIIIIJ fe-' 7 5 s 8 M-1.5x3 M-3x4 M-3x4 l b y �� P 4 7-02-08 7-06 � ss yy l •� t" G /O 1-00 14-08-08 ,~ Z9' 89200PE C JOB NAME : 4 0-A POLYGON - C2 /' �''S',,,- Scale: 0.2821WM CZ" � WARNINGS: GENERAL NOTES, unless otherwise noted OREGON 1.Builder and erection contractor should be advised of aN General Notes 1.This design is based only upon the parameters shown and b for en Individual FJ �j. 1Off7l LG VV Truss: C2 and warnings before construction commences. building component.Applicability of design parameters and proper L+ a� 2.254 compression web bracing moat be m.telled where shown*. incorporation or component Is the responatbNlly m the buil signer. f ''9 Y 1 4 ?IP "'}'- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom charts to be lateral*braced at lathe responstbllty of the erector.Additional permanent bracing of T o c,aid al lit o c respective*unless braced throughout their length by �R �� continuous sheathing such as plywood sheat )and/or drywall(BC). DATE: 2/28/2017 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracingwhere required shown++ SEQ.: 2 8 9 8 7 92 4.No load should be applied to any component until ager all bradrg and 4.Installation et Ss la the ss e b�ebue.yof m.oo�peaoivew onttractor.nem, fasteners are complete end at no time should any loads greater than Design assumes TRANS ID: LINK design loads be applied to any amponent. and are for dry conditionof use. 6 CompuTrus has no control over and assumes no responsibility for the 6.necessary. fabrication, RA bearing al all supports shown.Shim or wedge If I.� EXPIRES: `V N711]CL�'. 1 r1 Iv] lr1 f1!7. fabrication,handling.shipment end installation of components. 7.Design assumes adequate drainage is provided. February 28,2017 161.J /C:ll N 6.This deeign is banished subject to the limitations set forth by B.Plates shall be located on both feces of Imes,end placed so their center G TPIMRCA In BCSI,copies of which wit be furnished upon request. Ones coincide with joint center lines. 9.Diggs Indicate size el plata In inches. MITek USA,Inc./CompuTrus Software 7.6.e(1L)-E 10.For basic ocnnector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 36 2- 8=(-1367) 4587 8- 3=( -109) 763 2x6 KDDF #16BTR T2 2- 3=(-4867) 1484 8- 9=(-2227) 6505 8- 4=(-1989) 891 BC: 2x6 KDDF #16BTR LOADING 3- 4=(-4587) 1426 9-10=(-2227) 6505 9- 4=( 0) 318 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-4587) 1426 10- 6=(-1367) 4587 4-10=(-1989) 891 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-4867) 1484 10- 5=( -109) 763 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 16'- 0.0" V 6- 7=( 0) 36 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 16'- 0.0" TO 22'- 0.0" V BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 22'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC VON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 16'- 0.0" 0'- 0.0" -499/ 1898V -24/ 24H 5.50" 3.04 KDDF ( 625) _= 22'- 0.0" -499/ 1898V 0/ OH 5.50" 3.04 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked fox net(-5 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.307" @ 11'- 0.0" Allowed = 1.054" MAX TL DEFL = -0.504" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.058" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.096" @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 5-11-11 10-00-10 5-11-11 in the plane of the truss only. T T T T 5-11-11 5-00-05 5-00-05 5-11-11 T +320# T 4320# T 12 12 4.00 ' ' 4.00 M-4x12 M-4x12 M-4x10 3 4 5 04 + T2 N 26 N = y _ o M-3x10 M-3x8 9 0.25 M-3x8 M-3x10 0 M18HS-7x14(0) iNtPROF .1,----.1. s-o3-lz y 5-08-04 22-00 5-08-04 1 5-03-12 l -, �`�� G �s`S/©-... . _. 1-00 1 44c- 89200PE z' JOB NAME : 40-A POLYGON - G1 - '� Scale: 0.3173 0_' ' """"a WARNINGS: GENERAL NOTES, uNesaotherwlse noted, OREGON 40 1.Builder and erection contractor should be advised of all General Nates 1.This design Is based only upon the parameters shown and is for an Individual 1,pi 4, fl X74.✓ Truss: G1 and Warnings before coneirvcllon commences. building component.Applkabilay of design parameters and proper 2 254 comprexion web bracing must be Instslbd where shown e. Incorporation of component la the responsibility of the building designer. <0 "7}•"*. {4 2 0 �� 3.Additional temporary bracing to insure stability awing construction 2.Design assumes the top and bottom chortle to be laterally breve et V L 1>‘'i ,,�1. is the responsiblety of the erector.Additional permanent bracing of 7 o c.in and at 1 uous s a.o.such as poodunless braced(TC)and/or their length by e+.., n,'��VYv DATE: 2/28/2017 the overall structure Is the responsibility of the building designer. 3.2a Iconmpact bridging or lateral bracing rguiedhwhe ee emend,n•erywee(Bc). .(y SEQ. : 2 8 9 8 7 9 3 4.No load should be applied to any component until arta,ail bracing and 4.Installation of iruaa le the responsibility MIN respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes ime.es are to be used in a non-cormsNe environment, and ars for"dry condition.'of use. TRANS I D: LINK eestgn leads be applied to any component. 6.Design assumes full bearing at at supports shown.shim or wedge if E-S .1 2 �] /ry 5.CompuTrua has no control over and assumes no responsiblilly for the cosyry. I, pEX EXPIRES: l flJ�(IO�T fabrication,handling,shipment end installation of components. 7,Design assumes adequate drainage is provided. February 28,2017 8.This design Is furnished subject to the limitation.set ladh by 8.Plates shall be located on bone faces of truss,and placed so their center TPInA7CA in(SCSI,copies of which wgl be furnished upon request. linea coincide with joint center tines. 9.Digits Ordinate size of plate in Inches. MITek USA,Ina./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-7317,EBR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-10=(-976) 47 3-10=(-115) 158 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2055) 553 10-11=( 934) 1997 10- 9= 323 WEBS: 2x4 KDDF STAND - ( -25) 3- 4=(-1885) 447 11- 8=(-498) 1883 30- 5=(-229) 147 LOADING 4- 5=(-1756) 995 5-11=(-229) 147 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1756) 995 6-11=( -25) 323 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1885) 447 11- 7=(-115) 158 TOTAL LOAD = 42.0 PIF 7- 8=(-2055) 553 8- 9=( 0) 36 NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 POP Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 0'- 0.0" -115/ 1038V -34/ 39H 5.50" 1.66 ROOF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 22'- 0.0" -115/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.098" @ 11'- 0.0" Allowed = 1.054" MAX TL DEFL = -0.162" @ 11'- 0.0" Allowed = 1.906" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.031" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.051" @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-11-11 6-00-10 7-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f f f load duration factor=l.6, Truss designed for wind loads 4-00-08 3-11-03 3-00-05 3-05-04 3-06-04 4-00-08 in the plane of the truss only. 1' T 1' '1 '1 1' '1 12 12 4.00 v M-4x6 M-4x6 a 4.00 M-3x4 5 S ^^ M-1.5x3 M-1.5x3 3 to N ti m 1 re- "Ilr+ !nail 9 1 I I 2 10 1 o o M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 0 y l l l 7-05 7-02 7-05 y lz oo y to 0o 03 PRC}p y fi6. 61 1-00 22-00 89200PE fir° JOB NAME : 40-A POLYGON - G2 Scale: 0.2798 "j WARNINGS: GENERAL NOTES, untese omerwlee noted: + % w 4".. Truss: G2 1.Builder end erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown end h for an Individual F OREGON and Wzmeps before construction commences. building component.Applicability of design parameters and proper /� 1 2.204 compreslon web bracing must be hMall.d where shown« Incorporation of component is the responsibility of the building designer. rfr, `p�" 14 2_u 4 3.Additional temporary bracing to insure stability dudng construction 2.Design assumes the top and bottom chords to be laterally braced et (,l the reepensNhty of the erector.Additional permanent bfecing o! 2 a.c.and at 10 o.c reapadiwety untie°braced Ihrouph d/melt length by RIO- I. DATE: 2/28/2017 the overall structure is the responsibility of the building dealgneG continuous shesngng such as plywood required ing(TC)and/or drywae(BC). 47, ^14 3.2s Impact bridging or lateral bracing where shown++ SEQ.: K2 8 9 8 7 9 4 4.No load should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are compete and al no time should any loads greater than 5.Design assumes trusses are to be used In a non.00rrostve environment, TRANS ID: LINK design Ia He be appliad to oonrponenl and are for"dry currdltlnn'of ruse. 5.CampuTrus has no control over and assumes no responsiblity for the 6 Design assumes fol bearing at al supporta shown.Shim or wedge 1! EXPIRES: 12/31/2017 fabdcotion,handling,shipment end installation of components. neceaeery. 6.This design S furnished sub)ect to the limitations set forth by S.Platecnaassumes all be loccated en booate th faces is Weil°and placed so their center February 28,2017 TPNNICA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MITek USA,Inc./Com uTNs Software 7.6.8 1 L 9.Diggs indicate size o!plate in Inches. P ( )-E 10.For bask connector plate design values see ESR-1311,EBR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF d14BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-12=(-635) 1883 3-12=(-115) 151 BC: 2x4 KDDF 616BTR SPACED 24.0" O.C. 2- 3=(-2055) 734 12-13=(-722) 1947 12- 4=) -56) 323 WEBS: 2x4 KDDF STAND 3- 4=1-1885) 668 13-10=(-665) 1883 12- 6=(-229) 225 LOADING 4- 5=( 0) 0 6-13=(-229) 225 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1756) 652 8-13=( -56) 323 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1756) 652 13- 9=(-115) 151 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8- 9=1-1885) 668 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2055) 733 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=) 0) 36 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -171/ 1038V -34/ 34H 5.50" 1.66 KDDF ( 625) 22'- 0.0" -171/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.098" @ 11'- 0.0" Allowed = 1.054" MAX TL DEFL = -0.162" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.031" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.051" @ 21'- 6.5" 9-11-11 2-00-10 9-11-11 T 1' '1' T Design conforms to main windforce-resisting 4-00-08 3-06-04 2-04-15 1-00-000-05 2-04-15 3-06-04 4-00-08 system and components and cladding criteria. 1' ' 1 1 A ' I ' 1' ' Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-00 8-00 load duration factor=1.6, T T f Truss designed for wind loads 12 12 in the plane of the truss only. 4.00 = 5 7 .."‘...34.00 M-4x6 M-4x6 M-3x4 6 M-1.5x3 .M-1.5x3 i .7 ////////////////////////iiiiiiiii... 0 4, 13 10 O I M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 0 l l l y 7-05 7-02 '7-05 y 10-00 y 12-00 CF ,,,O PRO, 1-00 22-00 1-00 ,Cc 89200PE E' - JOB NAME : 40-A POLYGON - G3 Scale. 0.2673 - /' WARNINGS: GENERAL NOTES, uOessothemise noted OREGON /r 1.Builder and erection contractor should be advised of all General Nates 1.This design Is based only upon the parameters shown and is for an Individual A� wr „V Truss: G3 and Warnings before construction commences building component.Applicability of design parameters and proper ,44. 4, , y� �� 2-° "i`.� Y.204 compression web bradng must be:5albd where shown+ Incorporation of component Is the responsibility of the building designer. "7! 3.Additional temporary bracing to Insure stability during construction Z Design assumes the lop and bottom chords to be laterally braced et �� la the responsibility st the erector.Additional permanent bracing of 2 continuous end at ea o a much as ply unless braced throughout their length by �""y.,.R:I t_` conlinuoe sheathing wch as plywood sheathing(TC)and/or tlrywaN(SC). Cy ti 1- DATE: 2/28/2017 the overall structure is the responsibility of the building designer. 3.2i Impact bridging or later.'bracing required where shown++ SEQ. : K'70 9 8 7 9 5 4.No bad should be applied to any component until after all bradng and 5.4.DesignInstallation of truss mes Iss the e are b sibusyd in ility of the ree coctrmve cona nitraconrment, fasteners are complete and at no time should any loads greater thanand gra for"dry trusses rc use. TRANS I D: LINK design loads be applied to any component. 6.Detlgn assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/7017 S Cumpuirus has no control over and assumes no responsibility forme may fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 28,2017 8.This design Is furnished eubled to the limitations set form by 8.Plates shell be located cated on both faces of truss,end placed their center TP WJTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,IRC./CompuTruS Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #14BTR1- 2=( 0) 36 2- 8=(-385) 1863 3- 8=(-352) 214 SPACED 24.0" O.C. 2- 3=(-2033) 462 8- 9= ( -93) WEBS: 2x4 KDDF STAND (-200) 1249 8- 9= 563 3- 4=(-1782) 395 9- 6=(-404) 1863 4- 9=( -92) 563 LOADING 4- 5=(-1782) 395 9- 5=(-352) 214 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2033) 462 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 36 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -117/ 1038V -48/ 48H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. 22'- 0.0" -117/ 1038V 0/ OH 5.50" 1.66 RODE ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.083" @ 14'- 4.7" Allowed = 1.054" MAX TL DEFL = -0.139" @ 14'- 4.7" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.027" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.045" @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 11-00 - 11-00 a' . f Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-10-14 5-01-02 5-01-02 5-10-14 f fload duration factor=l.6, '1 Truss designed for wind loads 12 4.00 D M-4x6 12 in the plane of the truss only. Q 4.00 4.0" 4 4-s' 0 • M-1.5x3 M-1.5x3 N N 4 1 2 ' MI �-( i► 7 8 :6 cs 0 M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 0 1 y l y 7-07-04 6-09-08 7-07-04 l 12-00 10-00 y ti� PROPe ' l 1-00 2z oo y1 00 �,',� ��`I NE$:�9 5y0 W ' `�'` 89200PE �r JOB NAME : 40-A POLYGON - G4 '' ' 14P Scale: 0.2798 -- WARNINGS: G. design Is uNeeponhhrvAaenoted: 1OREGON' � �� Truss: G 4 Sulker and s erection contractor should be advisrases. of all General Naas This p neat.only upon the parameters sly°par shown and is or an individual *_ ash Warnings before bracing t In011 commence.. building component.A component 15llttyth or design parameters and proper 2N tope.'r 2.2x4 tempts Won web bracing must be Inletted Where shown+ Incorporation of component la the roeponalbAsy of the building designer, �/+s 3.Additional temporary bracing to Insure debility during construction 2.Design seeumea the top and bosom chords to be laterally braced at (,/ 14. Is the reepo W SlAty of the erector.Additional permanent bracing of T a.c.end a170 o.c respectively unless braced throughout their length by �,/J DATE: 2/28/2017 the overall structure h the responsibility of the building deli continuous sheathing Ruch as plywood sheathbp(TC)and/or drywaA(BC). ^e A"}'I1 4: g gner. 3.In Impact bridging or lateral bracing required where shown++ fl M SEQ.: 12 8 9 8 7 9 6 4.No bad should be applied to my component ante after all bracing and 4.Installation of trues la the responeibisy of the respective contractor. lastenere are complete and at no time should any loads greater than 5.Design assumes trusses Sr.to be used Ina non<orroete environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condHlon"oluss. 5.GnmpuTrua has no control over and assuw mea no responsibility for the 8 nDeceaee eaign asumea full bearing el all suppods Mown.Shim or wedge C EXPIRES.,. 12/31/2017 fabrication,handling.shipment and instalatlon of components. 7. ry' EXPIRES: 6.This design Is furnished subject to the limitations set tort by 8.fgaesnshall be locassumes ateduon both faces ate drainage lo ofs sand placed so Meld center d. February 28,2017 TPWVTCA In BCNI,copies of which will be furnished upon request. linea coincide with joint center lines. 9.Digits Indicate abs.o/plate In inches. MiTek USA,Ino./CornpuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-1311.ENR-)BSO(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-9=(0) 0 BC: 2x4 RIDE #1&BTR SPACED 24.0" O.C. 2-3=(-31) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -55/ 297V 0/ 28H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -89/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,3,41 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 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL DEFL = 0.002" @ -1'-: L L0.0"/24 Allowed 0 0.100" 1-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1 MAX TC PANEL LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.072" MAX TC PANEL TL DEFL = -0.002" @ 1'- 1.5" Allowed = 0.109" MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.236" 12 MAX BC PANEL TL DEFL = -0.013" @ 3'- 3.8" Allowed = 0.315" 4.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads -/ in the plane of the truss only. m Nf-1 I M ro I 2 0 M-3x4 l y J. 1-00 6-00 �-cx0 PROpk, 19 89200PE. JOB NAME : 4 0-A POLYGON - J1 /f..-- Scale: 0.7275 = i• 4e0 : WARNINGS: GENERAL NOTES, unless otherwise noted COOREGON 40 1.Builder and erection contredor should be advised of ail General Notes 1.This design N based only upon the parameters shown and h for an individual 1r� A Truss: J l and Waminge before construction commences. building component.Applicability or design parameters end proper "."09 O t 2.244 compression web bracing must be installed where shown e. incorporation of component la me responsibility of the building designer. I tokV_ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bonen chords to be let•reIM lances et Is the responsibility of the erector.Additional permanent bracing f 2 c.c.and at 10'o.c respectively unless braced throughout their length by t""��'�� lea ng o continuous sheathing such as plywood aheatning(TC)and/or dryweA(BC) �y DATE: 2/28/2017 the overall structure Is the raepontbnny of the building designer. 3.24 Impact bridging or lateral bredng required where shown++ SEQ.: K2 8 9 8 7 9 7 4.No bad should be applied to any component until aper all bracing and 4.Installation of truss is the respnnebilny of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes hisses are to be used In a noncorrosN•environment, TRANS ID: LINK design loads be applied to any component and are for"dry full bearing Dr at.. v ys I] e]�/20 S.CompuTrua has no control over and assumes no responsibility for the 6.necessary. I p 7 fabrication,design isntng,ed eub)aUe the mentions components. 7.Design sumes adeqenbothl fag•leprueseC. February 28,201/ 6.This tleelgn le Nmieh.d subject to the limitations wet forth by S.plates shall be locates on both feces of trues,and placed so their center TPUWECA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate sire of plate In Inches. MiTek USA,Inc./CompuTres Software 7.6.8(1L)-E 10.For basic conceder plate design values see ENR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 RIDE p1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x4 KDDF Al&BTR SPACED 24.0" O.C. 2-3=(-47) 32 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: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -47/ 346V 0/ 97H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -80/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 56V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2,3,41 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" f I MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.008" @ 2'- 0.7" Allowed = 0.213" 12 MAX BC PANEL TL DEFL = -0.024" @ 3'- 1.4" Allowed = 0.315" 4.00 l7 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=l5ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. rn 1 r 0 1 ti , 1 Iiii or, o o i 2�a IIIIIII.- 4 M-3x9 l l y 1-00 6-00 N <0.4 N •.03 fir? - 89200PE I-- JOB JOB NAME : 40-A POLYGON - J2 _ ,,�' /�r,- Scale: 0.6775 if� '. wwwwwwww. WARNINGS: GENERAL NOTES, Mess otherwise noted' 110 OREGON ,r- Truss: J2 1 Builder and eredlun contractor Mould be advised of all General Notes I.This design is based only upon the parameters shown and Is for an individual ((llG W i V *- A. . and Wamirps before construction commences, building componentApplicability of design parameters and proper AN 2 2r4 compression web bracing must be Installed where shown Incorporation of component Is the responsibility of the building designer. �/\ "AlT�` y,y !t -4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterely braced at (✓ 1 W L \\\ ie the responablllty of the erector.Addtllonal permanent bracing of T o e4 Ne7° antl el 70 o.G respectively unlit..braced throughout(hair larpth by 0� DATE: 2/28/2017 the overeg ets of a is the responsibility of the building designer. continuous eheaming such as plywood sheething(TC)and/or drywall(BC). �'/ FiR 3.2r Impact bridging or lateral bracing required where shown•• SEQ.: K2 8 9 8 7 9 8 4.No bed should be applied to any component until after all bracing and 4.Installation of truss Is the responsibilfty of the respective contractor. helmets are complete and at no time should any bads greater than 5.Deegn assumes trusses are to be used in e noncorrosive environment. TRANS ID: LINK desgnloads beapplied toany component. and ere h drycondalon^Drees. 5.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes NA beefing at ail suppona shown.Shim or wedge H E�/EXPIRES:[s.. 2/ //y(T 7. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. February 28,L2lA�01�17R t3 L 6L! 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed as their center TPIPNTCA M BCS(,copies of which will be furnished upon request. linea coincide with joint center linea. MITek USA,Inc./Com uTrus Software 7.6.8 1 L E S.Digits Indicate nn of plate in inches. P ( )- 10.For bank connector plate design values see ESR-1311.ESR-1888(MITek) (9•11w)9991-993'l le 0,199 see tempo uBPOP 310(,1mpeuuo0*Peg 103 01 3 11)8'9'004034109 amindwo3/091 VS11991111 '9040914/l s;Nd 10 rsP 01eol90109911'6 7 aeul1101000 w101111P.0P10110093033 PPP.uodn P3ympn11-q IPA 4014e 10001390'1000 el tl0b'Mdl LI O '9 iueflJ ; 13411001104100p003Mpie'SSMIoa3001410410p010gag111140091313 Ag4Y07ev3 1101lwlleWo1p01gmP040NUNNUBFape140 0 'P3PNad sl OBeuISP Nenbspe wwma0 APO'L vW3uodpo0lo 491109 put Pus luOwdl4O'Bu11Pue4'ugleMpq% L 1.0Z/t£7�l d d AuweoaU 941'oi A eppu0d0u°unspent'pue MAO 1olWw du elk en11ndwo0'9 VI 110Bpay.lo w149'0x013 t4oddna ll��^BUPeOq BN SawmOe 09690'9 lueuodwoa Aue of 60(3,1,19 eg spool apap NNT 7 :0I ,S NVII I to.moue°Am„Om an pue •potuuonAue 301101190-uou a N peen 0g N 913 turnip scums.ape°'9 pep rape)Spam Ase knows yap o4/P pus NNdwoO ala 9134/03014 '1000014900 woods01 sal°9444Puod.31344 0]s5n1410 9060(1313411'6 pus Bupal4IP 1390 pun W090dww Ass 01 P3lldd3 0I Wogs P00109 e 66 L 8 6 8 DI : 'bE S �' ,r 1140 'minim Noun11,'minim punk 0 Bul810 ANM ppq pedwl re'f 39093996 BUIP1190 0419Puod001041 SI9101,11=IIa3A°041 L i 0 0/8 Z/Z :3IVO Id 1:1 '(O9)poulp lqpm(0191ul4Psys ponekd ee gone Bul47S Ws snonupu0o 191449.01,m 3d PuolpPPV'lopso 04110 AIBRIP9d901 94191 "VIN Aq 41Bu011P414 6110 1 1 peoek ammo AI0AIp0dd I Ill All I PP•e'o,y uopOruNuro Bupnp Ammo smul of BulOuq,401adwq Puolppptl f P map 0(791344 09 N 4W9w 396°31910 dol 4/e p uogeJeeee 9BP0Q z 41,043 3194,PNPPu134 pm Bupuq n0,uo4331dwo0909'Z {� .4 t 1009=3=14 p90q 34110 plpgpuaMs 341 sl Wo d9 910 to sop 611164 4/l ©� �� "`yt rr�} 39,19,1 pue ua10wuvd 09=36 to Apllga011ddtl'WOuodw°08ulNlnq * 'Sam.=uOpOnusuoo smog WupuOM pus £r ;SSTT.ZZ I, y4 IOQPIAIWI 9e1m 31 pue wogs 01010wu0401110030 Nuo peep sI 09=36 s141'1 301084 Meuse 11910 P931010e 0400,°491010311990 90100010 Poe 193303'1 u (a" opt 91913410 sawn '0390N 19991,130 :SONIN8tlM 0069'0 391904 G1 N04T1T Od V-017 -O{V : 1YL1H2 F , . d00Z68- .4•~...b1 67 . `�� N�� ems ... 00-9 00-1 T 4 T 6x£-Id 0 6 1 z 1 f � o w 1 N N 0 W W •AS,A0 Senz3 943 ;o eueTd ay; .T speoT puz, zo; peublsep ssnzl ' '9•T=xogse; uoT3eznp peoT '(TT0)993MW '9',1x3 '0'3e0 'PeEoTou3 4(s346TaH ITV) 'OT—L 3051 '0'9=7009'1'6=7001 '330'1=4 '4dw 06T 199TM f •91x93'120. 6uTppeTo pue s3ueuodwco pue meosAs 6uTunTsaz—eozo3puT, uTew 04 sw2o;1100. 06'1390 .6'0T —.S 0 „000'0— = 1330 71 'ZI00H X111 d 00'6 .6'01 —.0 0 „000'0— = 7330 'II 'ZIOOH X111 ZT 000100ON00 30I1930 090 NI 0391E07 0000013S .104'0 = P6,0111 ,.0'6 —.6 0 „600'0— = 7330 '01 73913 OS X194 .1' i' .666'0 = P010TT1 ,.Z'L —.E 0 ..090'0 = 7330 77 13913 OI XVW ii-TI-c .16'1'0 = P040111 .0'0 —,I— a ..100'0— = 733Q 71 X149 .001'0 = P000111 ,.0'0 —.I— 0 .100'0 = 7330 77 XVW 081/7=71 '06Z/7=77 151IWI7 N0I1027330 710I1090 '271930900000-000 SOV SO107 3AI7 09000 1100108 ONV dOI '0107 3907 30,101 903 03)13300 00000 1901109 •6uToeds so. 61 39 33TT0Tn (39d 4-1090 3o3 9000040 061000 :0 '0NO3I IE'6'Z1s3f:9NI9V3H 7103 3QIA09d *I3140NI29 ION 4100 01I 001 S10Z OBI 30 SIN2239I0029 71II130 391 OI 300 01331 009 0200 3919019 021I14I7 (SZ9 ) 3002 91'0 ,.04'1 HO /0 AT91 /99— .,L'IT —.S (9d) mo00 9E00.9 3Sd SZ = 'II (409 ) 3002 01'0 .04'S HO /0 AEL /0 .1'6 —.4 (409 ) 3009 69'0 ,.00'6 HS9 /0 A106 /LS— .0'0 —.0 30d 0'06 = 0107 111,01 .0'0 .0'11 1000199310 (03I0230) 'NI'00 3ZIS SNOI10129 000I00130 S90I01007 30d 0'01 = 09083 901009 NO 7Q 1331 999 000I0b30 999 1009 XVW 093A 9194 9NI0139 3Sd 0'0E = (19090 301 NO (0'1 )70+10'01 )77 '900 '00„11 => 0003304 1132111 09 9NI0101 '000 '00.11 => 0903301 1103117 01 6E (69—)=E-0 '0'0 .0'61 030134 919416 3000 601 109 0 (0)=6-0 9E (0 )=0-1 60'1 = 2012000I NOII1000 0101 010419 3002 601 101 00'1=63/300/9,6 030903 9394939 XVW STOZ 09I .0'0 —.9 N1d0 001191 SNOII10I3I3330 9301907 09-0394901 OI3IO1d .lq gnduT 193/13000 pox; pazeda3d u6Tsap sTyy This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-78) 66 3-4=(-45) 18 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -43/ 378V 0/ B4H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 ROOF ( 625) 5'- 11.2" -136/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -14/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,5,3,4I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.036" @ 2'- 9.4" Allowed = 0.356" MAX TC PANEL TL DEFL = -0.043" @ 2'- 11.9" Allowed = 0.533" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.00 D MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" -/ Design conforms to m ) windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. � r+1 2�� 5� -/ M-3x4 l 1 y l 1-00 6-00 1-11-11 ��Ea PRopt NGIN � F�cR � /00. 89200PE JOB NAME : 40-A POLYGON - J4 Scale: 0.5910 �/ WARNINGS: GENERAL NOTES, unless otherwise noted: '9 ('1 ar A( fa 1.Builder and erecnon contractor should be advised of all General Notes 1.This design Is based only upon the parameters shorn and is for an Individual // s..F 1u71 V "(( Truss: J4 and Warnings before construction commences buiMingcomponent.Applicability ofdesign parameter*and proper V le �DNt)4 2.2x4 compression web bracing must be metaled where shown♦ Incorporation of component la the rosponsibAlly of the building designer, �,/y r 1 4 3.Additional temporary hieing to insure stability during construction 2.Deign assumes the lop end bottom chords to be laterally braced at V 7 by Is the responsibility of the erector.Additional permanent bracing of 7 ntinc.and at ea o n respectively ply wood braced throughout their dry length). [A 1 8.+V DATE: 2/28/2017 the overall structure h the responsibilityf the building designer. 2a Impact sheathing later l b ac nplywg requirede Meatlsen.c ownand/•r tlrywaA(BC). (y o g a 3.2x Impact bridging Crus Is here)prating respective tivewn.. SEQ. : K2898800 4.Nohadsereobeappsenmonocomponent anyaver greater then 4.Inhalation umestrIseearetobsuse tee reepedlveaaenvdac fasteners era compels and at no time should any loads greater tn.n 5.Design assumes trusses are b its used m.non-corrosive environment, designloads be applied to an M. and are for"dry condition"of use. TRANS I D: LINKy ambo"° 8.Design assumes fun bearing at a8 supports shown.Shim or wedge if 5.CompuTrus Ms no control over and assumes no responsibility for the necessary. h EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7 Design assumes adequate drainage is provided. February 28,2017 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of truss,and placed ea their venter TPIMRCA in SCSI.copies of which Mil be famished upon request. linea coincide with joint center lines. 9.Disks Indicate sire of plate In Inches. MITek USA,Ino./CompuTrue Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF )(1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(0) 0 BC: 2x9 KDDF k1&BTR SPACED 29.0" O.C. 2-3=(-106) 67 3-4=( -54) 24 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -35/ 379V -1/ 102H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) 5'- 11.2" -157/ 369V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOPPROVIDE FULL BEARING;Jts:2r5,3,9I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/1B0 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.029" @ 2'- 11.9" Allowed = 0.356" MAX TC PANEL TL DEFL = -0.090" @ 2'- 11.9" Allowed = 0.533" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 9'- 10.9" 12 9.00 D Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ro 0 1 o 0 ro Lo I I 0 M-3x4 l l 1 l 1-00 6-00 3-11-11 x 'ao PR 0 PL4-�� :9200PE �' JOB NAME : 40-A POLYGON - J5 Scale: 0.5130itr t C WARNINGS: GENERAL NOTES, unless otheneee noted 1. OREGON fa I.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual �K/ Truss: J5 and Warnings before construction commences building component.Applicability of design paremelere and proper �} \ 2 2x4 compression web brodng moat be Installed where shown• Incorporation of component b the respe sibilty of the building daelgner. 'f✓K "7 1 4 2� 3.Addelonel temporary bracing to Insure stability during construction 2.Design assumes the lop ala bottom chorda to be lalanity bread et V 1 ,,a�w by le the responsibility of Me erector.Additional permanent bracing of T continuous and et 10'hin reuch as ply anode eathMbraced throughout they length), ["�RIO- DATE: '�+ Vaal' DATE: 2/28/2017 the overall structure la the re ndbN f We buildingdesigner. conllriuous Mging or such as plywood required ing(TC)and/or tlrywall(BC), (.y lr epc Ay o g 3.2x Impact badging or lateral bracing where shown•• SEQ.: K2898801 4.No load should be eppued le arty component until alter all bredng and 4.Installation t lationoflmmlastherespoeibuaye.eres�veco contractor. fasteners are complete end at no time should any loads greater thanDesign assumes tlestgn loads be applied to any component. end are for"dry condition"of use. TRANS I D: LINK 5.ComWT ve has no control over and sesames no responsibility or the 5 Design assumes mes Ml bearing at ail supports shown.Shim or wedge 9 EXPIRES: 12/31/2017/201 7 ry fabrication.handling,shipment and installation of components. 7.DeegnassumesadequatedrainageIsprodded. February 28,2017 ! J f Il 6.This design is furnished suged to the limitations eel forth by a.Plates shall be located on both faces of truss,end placed so their center TP WJICA in SCSI.copies of which will be fumiehed upon request. Anes coincide with hint center linen. 9.Digits Indicate size of plate in inches. MITek USA,lnc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-l1388(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 146 6-7=(-170) 162 6-2=(-426) 170 BC: 2x4 KDDF (116BTR SPACED 24.0" O.C. 2-3=(-206) 119 7-8=( -23) 35 2-7=( -52) 132 WEBS: 2x4 KDDF STAND 3-4=(-206) 119 7-3=( -46) 100 LOADING 4-5=( -6) 146 7-9=( -52) 132 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)1-DL( 7.0) ON TOP CHORD = 32.0 PSF 4-8=1-426) 170 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PIP Ground Snow (Pg) 0'- 0.0" -67/ 959V -179/ 179H 5.50" 0.73 KDDF ( 625) M-1.5x4 or equal at non-structural 6'- 6.0" -67/ 459V 0/ OH 5.50" 0.73 KDDF ( 625) vertical members (won). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL i 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 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 7'- 6.0" Allowed = 0.100" 3-03 3-03 MAX TL DEFL = -0.001" @ 7'- 6.0" Allowed = 0.133" T f f MAX TC PANEL LL DEFL = -0.028" @ 1'- 8.6" Allowed = 0.278" MAX TC PANEL TL DEFL = 0.036" @ 4'- 9.9" Allowed = 0.917" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-4x6 19.007 19.00 MAX HORIZ. LL DEFL = -0.001" @ 6'- 4.3" 3 9.0„ MAX HORIZ. TL DEFL = -0.001" @ 6'- 9.3" AK M-3X5 1111 M-3x5 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, �„ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x4 M-1.5x4 End vertical(s) are exposed to wind, Truss designed forwind loads .y; �,,, in the plane of the truss only. M-3x5 M-3X5 Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top M-3X4 M-3x9 chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. o Gig '''1of111111111111....'-I ts•Noi T ,-1 z ► 7 ►.48 -f 6 M-1.5x3 M-3x8 M-1.5x3 1 1 1 3-03 3-03 PROF k 1-00 1 6-06 1 1-00 1 \�4\cc��G et96, 4' 89200PE c JOB NAME : 40-A POLYGON - P1 ,, Scale: 0.4232 ii Cr WARNINGS: GENERAL NOTES, unless otherwiee noted ,�©REGON iti 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based ony upon the parameters shown end Is for an Indrvaual OREGON Truss: PI and Wernigs before construction commences, building component.Appllcabllty of design parameters and proper a�A 2.204 compression web bracing must be installed where shone+. incorporation of component is the responstb%oy or the building designer. �` {A CJ` i"� 3.Additional temporary bredng to insure stability during oonstmetbn 2.Design assumes the top end bogom dross b be Otiosity braced at 7"t „v lS]�., Is the responsibility of the erector.Adtlolonal permanent bracing of T a c and at 10 0.0 respectively unless booed throughout their length by 'j� L�NV DATE: 2/28/2017 the overall structure N the responsibility of the building designer. continuous sheathing or such as acing rplywooe uir a where s ownand/+d'9m0 1 C). �(y� 3.In Impact bridging is lateral b2dng required the where Mown t a SEQ.: K2898802 4.Nobedshould mlewailed antoany component until loadall gerednhand 4.DetectsionofWerIsthe arelobseInsrespective coenviror. fasteners are complete end at no Bine should any loads greeter man 5.andDesign aswmee condition" are robe used In a nonaanoaNs environment, TRANS I D: LINK design bads be applied to any component. and am for antlmon^ghee. 5.CompuTruahas nocontrol over and assumes noresponsibility for the 8.Designµassumes NAbeadngetaflwst pporterown.Shlmorvwtlgelf EXPIRES: 12/31J2017 fabrication,Minding,shipment end Installation of component,. T.Design ssumes adequate dreinsge is provided. February 28,2017 8.This design Is furnished subject to the limitations set forth by 8.Plates shall to bated on both faces or trues,and placed so mak Amer TPIIWICA in SCSI,copies of which will be furnished upon request. lines calndde with joint comer lines. MITek USA Inc./Com uTrus Software 7.6.8 1L E 9.Digits indicate size of pate m Indies. P ( )- 10.For basic connector plate design values see EBR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 146 6-7=(-170) 162 6-2=(-426) 170 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-206) 119 7-8=( -23) 35 2-7=( -52) 132 WEBS: 2x4 KDDF STAND 3-4=(-206) 119 7-3=( -46) 100 LOADING 4-5=( -6) 146 7-4=( -52) 132 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 4-8=(-426) 170 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -67/ 454V -179/ 179H 5.50" 0.73 KDDF ( 625) 6'- 6.0" -67/ 454V 0/ OH 5.50" 0.73 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 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 7'- 6.0" Allowed = 0.100" 3-03 3-03 MAX TL DEFL = -0.001" @ 7'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.028" @ 1'- 8.6" Allowed = 0.278" 'I MAX TC PANEL TL DEFL = 0.036" @ 4'- 9.4" Allowed = 0.417" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-4x6 14.00 7" 7 14.00 MAX HORIZ. LL DEFL = -0.001" @ 6'- 4.3" 3 4.0r, MAX HORIZ. TL DEFL = -0.001" @ 6'- 4.3" YY Design conforms to main windforce-resisting ,�, system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6,e End vertical(s) a exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 oo 1 1111111111111111.... Gi.7 o "i 418 M-1.5x3 M-3x8 M-1.5x3 1 1 1 3-03 3-03 1 1 1 1 ,it0 PR Opt- 1-00CS S 6-06 1-00 ��CO C 4G1NE' /©�� ,v.r.. 89200P r' JOB NAME : 4 0-A POLYGON - P2Scale: 0.4232 s - WARNINGS: GENERAL NOTES, unless othervee noted -7 OREGON li 7 Builder and erection contractor should be.401,080101 General Notes 1.This design Is based only upon the parameters shown end Is for an Indlaldual 1 , 1"`x/. Truss: P2 and warnings before construction commences. building component.Appllosbllity of design parameters and proper V [� 4 g.2x4 compression web bitting must be Instated where shown 4. Incorporation of component Is the responsibility of the building designer. 'fit ;14* 1 A. 2V 3.Additional temporary bracing to Insure stability dueng construction Eyli2 Design assumes the tap and bohom chords to be leterelty deiced al til I s.'1' Is the responsibility of the erector.Additional permanent bracing of T continuous sheathingsuchas respectively sheathing(TC)amgor dry Iwall BCength). 'Eli R.I O- DATE: 2/28/2017 the overall structure is the responsibility of the building designer. 3.De Impact bridging or lateral bracing required Were Strom++ SEQ.: K2 8 9 8 8 0 3 4.No bed should be applied to any component until after all bracing and 4.Designinstallation oaura truss laasa responsibility .e�respectave ce ontractor.hent face^era are compete and at no time should any bads greener Ran and are for"dry condition"of use. TRANS I D: LINK design l applied to any camponem. 6,Design assumes full bearing at al supporta shown.Sten or wedge If EXPIRES: 12/31/2017 B,DompuTnos.rue has no control over and assumes no responsibility for the ry fabrication.Kindling.shipment and installation of component. 7.Deugnsumes adequate drainage is prodded. 6. February 28,2017 This design Is furnished subject the limitations at forth by 6.Plates shall be located on both faces of truss,end placed so they anter TPVWTCA In SCSI.copies of which x111 be furnished upon request. lines coincide with joint center linea. 9.Digits indicate sire of plate In Inches. MITek USA,int./CompuTrus Software 7.6.8)1L)-E 10.Far bask connector plate design values sea ESR-1311,E5R-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 146 5-6=(-578) 630 5-2=(-397) 322 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-478) 998 2-6=(-472) 975 WEBS: 2x4 KDDF STAND; 3-4=( -20) 9 6-3=(-511) 476 2x9 KDDF #16BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -48/ 959V -232/ 398H 5.50" 0.79 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -298/ 396V 0/ OH 5.50" 0.63 KDDF ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 vertical members (uon). REQUIREMENTS OF INC 2015 AND IRC 2015 NOT BEING MET. f` gpsf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.558" @ 3'- 1.1" Allowed = 0.578" MAX TC PANEL TL DEFL = 0.520" @ 3'- 1.1" Allowed = 0.867" SEASONED LUMBER IN DRY SERVICE CONDITIONS 6-02-04 0-03-12 1' I I MAX HORIZ. LL DEFL = 0.005" @ 6'- 0.5" 12 MAX HORIZ. TL DEFL = 0.005" 0 6'- 0.5" M-1.5x3 4 14.00 -, Design conforms to main windforce-resisting system and components and cladding criteria. M-3x5 Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x9 End vertical(s) are exposed to wind, Truss designed for wind loads ti in the plane of the truss only. M-3x5 M-2.5x4 or equal at non-structural diagonal inlets. 440 Truss designed for 9x2 outlookers. 2x4 let-ins r �� of the same size and grade as structural top chord. Insuretight fit at each end of let-in. Dutlookers must be cut with c and are of permissible at inlet board areas only. I A a I rn M-3x9 o 1 0 .-1 /I- S''''' a m S'_' I=-.6 y' M-1.5x3 M-3x4 ‹e.`EO PRQ y1-001 6-06 1 C,. �G4 t. E�9 cS'jal,.. "41 89200PE JOB NAME : 40-A POLYGON - P3 � _ Scale: 0.3216 ir=1. tr. WARNINGS: GENERAL NOTES. unless otherwise noted, OREGON 4, I.Builder end median contractor Mould be advised of ati General Notes I.This design Is based only upon the parameters Moven and Is for an indhldual 74 A-OREGON 1 V *_ Truss: P3 and Warning.before construction commend'. building component.Applicability of design parameter.and proper a Jam} N 2.2.4 compression web bracing must be installed where Moven 5. Ineorpanllon of component Is me responsibility of the building designer. f 7�I' 14 Y1 4 3.Additional temporary bracing to insure arability during construction 2.Design assumes the top end bottom Mobs to be*OWN braced al (j ,a l+ is the reaponstblllty of the erector.Additional permanent bracing of T o c.and M id o o.respectively unless braced throughout(hair length by /+jJ y..FIR f�� DATE: 2/28/2017 me overall Mudure a the re continuous sheathing such as plywood sheet/Unpin)angor drywa8(BC). !/ 'w. aponebtiity of the building dealgner. 3.2.Impact bridging or labral bracing required where Mown.. SEQ. : K2 8 9 8 8 0 4 4.No load should be applied to any component until after all bracing and 4.Installation of Imes is the responsibility of the respective connector. fasteners are compete and at no time Mould any loads greater than 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 for"dry condition'of use. 5.CompuTrue fes no control over and assumes no responsibility for the 6 Design assumes full bearing M rg at supports own.Shim or wedge B EXPIRES:. 12/31/2017 labnd'ten,handling,shipment and installation of components. neseseary.7. 8.This design is famished subject to the limitations set forth by 9.Platesnshall be located onassumes eboth faces drainage io rruss l.end placed so their center February 28,2017 TPIIWrCA In SCSI,copes of which will be furnished upon request. Ines coincide with Joint center lines. MITek USA,Inc./Com uTrue Soflwara 7.6.8 1 L E 9.Digits indlcete size of plate in Inches. p ( (. W.For basic connector pate design values see ESR-t311,ESR-1(188(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF fildiBTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 146 5-6=(-578) 630 5-2=(-397) 322 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-478) 998 2-6=(-972) 475 WEBS: 2x9 KDDF STAND; 3-9=( -20) 9 6-3=(-511) 976 2x4 KDDF #16BTR A LOADING LL( 25.0)t-DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -48/ 459V -232/ 348H 5.50" 0.74 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -248/ 396V 0/ OH 5.50" 0.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.558" @ 3'- 1.1" Allowed = 0.578" MAX TC PANEL TL DEFL = 0.520" @ 3'- 1.1" Allowed = 0.867" 6-02-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' 1' '1 MAX HORIZ. LL DEFL = 0.005" @ 6'- 0.5" 12 MAX HORIZ. TL DEFL = 0.005" @ 6'- 0.5" -27 M-1.5x3 9 / 14.00 Design conforms to main windforce-resisting system and components and cladding criteria. I Wind: 140 mph, h=23.6ft, TC DL=9.2,BC DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 I .1 '-I 0 m M-3x4 04101.........0 1 0 , 5�' M-1.5x3 M-3x4 �� p P R OfFss y1-00 y 6-06 l 4.1..,\ ' GMN -� /1 ©'�9, :99/200, r JOB NAME : 40-A POLYGON - P4 '� �� Scale: 0.3297 41 rt- Ary''y ^ /J� WARNINGS: GENERAL NOTES, unless athmol.enoted y' OREGON Au I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: P4 and Warnings before emtxctien commences. building component.Applicability of design parameters and proper �� "'`�y` �� +h\ 2 2a4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the budding designer. •LV 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at Is the resibi f the erector.Additional permanent bracing f 2'a.c.end at 10 i ,such a elyply unless bracer'throughout mak length by L` n 1 L�- sport ty o germane g o 021101111005and sheathing 0'o.c.such as plywood s bratMnghrough ut t sir length b ^IA.,��y DATE: 2/28/2017 the overall structure Is the responsibility of the building designer. 3.20 Impact bodging or lateral bracing required where shown++ SEQ.: K2 °8 a 0 5 4.No bad 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 tosses are to be used in a nen-oorrosNe environment, TRANS I D: LINK design loads be applied to any component. and are for dryDesign condition" U5 supports eco 5.CompuTrus has na control over and assumes no responsibility for the 8 necessary. NA bearingt 0 w ria Mown Shim or sed If EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. February 28rj2'��17 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center 'J TPIM?CA In BCSI,copies of which will be famished upon request lines coincide with joint center Ones. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.13(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDR/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( _ BC: 2x4 KDDF (116BTR SPACED 24.0" O.C. 2-3=(-37) 11 2-9-(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -69/ 3010 0/ 28H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -27/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2,4,31 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 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 1-11-11 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" f , MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.043" MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.057" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.00 17 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main n windforce-resisting system and components cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 rn Lo f ti Do o Imo -I p O 2 118111111 111111111 M-3x4 1 1 , 1-00 2-00 �0 PRop ss c-5 �yG41V �R rY 89200PE mac` JOB NAME : 4 0-A POLYGON - SJ1 ,000'.....00-. . Scale: 0.7404 �"'+�- •�r•,. Cc WARNINGS: GENERALdesign ud 0- n the perameten shown and h for en Indvldual OREGON and Warnings before construction commences building component.Appllceblllty of design parameters end proper �.} I 2.2a4 compression web bracing must be Installed where shown e. Incorporation of component Is the responsibility of the building designer. /J/y� A �+" { 20 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the tap and bottom chortle to be laterally braced at �,{ )4. iF Is the reepenelbllity of the erector.Additional permanent bracing of 2'continuous and al 10 a.c.each as sty unless braced throughout their length by � o� DATE: 2/28/2017 the overall structure is the responsibility of the building designee sheathing such es plywood sheatmrp(Tc)and/or drywng(BC). 3. Impact bridging or lateral bracing required where shown+I. SEQ. : K2 8 9 8 8 0 7 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the reaponsibely of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design beds be applied to any component. and are for"dry condition'of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at ail supports Mown.Shim or wedge if EXPIRES: 12/31/2017 ne.asfabrication.handling,shipment end installation of components. 7.Design ssumes adequate drainage is provided. February 28,2 17 6.This dealgn Is mmished subject to the limitation.set forth by 8.Plates shag be located on both faces of truce,and placed so their center TP WJTCA In BCS(,copies of which will be furnished upon request. lines coincide with joint center line.. 9.Digits tiMbate alas at plate in inches. MiTek USA,Inc./CernpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 RIDE #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-50) 22 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -70/ 322V 0/ 97H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 59V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -99/ 95V 0/ ON 1.50" 0.15 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING:Jts:2,4,31 9.00 1 .REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 o c spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.043" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.057" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. lf Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, m Truss designed for wind loads -r in the plane of the truss only. r 0 to f m o I - - f 0 2 . 4�` M-3x4 l Jr Jr Jr 1-00 2-00 1-11-11 '� 89200PE c' JOB NAME : 40-A POLYGON - SJ2 Scale: 0.8996 .....3.3. OREGON /"y 'J'` WARNINGS: GENERAL NOTES, odes.olherv4se noted. "� OREGON '.y 1.Budder and eredron contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en Individual } +/(' Truss: S J2 and Warnings before construction commencer building component.Appllcabnity of design parameters and proper "''f �"1 2.2e4 compression web bracing must be installed where shown Incorporation of component Is the responsiblity of the building de igner 0. -7 7 14 ��"' 3.Additional tempanry bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally brecod at W- Ia the responsibility of me erector.Additional permanent bracing of 2 continuous end et ea10'o c,rsuch a ply unless braced(TC)and/or their length). �fi R.it continuous ehging or such i b plywood uIr et 2(TC)and/ar tlrywell(BC). a.., 'I,e DATE: 2/28/2017 .the overall erector.Is the responsibility of the building designer. J.2x Impact bridging or lateral bracing required where shown.• SEQ. : s'2 8 9 8 8 0 8 4.Ne bad should be applied to any component until ager all bracing and 4.Instattatkn of truss Is the respunsibggy 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 design loads be applied to any oomponest and ere for dry condition of use. TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes noreaponslbldy or the S Design assumes fug bearing at ail supporta shown.Shim orwedge If EXPIRES 12/31/2017 seary. p Tbricatlon,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 2$,201l 7 O.This design h furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPWVTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTtUS Software 7.6.8(1L)-E to.For bask connector plate design values see ESR-1311.ESR-1888(MiTek) V Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 4 Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage Of Personal Injury r�� Dimensions are in ft-in-sixteenths. iii Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 0_/16 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 4 may require bracing,or alternative Tor I _ O r bracing should be considered. r, UpAl 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. IO p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-e csa C5-6 t- designer,erection supervisor,property owner and plates 0- 'h d'from outside BOTTOM CHORDS all other Interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. ' 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that • Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the output. Use T or I bracing by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at 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. II 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. �0 mit • reaction section indicates joint 1=61.111 number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MI� 18.Use of green or treated lumber may pose unacceptable 1.-_..7.:-. 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 DSB-89: Design Standard for Bracing. is not sufficient. makeBCSI: Building Component SafetyInformation, 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