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Plans (112) 11/11 MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-430_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:R43961815 thru R43961817 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. c:34‘"-ENGINE /Q 2 47 ct 8 • 2PE oe ! � N 'j, OREGON ctQ 1u 9L, AMBER 1� 4� ©S A. HA EXPIRES:'06130/2015 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 ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R43961815 PL14-430_MAINOW F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber Si Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Mar 05 14:15:52 2015 Page 1 ID:brruHgUalglzVVRoibXLiOcy8Kd9-A TkO6jwUzEWp8XDoRSI_Q6HCYSzYG6gUKbdAyzdwDb 1 1-0-0 i 0- 1111 1-2-0 110-8-9 10-9-0 110-9-0 10-9-0 110-9-0 10-9-0 110-9-0 10-9-0 110-9-0 10-9-0 1 Scale=1:36.9 4x4= 1.5x3 I I 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 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 \11 1.4° �IIIIi7►k�♦ • "14"4�I�i� •illlllli7l �- ._/*��•�� 4kA*a� � 1 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= 13-5-11 I 12-3-11 13-10-1) 1 21-9-12 I 12-3-11 '0-7-0 b-7-0 8♦-1 Plate Offsets(X Y)— [1:Edge 0-1-8] [31:0-1-8.Edye].[32:0-1-8 Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (lac) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 27 ""` 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) -0.00 38-39 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.10 Horz(TL) 0.00 32 n/a n/a BCDL 5.0 Code IBC2012/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)39,32,31,38,37,35,34,33,26,26,27,28,29,30 FORCES. (lb)-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)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)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. 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 ,v.,0 PR OPE.,' tiNc"]NEfi'S' ma4,4 y 870 2PE ii) �, N 7 S OREGO • 19 4.4 %8 fi48ER rA ©S A. 1-tec`\4 EXPIRES:06/3012015 March 5,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-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. 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 R B�T�'`^ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BYB 1 R. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quarrly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 rums Hoigh1,CA ScR1 n Job Truss Truss Type Qty Ply POLYGON R43961816 PL14-430_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 14:15:54 2015 Page 1 ID:brruHgUalglzWRo1 bXLiOcy8Kd9-7NbURoIB?aUE2ShcvsUD3rBXcLy_04Yzye4kErzdwDZ 11-g-0 I I 1-2-0 110-t3-9 1 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 VN/ a -. o_ -. o o_ e_ - o a . rItu... e e e .e e! e a e 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 13-10-1# I 21-9-12 I 12-3-11 b-7-0 b-7-0 8-4-1 Plate Offsets(X.Y)- [28:0-1-8.Edge].[29:0-1-8.Ec]ge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl 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(lb)or less except when shown. TOP CHORD 2-3=-1463/0,3-4=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/TPI 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 P OrenOr1 attached to walls at their outer ends or restrained by other means. 4+ [ �� NG Efi a1- LOAD CASE(S) Standard `i 8 . 2PE (�< y �A S "4ti9k / Q 0 BER 1' P" SA- HE0 EXPIRES:06/30/2015 March 5,2015 9 l ®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 MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �F 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 ■■i.[a.��+ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M},/� fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T811 Quaity Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria.VA 22314. Suite 109 Citnw Height`(`A 5.SF1n Job Truss Truss Type Qty Ply POLYGON R43961817 PL14.430_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 14:15:55 2015 Page 1 ID:brruHgUalglzWRo1 bXLiOcy8Kd9-bZ8se8mpmuc5gcGoTa?Sb3KIQINdaQ6BIpHmHzdwDY I 2-2-11 i 1 1-2-0 I I 1-11-9 1 2-0-0 Scale=1:20.8 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 e e o- o o 0 N o. 00000101.11.11.11.11 o 12 11 10 9 3x4= 1.5x3 II 3x4= 3x5= 3x4= I 2-5-11 1 3-0-11 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-&Edge] [10:0-1-8 Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (lac) 1/deft Lid 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/TPI2007 (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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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 ANSUTPI 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 kt,0 PR Ores ,rr \ 1��']NEE",9, dro29 4' 87022PE ry y �,°l,, ()REGO 1Q O 3 1 8ER 4\ N A Heck EXPIRES:06/30/2015 March 5,2015 1 f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2010 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. MT 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 p.R'T��^ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1Y8 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quoin),Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 . rifn,c Nrightc GA 95R10 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I ( (Drawings not to scale) Damage or Personal Injury Ma= Dimensions are in ft-in-sixteenths. Ink 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. O'141e 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves $cia_ 4may require bracing,or alternative Tor I .. pbracing should be considered. 110:::> �_M �� 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. — O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 07.6 7 C5-6 designer,erection supervisor,property owner and plates 0 "i'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �! Indicated by symbol shown and/or specified. 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 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. hNINI reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. IIIIII 18.Use of green or treated lumber may pose unacceptable =� environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI l: National Design Specification for Metal project engineer before use. 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. MBCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ■Te ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 ....... ler MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-430_UPPER Fax916/676-1909 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:R43673810 thru R43673811 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSUTPI 1 section 63 These truss designs rely on lumber values established by others. <0�EQ PR0E4-s� c2, ��yGl N /° 87022PE r" cv y '0).;OREGON elfi, ,z;, 4/ -$14.1. ER .0 44 4s A. He tyP EXPIRES:06/30/2015 January 23,2015 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 R43673810 PL14-430 UPPER F01 FLOOR 16 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Jan 23 08:10:39 2015 Page 1 ID:brruHgUalglzWRo1 bXLiOcy8Kd9-ptP4SLXSATuTe9scFubnl ciGydDnVVtA01f3di4zsVi_ p.10-0 I I0-9011 1-2-0 1 f-10-6 l l 1-0-0 I I 1-2-0 I I 1-1-6 111-0-0 I I 1-2-0 ii 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 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 e 0 o ° re ' I'�, e I L..S 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= 21-9-12 I 21-9-12 Plate Offsets(X.Y)- [1'Fdge.0-1-8].[15'0-1-8 Edge] [17:0-1-8 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) 1/defl Lid 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 lncr YES WB 0.71 Horz(TL) 0.08 24 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 39=791/0-6-0 (min.0-1-8),24=791/0-6-0 (min.0-1-8) FORCES. (lb)-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=202710,21-22=2027/0 BOT 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/1-P11. �t.0 PR Qp,-. 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. SVongbacks to be C� [NE :-,,, attached to walls at their outer ends or restrained by other means. 414 LOAD CASE(S) Standard 87022PE r - SAT ©REG•N ev Q -P . .44.BER 'h� �'? A. HS EXPIRES:06/30/2015 January 23,2015 B 4 A&MEE.-Verity design,,ararawerc sud READ PC TES ON THIS AND MIMED MIS`REFEMN PASS MIT 1413 rex 1/28/2 lrBEM USE ull_ 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 responsibility of the w}9'��1�Il" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IXB fabrication,quality control storage,delivery,erection and bracing,consult ANSI/IP11 Quality Criteria,DSB-89 and BCS1 Building Component 7777 Greenback Lane,Suite 109 Safetyhein fhne t )Um from arseTruss e late lnsfeli8rsrnl1 N.areeethhese t Suite civo&/001f2015 VASMSC 22314. Citrus Heights,CA,95610 Job Truss Truss Type QtyPly Q POLYGON R43673811 PL14-430 UPPER F02 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Jan 23 08:10:40 2015 Page 1 ID:brruHgUalglzWRo1 bXLiOcy8Kd9-H4zSghY4xmOKFJRopc6OZ1 p9ed9UEPe9FJpAEWzsVhz 13-943 I 1-2-0 I I 1-11-14 1-2-0 7-2-14 I I 1-2-0 I I 2-6-0 I Scale=1:20.2 3x4 = 3x4= 1 2 33x4= 4 5 6 73x4= 8 e e e e e e e 0 N Vet. e e 0 e e 16 15 14 13 12 11 10 3x4= 3x4 = 3x4= 3x4= 4-11-14 1 1-0-0 I.1-7-0 1 2-2-0 1 4-3-6 4 f e 1 5-6-14 Ski 8-0-12 18-7-12 19-2-12 I 11-11-12 I 1-0-0 0-7-0 0-7-0 2-1-6 0-i 0-7-0 0-7-0 0-11-h 2-4-6 0-7-0 0-7-0 2-9-0 Plate Offsets(X.Y)— [2:0-1-8.Edge].[3:0-1-8 Edge] [6:0-1-8.Edge].[7:0-1-8.Edge] [12'0-1-8.Edge] [13:0-1-8.Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udefl Ltd 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 lncr YES WB 0.38 Horz(TL) 0.01 9 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) 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 90 P R Op. �Gr\c ,9ci[NEE� sO*9 87022P- yi "> �-0,, OR GON q, �N ?00 AMBER .'ti ., 6A. HE AP EXPIRES:06/30/2015 January 23,2015 4 ®lif4AN7;4`-Verity design karanseers and READ lr ''tS ON IRIS AM MIMED NflFJ(REFERENCE PAGE MIL 1413 ren 1/19/2014 DEMME Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. III- It'R Applicabilly 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 IYI�iQil- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 6 iC fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPII Quality Criteria,DS1-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Sauthere Pine(SP)Lumber isepecttlad,the design threes ere these effective oG/o9f2oi.3 byA&C Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/"4 Center plate on joint unless x,yI I 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property offsets are indicated. Damage or Personal Injury MMDimensions are in ft-in-sixteenths. Imbi‘ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal TOP CHORDS 9 g,is always required. See BCSI. ct-2 c2-3 2. Truss bracing must be designed by an engineer.For 0-14e IL1111111441p4 wide truss spacing,individual lateral braces themselves Off :cs1 may require bracing,or alternative Tor I p bracing should be considered. .IM rip 3. Never exceed the design loading shown and never � stack materials on inadequately braced trusses. ,OO 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate cz e cs z cs-6 designer,erection supervisor,property owner and plates 0 'hd' 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. r PLATE SIZE PRODUCT CODE APPROVALS 9. Unlseess with fire retardant,preservative treaten is not d,or greeplicable n 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,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS 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. AA* Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTeke All Rights Reserved approval of an engineer. 'MEIN reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. iiii iii .-� 0 18.Use of green or treated lumber may pose unacceptable ► environmental,health or performance risks.Consult with Industry Standards: ANSI/TPII: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. aWI is not sufficient. 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 lot MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 40-B NH KD PORCH 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: K2838742 thru K2838762 My license renewal date for the state of Oregon is December 31,2017. RSD PRppF �ANG 11V �`sz 89200PEtt fir' 7 4,1 OREGON Alt" /d .4Iy2p �. ��RR11-1- February 10,2017 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 ANSI/TPI-1, Chapter 2. MEIMIMIIIIIMIIMir This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 13'— 11.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 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 Wind: 140 mph, h=21.5ft, TCDL=9.2,BC DL=6.0, ASCE 7-10, 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 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) 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. 6-11-08 6-11-08 T f '1 12 12 I IM-9x9 Q e.00 8.00 oo 1 0 1 M-3x4 M-3x4 PR 1-06 13-11 `CoNGI E$. Vo :9200PE JOB NAME : 40-B POLYGON - Al . ,r . Scale: 0.9481 t Ili tr. WARNINGS: GENERAL NOTES, unless otherwise noted, OREGON („(�... 1,Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual A t11,.- /� Truss: Al and Waminge before construction commences, balding component.Apptiabiliy of design parameters end proper K�,l (�, 2.2x4 compression web bracing must be installed where shown+. incorporation of component la the responsibility of the',tattling designer. f,0 •I 14 s'... 3.Additional temporary bracing to insure stability during canstfuctinn 2.Design assumes the by and bottom chords to be laterally braced et j �(` Is the responsibility f the erector,Additional permanent bracing f 2'o.c.end at IS o c rospecthely unless braced throughout their length by PFt IR 1 t L �+ ty a 9 o continuous bridging ng such as plywood aheathing(TC)and/or drywati(BC), (y L..\r DATE: 2/9/2017 the overall structure h the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No toad should be applied to any component until after all bracing end 4.Installation of truss la the responsibility of the respective contractor. SEQ.: K2 8 3 8 7 4 2 fasteners are complete and at no time should any hada greater than 5.Design assumes trusses are h be used in a non<erreeroe environment TRANS ID: LINK design bads be applied h any component. end are fordrysfullben-of use. 5,CompuTrus has no control over and assumes no responsibility for the 6 Ds egnaawmes NII bearing at all supports elwvm.Shim or wedge it EXPIRES:. 12/31/2017 ry• k� r� .I�7 ad sht ate design Is furnished subject to the limitations sat forth by 8,Plates chap be bated on both feces of truss,end plead so their center TP WJTCA in BCSI,coples of which all be Nmhhed upon request. Ines coincide with joint anter line. 9.Digits indicate size of plate in inches. Milek USA lncJCompuTrus Software 7.6.8(1L)-E to.For basic connector plate design values see ESR-1311.ESR-1958(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 99 2-6=(-21) 396 6-3=(0) 322 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=1-612) 119 6-9=(-21) 396 WEBS: 2x9 KDDF STAND 3-4=(-612) 119 LOADING 4-5=( 0) 94 TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 18.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -134/ 755V -121/ 121H 5.50" 1.21 KDDF ( 625) 13'- 11.0" -139/ 756V 0/ OH 5.50" 1.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.011" @ 15'- 5.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ 15'- 5.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.077" @ 3'- 8.5" Allowed = 0.513" MAX TC PANEL TL DEFL = 0.306" @ 3'- 8.3" Allowed = 0.769" SEASONED LUMBER IN DRY SERVICE CONDITIONS 6-11-09 6-11-08 MAX HORIZ. LL DEFL = 0.004" @ 13'- 5.5" q ,f ,f MAX HORIZ. TL DEFL = 0.007" @ 13'- 5.5" 12 12 IIM-4x4 Design conforms to main windforce-resisting 8.00 Q 8.00 system and components and cladding criteria. 4.0" 3 Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, l (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. o 0 FR 0 M-3x4 M-1.5x3 M-3x4 J• ), ). 6-11-08 6-11-08 J• 1-06 y 13-11 y 1-06 y �Co GINE•$.'S/ " 89200 P E c'' JOB NAME : 40-B POLYGON - A2 Scale: 0.3731 WARuiNGS: G.This deigniNOTES, unless on the Ise parameters , A_OREGON w ,�. 1.Budder and s bats,contractor oeehould nen be advised of e9 General Notes 1.This:ng n n Is based only upon the parameters shown end Is for an Individual OREGON Truss: A2 and Warnings before construction commences. building component Applicability of design parameters and proper 2.254 compre,Mon web bracing must be installed where shown+, Incorporation of component la the responstbgty of me building daalgner. <ft Sd` � � 3.Additional temporary bracing to Insure stability during construction Z Design assumes the top and bottom chorda to be laterally braced at V w 14 Is the responsibldty of the erector.Additional permanent bracing of 2 a.c.and at 10 o.c.respectively unless braced throughout their length by /(,/f yw., 0- DATE: 2/9/2017 the overall structure Is the responsibility of the building designer. 3.continuous im.a bdg sheathing wterasuch as br:din plywood meed where shown angor aryWae(Bc). �'+fes` p ood shed whpedoe ++ SEQ. : K2 8 3 8 7 4 3 4.No load should be applied to any component until alter all bracing and 4.Installation of Wes Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any roads greater than S.Design assumes busses are to be used in a rencorroeve environment, TRANS ID: LINK design toads be applied to any nsrng,enent and are for"dry nsndWon eta... 5.Compacts has no control over and assumes no responsibility 6.Design assumes NII bearing at ad supports shown Shim or wedge If EXPIRES: d]C(+. /y/r� j/)(1 7. pu aponslblldy for the sews EX RES 2/3_ (LFl 7 fabnutlon.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 S,This design is furnished subject to the limitations set fort by H.Plates shall be located on both faces of truss,and placed so their center TPVWlCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate alas of plate in Inches. MITek USA,lnc./CompuTrus Software 7,6.8(1L)-E 10.For basic connector plate design values see ESR-7311,ESR-1998(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 29'— 9.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #163TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1613TR SPACED 29.0" O.C. Design conforms to main n windforce—resisting system and components cladding criteria. 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 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(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PIF 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. 14-08-04 14-08-04 T T T 12I)M-4x4 12 6.00[77' Q 6.00 2 1) stn ru o d t r F1_ oO I l o M-3x5(5) 0 M-3x4 M-3x4 R y 12-00 y 17-04-08 ,� � � cS l 29-04-08 C, ecs: l `1 t, -77 ' " 89200PE t' JOB NAME : 40-B POLYGON - Blte: _ Scale: 0.2980 -- WARNINGS:Builder GENERAL tin Isb, unless on thrwisee .ay!f OREGON 40 1. and erection contractor should be advised of all General Notes 1.This design la Saeed only upon the parameters shown and b for an individual 77 REGO Truss: B1 and Warnings before oonstrudlon commences. building component.Applicability of design parameters and proper 2.204 compression web bracing moat be Installed whers shown•, 4.- incorporation of component k the roaponsibl5y of the building designer. ./\ 1 ei os 3.AddSlonel temporary bracing to Insure.1.5519 dudng caneWotlon 2 Design assumes me lop and bottom chords to be laterally braced et �J 1 W Is the responsibility f the erector Additional permanent bracing of 2'o.c.and at 10 o c respectively unless r tel throughout their length by �C,I�� o germane continuous sheathing such as Atwood sheathing(TC)and/or drywell(BC). ilii,M DATE: 2/9/2017 the overall structure la the responsibility of balding designer. 3.2e Impact bridging or lateral bracing required where shown 4 e SEQ.: K2 8 3 8 7 4 4 4.No load should be applied to any component until ager all bracing and 4.Installation At.wf buss is the mnsibbtbe yd in•no�pacttae v.ntrasten. fasteners are compete and et no time should any loads greater than ment, and re for trusses are tousb. TRANS I D: LINK design bade be applied to any component. 8.Design assumes full bearing et a8 supports shown.Shim or wedge If �Y/p [�C{/�\'f 12/31/2017/] /2 5.CompuTrus has no control over and assumes no reeponsiblllly for the very. EXPIRES: 12131./2017 fabrication,handling,shipment and installation of components. 7.Deugnassumesadequatedrainageisprewded. February 10,2017 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPI/TCA In SCSI,copies or which will be furnished upon request. Nees coincide with islet center lines. 9.Digits indicate alba of plate in arches. MiTek USA Inc./CompuTrus Software 7.6.8(11)-E to.For basic connector plate design values sae ESR-7371,ESR-1958(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 4.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2076) 473 1- 7=(-342) 1762 2- 7=(-997) 291 BC: 2x4 ROOF #1SBTR SPACED 24.0" O,C. WEBS: 2x4 KDDF STAND 2- 3=(-1822) 475 7- 8=(-192) 1143 7- 3=(-143) 757 3- 9=(-1820) 459 8- 5=(-397) 1754 3- 8=(-144) 750 LOADING 4- 5=(-2079) 458 8- 4=(-499) 292 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 76 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 POE' OVERHANGS: 0.0" 18.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -159/ 1233V -159/ - 149H 5.50" 1.97 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 29'- 4,5" -224/ 1412V 0/ OH 5,50" 2.26 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. '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 = -0.082" @ 9'- 11.7" Allowed = 1.423" MAX TL DEFL = -0.139" @ 9'- 11.7" Allowed = 1.897" MAX LL DEFL = 0,013" @ 30'- 10.5" Allowed = 0.150" MAX TL DEFL = -0.013" @ 30'- 10.5" Allowed = 0.200" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.034" @ 28'- 11.0" MAX HORIZ. TL DEFL = 0.056" @ 28'- 11.0" Design conforms to main windforce-resisting system and components and cladding criteria. 19-08-04 14-08-04 f f I Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-07-06 7-00-14 7-00-14 7-07-06 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T 1 f ,I load duration factor=l.6, Truss designed for wind loads 12 12 Q 6.00 M-4x6 in the plane of the truss only. 6.00 4.0" 3 4-n' A M-1.5x3 71,5x3 11,111111111111111f r•-) ..111111141k 411111111h1\ M Lsi% ,N uril 1 o M-3x5 0.25" M-3x4 �I M-3x5 0 M-5x8(5) J. h 9-11-11 y 9-05-03 y 9-11-11 y ��'�E� Pn��r6' y �� GN�V N F , /0 29-09-06 y 1-06 y k/� 89200PE r'' JOB NAME : 40-B POLYGON - B2 _: ,,/ter Scale: 0.2252 {� - WARNINGS: GENERAL NOTES, unless yup otherwiseteparameters �� Truss: B 2 1.Builder and erection contractor should be advised of eq General Notes 1.This design Is based only upon the p.sign ere shown and is for en Individual "� and Warnings before construction commences. building component.Appgdmgty of design parameters and proper \tx 2x4 compression web bracing mum be installed where shown+. Incorporation of component la the responsibility of the bulWing designer. /e 2-13,v..-i- 2. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom acorea to be laterally braced at t 4 Is the reeponalbgty of me erector.Additional permanent bracing o/ T o.e and.110'o c respectively ante..braced throughout their length by DATE: 2/9/2017 me overall structure la the responsibility of the building designer. continuous sheatMng such es plywood sheathing(TC)and/or drywaq(BC). rJ Jam.R['y'1 L\ 3.2x impact bridging or lateral braang required where shown++ '4 i'[q1 v SEQ.: K2 8 3 8 7 4 5 4.No load should be applied to any component umq after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are compete end at no time should any loads greater than 5.Design assumes trusses are to be used In a nomcorrolive environment, TRANS ID: LINK design loads beapplied toany aemponent. end are tar"dry condition'at use. 5.Compuims has no control over and eeeumes no responsibility for the 8.Design eswmes NA bearing at al supporta shown.shim or wedge If EXPIRES: 12/3.112617 fabrication,handling,shipment end Installation of components. ry' .t 8.This design Is furnished eutect to the limitation"set forth by 7.Design assumes adequate taoth fa drainage k provided. and 1 O,20 1 7 8.Plates shall be bated on both feces of truss,antl placed so their comer TFWVIGA In SCSI,copies of which will be furnished upon request. linea coincide vdlh Joint center linea. MiTek USA,Inc./CompuTNe Software 7.6.8(1L}E 9.Digits Indicate ales of plate In Inches. 10.For basic connector plate design values see ESR-1371,ESR-1988 Walt) 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: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 36 2- 8=(-1367) 4587 8- 3=( -109) 763 2x6 KDDF #1&BTR T2 2- 3=(-4867) 1484 8- 9=(-2227) 6505 8- 4=(-1989) 891 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-4587) 1926 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) 1489 10- 5=( -109) 763 TC LATERAL SUPPORT <= 12"0C. 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. DON. 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( 90.0)= 40.0 PLF 0'- 0.0" TO 22'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"OC UON. 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 KDDF ( 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. '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 = 0.002" @ -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 = -0.509" @ 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 ' 1' ' • 5-11-11 5-00-05 5-00-05 5-11-11 f 4320# f 4320# T 1212 4.00 d 4.00 M-4x12 M-4x12 M-4x10 6 N N 2 -4edgllggilligllggllgglligIIIII .r" -.01 - B 9 10 0.25" M-3x5 M-3x10 o M-3x10 M-3x8 M18HS-7x14(5) y y 5-03-12 5-08-04 5-08-04 y 5-03-12 y y �� `1 SO yl-00 22-00 1-00 k�,,,,r~Ca . A'`a /'� [ [''' •'✓„ "i :9200r E JOB NAME : 40-B POLYGON - D1 Scale: 0.305011.± 'lea.L./�.. WARNINGS: GENERAL NOTES, unless otherwise noted: stye/ OREGON . t.Sunder and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and Is for an individual Y4.9 A�SI,. Truss: D1 and warning.before construction commence. building component.Appllubincorporationlty of design parameters and proper ill j 2 t, `a 2.2a4 compression web bracing must be installed Whore mown�. incorporation incorporation of componentresponsibility the of the building designer. d I 1(�, "' si.l 3.AddEHonel temporary bracing to Insure stability during con.huction 2.Design assume.the top and bottom chords to be laterally braced at �^ Is the responsibility of the erector.Addeond permanent bracing of 2 punas sheathingreeh as ply wood sheathless ing(TC)throughoutswtheir la ngB by FiFel�1 such ptywA rials)a rrWe( ) (.� DATE: 2/9/2017 the overall&trucks.a the responsibly of the bonding designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of twos Is be responsibfllty of the reapedlve contractor. SEQ.: K2 8 3 8 7 4 6 raw.nen are complete and at no time should any loads greater than 5.Design aswmes wsses ere to be used Ina noncurroeN.environment, end dry TRANS I D• LINK design bads be appliedD H.Design applied to any component. esign a mo.fun al use. 5.Campurws has no control over and amines no responsibility for the necessary. a fl tees kp all support.shown.Shim or wedge If EXPIRES: 12/31/2017 abs gIs furnished to the:IwlagannfsAmpah by.. a.Dewgnaawbeeaded on both is provided. February 10,2017 8.This design Is hmnbhed wbNd b the limitations eel fon~by 8.Plates Shan be bated on both facet of truss,and placed so their center TPIAYTCA in SCSI.copies of which will ba Nmished upon request. Anes coincide with Joint center linen. 9.Digits Indicate size of pate In Inches. MiTek USA,Inc.ICompuTrue Software 7.6.8(IL)-E to.For basic connector pate design values sae ESR-1311,ESR-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: 2x9 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 3=( 5) 36 2-10=(-434) 1883 0-14=(-125) 158 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND 2- 3=(-2055) 553 10-11=(-439) 1997 10- 4=( -25) 323 3- 9=(-1885) 447 11- 8=(-498) 1883 10- 5=(-229) 147 LOADING 4- 5=1-1756) 495 5-11=(-229) 147 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1756) 495 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 = 92.0 PSF 7- 8=(-2055) 553 8- 9=( 0) 36 NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 POE 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/ 103BV -34/ 34H 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 22'- 0.0" -115/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) 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 = 0.002" @ -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: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 7-11-11 6-00-10 7-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f ,r load duration factor=l.6, 4-00-08 3-11-03 3-00-05 3-05-04 3-06-04 4-00-08 Truss designed for wind loads f T T T '( '1 .f in the plane of the truss only. 12 12 4.00 17.'. M-4x6 M-9x6 d 4.00 M-3x4 5 BO M-1.5x3 414 111 M-1.5x3 ti ,n rn 1 -.0 'SA - ` 8 I M 2 10 11 8 O O M-3x4 M-3x8 M-3x5(5) M-3x8 M-3x4 0 .5 y y y 7-05 7-02 7-05 • �'y y 10-00 y 12-00 y .4, ,\''''" 5? �/�LAs, 1-00 22-00 89200PE fir' JOB NAME : 40-B POLYGON - D2 --- Scale: 0.2800 e•le ,' /�.. WARNINGS: GENERAL NOTES, unless olherMse noted: a'iw Truss: D 2 1.Builder and erection contractor should be advised of ail General Notes 1.This design I based only upon the parameters shown and la for an Individual / 4 ©I•I OREGON I V w and Warnings before construction commences building component.Applicability of design parameters end proper +V 1'� 2.2v4 compression web bracing must be Installed where shown♦. dcorporatlan of component is the responsibility or the building designer. �/ I 2=u lim 3.Adtlttbnal temporary bracing to Insure stability during consimcgon 2.Design assumes the top and bottom chords to be laterally braced at �„[ / L- ia the responsibility of the erector.Additional permanent bracing of 7 o c and at 70'lain respectively unless braced throughout their length by �� DATE: 2/9/2017 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). the overall structure Is the responsibility of the balding designer. 3.2a Impact bridging or lateral bracing required where shown«. SEQ. : K2 8 3 8 7 4 7 4.No dad should be applied to any component until after all bredng and 4.Installation of trues le the responsibility of the respectNe contractor. fasteners ere complete and at no time should any dads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design loads beapplied teenycomponent. and are for"dry condition"ofuse. 5.CompuUrn has no control over and escrows no reaponalbllity for the 6.Design assumes Sill beefing at all wppone shown.Shim or wedge If EXPIRES: 1 n`a� hyo 17 fabrication.handling,shipment and installation of components. T.necessary. esgn ssumes adequate drainage is provided. February 10,2017 £/J L 8.This design is furnished subject to the limitations eel forth by 6.Plates shell be located on both races cf truss,and placed so their canter TPVWTCA in BCSI,copies of which wIB be furnished upon request. lines coincide Wth Joint center Ilnee. 9.Digits Indicate Ace or plate in Inches, MITek USA,Inn./CornpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1371,ESR-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 TO: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-12=(-635) 1883 3-12=(-115) 151 BC: 2x4 KDDF 415BTR SPACED 24.0" O.C. 2- 3=(-2055) 734 12-13=(-722) 1947 12- 4=) -56) 323 WEBS: 2x4 KDDF STAND 3- 4=(-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. VON. DL ON BOTTOM CHORD= 10.0 PIF 6- 8=(-1756) 652 13- 9=(-115) 151 TOTAL LOAD= 42.0 PSF 7- 8=( 0) 0 8- 9=(-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 BAG AREA BOTTOM CHORD CHECKED FOR lOPSF 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) EOND 2• nestgri checked for ocf(-5 psfl rmlift 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 = -0.098" @ 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" 9-11-11 2-00-10 9-11-11 MAX HORIZ. TL DEFL = 0.051" @ 21'- 6.5" Design conforms to main windforce-resisting 4-00-08 3-06-04 2-04-15 1-00-0.p , 2-04-15 3-06-04 , 4-00-08 system and components and cladding criteria. 1-00-05 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8-00 8-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f ' T .' load duration factor=1.6, Truss designed for wind loads 12 12 in the plane of the truss only. 4.00 = 7 d 4.00 M-4x6 M-4x6 M-3x4 A > 5x35XWil,... .-. • 12 13 10 O o M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 0 J. ) y l v,�,O PRQ 7-05 7-02 7-05 y 10-00 y 12-00 ) l y 1 tU �� I(V fi� / � 1-00 22-00 1-00 89200PE k' JOB NAME : 40-B POLYGON D3 Scale: 0.2675REG�� WARNINGS: GENERAL NOTES, unless otheretee noted A T, " I.Builder and erection contractor should be edvieed of al General Notes I.This design is based only upon the parameters shown and le for en Individual f/'1 ��O 3' 4 .©t "i.. Truss: D3 and Warnings before construction commences. building componentApplicability of design parameters end proper tl 2.2x4 compression web bredng must be Installed where shown v. Incorporation of component h the reeponsiblhy of the building designer. (�`{ 3.Additional temporary bracing to insure stability during constmdion 2.Design end St IS the lap and bottom cholla to be fateralty braced et rl'S 4� Is the responsibility of the credos.Addition!permanent bracing of 2continuous asheathing rsucch as plywood sheathing(TC)erMMespectively unless braced throughout r drynall ir BC)).. !l 1 DATE: 2/10/2017 the overall Months Is the responsiblhy of the building designer. 3.24 Impact bridging or lateral bracing required where shown+ No load should be appaed to any component until after all bredng end 4.Installation of truss le the responsibility the respective contredor SEQ.: K2838748 4.ts,teeOreere nomplete sed,teo Bee should eny bed,greeter tree 5.Designeeeumestrusseeeretobeusedinanon-oamoMreenomanment. EXPIRES 12/31/2017 design loads be applied to any component. and are for'tlry condition"of use. TRANS ID: LINK 6.Compu7rus hes nocontrol over and assumes noreeponslbllAyfor the S.OasignaaeumesNAbeamngalaAeuppomssown.Nhknorwetlgelf February 10,2017 nece,shipment end inetelhllon of components. geary fabrication.hendlin A D 7.Designassumes adequate drainage is prodded. furnishedsubject8.This design is mlehetlsubjectto the limitations set ladB.Pl le by atesteseheN be located caletl on boofa th coe of truss,and plead so their inter TP WJTCA In SCSI,copies of which vAA be furnished upon request. Anes coincide with joint center Anes. 0.Digits Indicate dee of pate In Inches. MiTek USA,lnc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plats design values see ENR-7311,ESR-1985(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 1- 2=1 0) 36 2- 8=(-385) 1863 3- 6=(-352) 214 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2033) 462 8- 9=1-200) 1299 8- 9=( -93) 563 WEBS: 2x4 KDDF STAND 3- 4=(-1782) 395 9- 6=1-904) 1863 4- 9=1 -92) 563 LOADING 4- 5=(-1782) 395 9- 5=(-352) 214 TC LATERAL SUPPORT <= 12"0C. 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 = 92.0 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) I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -117/ 1038V -48/ 98H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 22'- 0.0" -117/ 1038V 0/ OH 5.50" 1.66 KDDF ( 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 11-00 11-00 system and components and cladding criteria. f 1' 1' Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-10-19 5-01-02 5-01-02 5-10-14 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 'I' I T 1' .' load duration factor=1.6, 12 12 Truss designed for wind loads 4.00 D M-4x6 - 4.00 in the plane of the truss only. 4.0" 4 -(--T \ M-1.5x3ler' 11111114111* M-1.5x3 3 N N 01 o 1 8 x as..._ 7 9 _.6o o M-3x9 M-3x4 M-3x5(5) M-3x9 M-3x4 0 b 1 l 1 7-07-09 6-09-08 7-07-09 y 12-00 y 10-00 y ,,( N��`�� l 1-00 22-00 yl-00 kid\� 'q'N C'4 �1 17 ¢" 89200PE r" JOB NAME : 40-B POLYGON - D4 _44.110,/ales► Scale: 0.2800 , *MOMle .. WARNINGS: GENERAL NOTES, unless otherwise noted: ©g-� �7©1� ( '. I.Guilder end erection contractor should be advised deg General Notes 1.This design Is based only upon the parameters Mown and b for an individual + fl7 1.J Truss: D4 and Wamings before construction commences. building component Applicability of design parameters and paper Y 2 204 compression web bracing mud be Installed where shown 4. incorporation of component lathe responsibility of the building designer. -pi. 0 4 n� 3 Additional temporary bracing to insure stability during construction 2 Design assumes the by end bosom chortle la be laterally braced at 1 4 Is the i a m...bitty of the erector.Additional permanent bracing of 2 o.n and al ea c.o.such a ply woods braced(TC)and/or r dryeir length F?R.'\_- DATE: 2/9/2017 the overall drwdure is the responsibility f the bulking designer. 2xInke ua edging or such as acing required uiredsheatIn ere s and/or dryweg(BC>. +++""III,", aPo^ M o ea g 4.in Impact bridging or theere)bracing ty at the whpe shown t e S EQ. K2838749 4.Notoeddwell mbe leteatltoany component until agedallerasingand 4.Design as ofWsslaare to be ueofthe respective co environ fastener.are complete and at no time should arty loads greater than 5.Design assumes buses are is be used in a non-corrosive environment, design bads be applied to an and are for'dryeondflisn"ofde. TRANS ID: LINK c^ Pa any saw. 5.CompuTrus hes Ira control over end assumes no responsibility for the 8.Design assumes Ng bearing al all supports shown.Shim or wedge if EXPIRES: f) //j01 7. fabrication,handling,shipment and installation of components. 7.necessary, adequate drainage is provided. February 10,2017 L fL 6.This design Is furnished subject to the imitations set forth by 8.Plates shag be located on both faces of truss,end placed so thek center TPVWICA in SCSI,copies of which will be furnished upon request. Mn..coincide with kilt center lines. 9.Digits indidte dm of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 1o.For beds connectorlate design algn values se ESR-1377,ESR-1988 pAiTek) This design prepared from computer input by II__ Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 1B'— 9.0" HND. 2: Design checked for net(-5 nsf) uplift at 24 "or 4Garins. TC: 2x4 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND; system and components and cladding criteria. 2x4 KDDF #1dBTR A LOADING Wind: 190 mph, h=23.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.Br MWFRS(Dir), TC LATERAL SUPPORT <= 12.0C. UON. DL ON BOTTOM CHORD= 10.0 PSF load duration factor=1.6, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PIE End vortical(S) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads Unbalanced live loads have been in the plane of the truss only. considered for this design. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 4-00-08 14-08-08 M-1.5x3 12 6.00 0 0 11111111111111 m 12 9 .00 v M-5x8 _ WW o I A 0 o —i I M-3x4 M-3x5 M-3x4 �t,[� PRQFF S 1 l 1 1 , d' 0-09y 4-00-08 14-08-08 y �Cj 1..p�.4GA�"tN'�:y, f;-`y /�A+... List 0-09 18-09 '�' V89200(`E rr JOB NAME : 40—B POLYGON — Fl '11111 Scale: 0.3099 7 OREGON WARNINGS: GENERAL NOTES, unless otherwise noted �} fiLi,� SVA I.Builder end erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown end Is for an Individual / •7 { y'1 Q3 �- T ru s s: Fl end Warnings before construction commences. building componentApplicability of design parameters end proper 1 L' 2.2x4 compression web bracing must be installed where shown�. Incorporation of component la the responsibility of the building designer. 3.Addklonal temporary bracbtg to Insure stability during construction g.Design assumes the tap end bottom chortle to be laterally braced at �`w L`f " 1 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end et 10'cc.respectively unless braced throughout Meir length by 7'i,fl 1'^ _DATE: 2/10/2017 the overall structure Is the reeponelbBty of the buildingdesigner. 2AImpadcontinuosheathingor ltehlbas acvg reuirecereSew erdrywaA(BC), finer. 3.2x Impact bridging or lateral bracing required where shown.. S E K2 8 3 8 7 5 0 4.No toed should be applied to any component until ager all bracing and 4.Installation of Truss Is the responsibility of the respective oontredor. Q fasteners are complete and at no time should any bade greater than 5.Design assumes trusses are to be used Ina noncorroelve environment \/(]I p C{a.. A/ �{//TO 7. design bads be applied to any component. and are for"dry condabn"ol use. f1L t3. LI I L TRANS ID: LINK 6.Dellen assumes NA bearing at al supports shown.Shim or wedge if 5.ComWTruahas nocontrol over and amines norespont/Piaty for the neaeee.ry. February 10,2017 fabrication,handling,shipment and Inetellatbn of components. 7.Design assumes adequate drainage is provided. 6.This design is furrtlehed sub)ect to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed co their center TPIAN?CA In SCSI.copies of which vdg be furnished upon request. lines coincide with)Dint center linea. 9.Digits Indicate size of plate In inches. MITek USF,Ino./COrnpuTrus Software 6.2.3(1L)-Z II.For basic connector plate design values aee ESR4311,ESR-1998(MITek) All This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 18'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 27 2- 8=(-102) 100 3- 8=(-621) 262 BC: 2x4 EDGE #1613TR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; 2- 3=(-446) 344 7- 9=( -53) 48 7- 8=(-654) 236 2x4 KDDF #1&BTR A 3- 4=(-659) 192 9-10=(-237) 490 3- 9=(-184) 490 LOADING 4- 5=(-218) 193 9- 4=( 0) 268 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -10) 5 4-10=(-609) 231 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 10- 5=(-197) 197 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF OVERHANGS: 9.0. 0.0. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PIF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -61/ 332V -125/ 351H 5.50" 0.53 KDDF ( 625) Unbalanced live loads have been BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 4'- 2.3" -83/ 709V 0/ OH 5.50" 1.13 KDDF ( 625) considered for this design. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 18'- 9.0" -109/ 650V 0/ OH 5.50" 1.04 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. I 1 1 4-00-08 14-08-08 koNo. 7: Design rherked for net(-5 nsf) uplift at 74 "oc soacinp. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-04 7-02-08 6-10-12 0-03-12 MAX LL DEFL= 0.001" @ 0'- -9.0" Allowed = 0.075" f I I MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" 12 12 MAX LL DEFL = -0.011" @ 11'- 5.7" Allowed = 0.690" 4.00 " 6.00 M-1.5x3 MAX TC PANEL LL DEFL = -0.013" @ 2'- 3.0" Allowed = 0.239" MAX TC PANEL TL DEFL= 0.022" @ 2'- 4.6" Allowed = 0.358" MAX TC PANEL TL DEFL = 0.057" @ 7'- 2.1" Allowed = 0.751" SEASONED IBLEIBDCRIAESCCE°7" SERVICECONDITIONSMAX HORIZ. LL DEFL - " 18'- 3.5" MAX HORIZ. TL DEFL " 18'- 3.5" Design conforms to nfoe-resisting system and componenaadng criteria.M-3x4 Wind: 140 mph, h=23.eft, =6.0, ASCE 7-10, �. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C load duration factor=1.6, 4,1End vertical(*) are exposed to wind, o Truss designed for wind loads A m in the plane of the truss only. 0 I M-5x8 iillef, 441 0 0 ca. 2 L � o M-3x4 Y I 0 7,..11-.. M-3x5 M-4x6 M-3x4 .r•10 M-3x4 J, y y 4-02-04 7-00-12 7-06 . o) pROF -r, y y 0-09 4-00-08 14-08-08 .�� yNt. E$. 1/4,/`rCa y yf y 0-09 (PR01/IcF Flit.:. RFAR1otS'.Tte.77 10 I 18-09 yry npy r' JOB NAME: 40-B POLYGON - F2 - � /y - Scale: 0.2746 9 OREGON La. WARNINGS: GENERAL NOTES, unless otherwise noted 4. A_4 Il 47 s_O�w`_�A. Truss: F2 1.Mulder and erection contractor should be advbed of all General Notes 1.This deeIgn is based only upon the parameters Shown and is for an Individual id aT 14 /^ and Wamhpa before construction commences balding component.Applicability of design parameters end proper T 2 2x4 compression web brsdng moat be Installed where shown+. Incorporation of component b the reaps aftAly of the building designer. .(^y 3.Addgbnal temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be IaterelN braced at 3. R.;1�� jd is the rsaponelbiNy o/the erector.Additional pe,menent bracing of 7 o.c.and al 10 a.c.re ch a.ply unless braced throughout their length by (y DATE: 2/10/2017 Ihs overall structure is the responsibility of the balding designer. continuous Swathing such ea plywood required Mast) and/or tlrywell(BC). Q. 4.No bad should be applied to. g and4.In Impact bridging is lateral predngiyof where shown+. SL K2838]51 eW any component until afterellendo 4.Design ufesrs the are to eofUe reapectNs coviror. fastanero are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �/ .4 n jry )!� TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. EXPIRES: Iffili/L(l� 5.Compalrue has no control over and sesames no reepunsiblllty for the S Design assumes Ng bearing at all supports Sown.Shim or wedge If February 10,2017 v fabrication,handling,shipment and Installation of components. -0-, 8.This design is famished subject In the limitations set forth by T.Design assumes adequate drainage is provided. S.Plates shell be located an both laces of truss,and placed so theft center 7PIANICA In BCSI,copba of which will be furnished upon request. Ines coincide with pint center lines. MITek USA,Ina/CompuTrus Software 7.6.8(1L�E 9.Digits indicate size of plate In Indra*. to.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-5=(-26) 28 3-5=(-121) 103 BC: 2x9 KDDF 918BTR SPACED 24.0" O.C. 2-3=(-53) 39 WEBS: 2x9 ROOF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 0.0" 0'- 0.0" -48/ 286V -16/ 99H 5.50" 0.46 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.5" -18/ 160V 0/ OH 5.50" 0.26 KDDF ( 625) a For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [COND. 2: Design checked far net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'- -9.0" Allowed = 0.075" MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed= 0.100" MAX TC PANEL LL DEFL = 0.014" @ 2'- 3.6" Allowed = 0.206" 3-08-12 0-03-12 MAX TC PANEL TL DEFL = 0.014" @ 2'- 3.6" Allowed = 0.309" f . f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.8" 4.00 ' MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.8" Design conforms to main n 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), M-1.5x3 load duration factor=1.6, End vertical(") are exposed to wind, 3 Truss designed forwind loads in the plane of the truss only. m ti co 0 I I 1 •rr ,r11111111A o 1 f- 2 ** 5 0 M-3x4 M-1.5x3 1 1 1 3-08-12 0-03-12 1 .1, 1 0-09 4-00-08 89200PE r JOB NAME : 40-B POLYGON - F3 4411,00e4f. Scale: 0.6232 WARNINGS: GENERAL NOTES, unless olhenese noted. OREGON kr I.Builder and erection contractor should be advised of all General Nolen 1.This design is based only upon the parameters shown and b for an Individual A‘10‘, /(�,h Truss: F3 and Warnings before construction commences. building component.Applicability of design parameters and proper y,,, ry 2.204 eompreWon web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. <� / '� 40 s� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords la be laterally braced at v '4;+ Is the responsibility of the erecter.Atltlgtnal M bracing of 2 o.c.and at 77 o.c.respectively unless braced throughout their length by L".�.j A 4-1 permane continuous sheathing such as plywood sheathing(TC)end/or dryweA(BC) C jl 1,+ DATE: 2/9/2017 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where Mown++ SEQ.: K20707 5 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment TRANS ID• LINK design t.da be applied t any component and are for"dry cMIben'nr use. �,(p [�[{+ C.CompuTrus has no control over and assumes no reeponsibBty for the S.Design ssary.nes Ng bearing at all supports Mown.Shim or wedge If EXPIRES:G43 12/31/2017 7 I fabrication,sdesighIsndlins,shipmeecao E tatiation of scompth components. 8.Pestgnassumes adequat e othifage kprovided. February 1O,2O 17 S.This design Is furnished subject to the Ilmltellana set forth by 8.Plates shag be located on both faces of Wes,and plead so their center TP1,WFCA In SCSI,copies of which nil be famished upon request. lines coincide with joint center lines. 9.Digits Indicate sine of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 1o.For baste connector ratite design values see ESR-1311,ESR-I988(Web) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 6'— 5.8" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" 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: 140 mph, h=20.aft, TCDL=9.2,BC DL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (Allo Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 POP 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 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-02-14 3-02-14 T T T 12 12 B.00 Q 8.00 IIM-4x4 3 o I o o M-3x4 M-3x4 y .• , l 1-06 6-05-12 1-06 A ,.. ROEE. 8920OPE 61 n r JOB NAME : 40-B POLYGON - G1 ..4 , ,000"0-7- Scale: 0.6139 +! �, ^"'.. 47 WARNINGS: GENERAL NOTES, unless olherwlee noted �� ay-,y.-GON * '\�. 1.Builder end erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and i.furan individual flit C. L't i,� Truss: G1 and Warning.before construction commences. building component.Applicability of design parameters and proper �j 2.2x4 compression web bracing must be installed where Mown v, Incorporation of component is the reeponstbAlly of the balding designer. f/� '141 }+' !1 �^�.. 3.Addeonal temporery bracing to Insure stability during construction 2.Design resumes the top and bosom chorda to be laterally braced at i./ 14 L- ,� is the responsibility of the erector.Additional permanent bracing of 2 o e and at 1tl o e to p.ntla y unless braced throughout their length by �Fl �� DATE: 2/9/2017 the went structure A the re siblfl of the building designer. continuous sheathing such e.plywood chew ng(TC)and/or drywall(BC). ��"'YYY .pan r rre g 3.2.impact bridging or lateral bracing required where shown v e S EQ. : K2 8 3 8 7 5 3 4.Na mad should be applied to any component until ager all bracing and 4.Installation of truss Is the responelbllty of the respective contractor. fasteners are complete and at no time should any mads greater man S.Design assumes susses ars to be used Ina non-corrosive environment, design mads be applied to an and are for"dry condition"of eau, TRANS ID: LINKnone enendeseur 6.Design assumes fug bearing at all suppon.shown.Shim orwedge if EXPIRES 12/31/2017 5.CompuTns hes control over and assumes no responslblllty for the necemery, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. February 1 0,201 7 H.This design Is furnished subject to the limitations sat fort by 8.Plates shat be located on both feces of truss,end placed so their center TPWdrCA In BCSI,copies of which nil be furnished upon request. pries coincide with Joint center lines. MiTek USA,Inc./Com uTrus software 7.6.8 1L E 9.Digits Inmate size of plate in Inches. P ( 10.For basic connector plate deeign values see ESR-1311,ESR-1888 MAMA) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.8" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-5=1-7) 150 5-3=(0) 134 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=1-250) 61 5-4=(-7) 150 WEBS: 2x9 KDDF STAND 3-4=1-247) 66 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -111/ 483V -48/ 59H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 5.8" -31/ 270V 0/ OH 5.50" 0.93 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.020" @ 4'- 8.8" Allowed = 0.215" 3-02-14 3-02-14 MAX TC PANEL TL DEFL = 0.018" @ 4'- 8.8" Allowed = 0.322" f f f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.2" 8.00 17 Q 8.00 MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.2" Design conforms to main windforce-resisting IIM-4x9 system and components and cladding criteria. 3 9.0" Wind: 140 mph, h=20.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, /I, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. r I PANE IIIIIIIKAMIIIIMMIIIIIIII M10 c3 I 2► 5 ►_M. 1 0 0 M-3x4 M-1.5x3 M-3x4 l i 1 3-02-14 3-02-14 1 y l 1-06 6-05-12 c(, ,0 PROpe c- 892001E r" JOB NAME : 40-B POLYGON - G2wA �''°',, '. Scale: 0.5813 ........... WARNINGS: GENERAL NOTES, unless otherwise noted. ty f\I::/ Y'?111�1 Je 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is ler an individual 7 illi 1 1.11 V w ^r[/ Truss: G2 and Warnings before construction commences. building component.Applicability of design parameters end proper ) 2a\ � A.44 2.7a4 somprsadon web bradng mea be installed where shown+. Incorporation of component la the responsibility of the building designer. i0 -T�+'" 14 3.Additional temporary bracing to(nears stability during construction Z.Design assumes the top and bosom dtaMs la be laterally bread at /♦/� ,ery Is the responsibility of the erector.Additional permanent bracing of 2'o.c and at 10'o.e rsapecllvery unlace braced throughout their length by _�! w'`C)I�� j continuous sheathing such as plywood sheet where and/or drywal(BC). ,.((:�•7Ji DATE: 2/9/2017 the overall dmdure Is the responsibility of the building designer. 3.2a Impact bridging or lateral basing required where shown++ SEQ. : K2 8 3 8 7 5 4 4.No load should be applied to any component until after an bracing and 4.Installation t nation oftm,Nsshe responsibility poonnsibilI�c f the nrespective esp cttiveev..�aodoo,m.nl. fasteners are complete end et no time should any loads greater than Design assumes to be design loads be applied to any component. and are tor'dry condition'.of use. TRANS I D: LINK 5.CompaU ua hes 0 control over and assumes no reeponstb l y for the 6.Design assumes full bearing at al suppons shown.Shim or wedge if EXPIRES: 12/31/2017 2/31/201 7 fabrication,handling,shipment end Installation of components. 7.necessary. esign assumes adequate drainage Is provided. February 10,2O17 �/.1 (C. I O.This design b furnished subject to the limitations set forth by 8.Plates shall be located on both faces of inns,and placed so their center TPIPNTCA in SCSI,copies of which all be famished upon request. Ines coincide with joint center lines. 9.Digits indicate 5R5 of plate in Inches. MITek USA Inc./CompuTrus Software 7.6,8(1L)-E to.For basic connector plate design value.see ESR-1311,ESR-1988(MITek) 4 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 2-4=(0) 0 BC: 2x9 KDDF #16BTR 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 = 42.0 PSF 0'- 0.0" -55/ 297V 0/ 28H 5.50" 0.97 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 RIDE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICON)). 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10 PSF 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" 1-11-11 MAX TC PANEL LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.072" fMAX TC PANEL TL DEFL = -0.002" @ 1'- 1.5" Allowed = 0.109" 1' MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.236" MAX BC PANEL TL DEFL = -0.013" @ 3'- 3.8" Allowed = 0.315" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.00 v 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 components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 / in the plane of the truss only. ��, - I n r. H I Cr: p O f 1 _ 4 -/ M-3x9 l 1 1-00 (PROVIDE FULL BEARING;Jts:2,3,41 6-00 <\` � PR O .e, ti._.. S920OPE r. JOB NAME : 40-B POLYGON - J1 Scale: 0.7158 ''..91. 41011° WARNINGS: GENERALfinis NOTES, unless,,hein noted. OREGON Truss: J 1 1.end 04 and erection contractor should be advised of ap General Notes This design la based only upon the parameters shown end is for an individual 'f7 end Warnings before construction commences. building component Applicability of design paremelere end proper 2�� '�` 2 294 compremdon web bracing must be Installed where Mown e. Incorponilon of component Is the reaponstblitiy of the building designer. fjt 14 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be letarelty braced a1 +(„f Is to responstmNty of the erector.Additional permanent bracing of sun c and at 70 o c respectively unless braced throughout their length by /,a/,,/ DATE: 2/9/2017 the overall structure lathe responstblitiy of the building designer. tinuoua eheammg such as plywood eheatmng(TC)and/or drywaN(BC), I, L i R:t L+_ 3.29 Impact bridging or literal braang required where shown+ee +T 1 SEQ.: K2 8 3 8 7 5 5 4.No load should be applied to any component until alter all bracing and 4.Installation of trues Is the responsibility of the reepedNe contractor. fasteners are complete end at no ems should any loads greater than B.Design assumes trusses are to be used Ina nen-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for dry condition'.of use. 5.I mpuIrus nee no control ver and aesumea no responsibility for the a.Design assumes NN bearing at dsupports shown.Shen or wedge if EXPIRES:` 12/31/2017 fabrication handling,shipment and installation of components. assumes T.Design hlbe aded enbedthlnage faces so ptrusls,a n February 10,2017 6.ThIs design le furnished subject to the limitations set forth by S.Plates shag be footed on both faces of trues,and placed co their center TPVWfCA in BCS(,copies of vhich will be furnished upon request. Ines coincide with joint ceder lines. MiTek USA,Inc./CompuTNs Software 7.6.8(1 L}E 9.DI91m Indeed dee of plate in Inches. 10.For bask connector plate design values see ESR-1311,ESR-teas(MOM) 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: 2x4 KDDF #1fiBTR LOAD DURATION INCREASE = 1.15 1-2=1-90) 36 2 -4=(0) 0 BC: 2x4 KDDF #1EBTR SPACED 24.0" O.C. 23=1 ) 2 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/ 47H 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 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ! VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 3-11-11 MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" ,' '1 MAX TC PANEL LL DEFL = 0.008" @ 2'- 0.7" Allowed= 0.213" MAX BC PANEL TL DEFL = -0.024" @ 3'- 1.4" Allowed = 0.315" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 4.00 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. 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. 0 M ,1 r- 0 N N M 0 M-3x4 y l 1 1-00 !PROVIDE FULL BEARING;Jts:2,3,4 ! 6-00 co kfc\l" P R O�� s,c' ZI 89200PE- JOB NAME: 40-B POLYGON - J2 Scale: 0.6783all,.0 e 1 (y,,, WARNINGS: GENERAL NOTES, unlessothernsenoted .Cas O" ON *_ i`4.. 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 lL N Truss: J2 and Warnings before construction commences, building component.Appllcebt8y of design parameters and proper 1Q 4(" ,�f1 F 2.2a4 compression web bracing must be metalled where shown+. incorporation of component is the responsibility of the building designer. ( 14 VV (y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords is be laterally bread at j Is the responsibility of the erector.Additional permanent bracing of T c.c.end at 10 o,c,respectively unless braced throughout their length by �""ty R I i l continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). 7`w f-j 1.=1r DATE: 2/9/2017 the overall structure is the responsibility Nth@ building designer. 3,24 Impact badging or lateral bracing required where Aunt -_ 4.Na bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor, S EQ.: K2 8 3 8 7 5 6 fasteners ere complete end at no time should any loads greater than 5.Design assumes treeae are to be used In a noncorrosive environment design hada be applied to any component. and are for"dry condition'of use. TRANS I D: LINK 5.CompaTrue has no central over end assumes no responsibility for the B.Design assumes NI bearing at of suppuds show Shim or wedge if ss,� q EXPIRES: 12/3112017 fabrication,handling,shipment and installation of components. 7.Design monitoassumes adequate drainage Is provided. February f U8I')/ 1 O,2� 7 B.This design Is furnished subject to the limitations set forth by B.Plates shall be baited on both faux of trues,and placed so their center TPINYTCA In BCS!,copies of which will be furnished upon request. Ansa coincide with joint center lines. 9.Dighs Indicate size of plate In inches. MiTek USA,Inc,/CompuTrua Software 7,6.8(1L)-E 10 For basic connector plate destgn velues see ESR-1311,ESR-1988(MATek) 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-9=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-69) 34 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)4DL( 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./N. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POP 0'- 0.0" -57/ 403V 0/ 65H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 73V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 161V 0/ OH 1.50" 0.26 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.060" @ 3'- 7.2" Allowed = 0.354" 5-11-11 MAX TC PANEL TL DEFL = -0.079" @ 3'- 4.7" Allowed = 0.531" 1' SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" 4.00 '- MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 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 fox wind loads '' in the plane of the truss only. m . ol o N u) MArgilliMMIMMINIMINIMMIMIE O 0 2 4 11110.1- M-3x4 J• 1-00 y 'PROVIDE FULL BEARING;Jts:2,4,3 16-00 y 'L (/<*r :3200PE �<" JOB NAME : 40-B POLYGON - J3 Scale: 0.6408 ` t�� --- WARNINO8: GENERAL NOTES, online otherwise mete ill OREGONtr TrussJ3 1.Builder and erection contractor ehoub be advised of eA General dotes 1.This design Is based only upon the parameters shown and ie ler an Individual "C7f44 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown.. incorporation of component is the responsibility of the building designer. ") 41�. 1 4 20 b Insure stabNly during construction 2.Design assumes the top and bottom chords to be laterally braced et 3.Additional temporary bracingv / y. is the respensibiRty of the erector.Additional permanent bracing of T ca end x117 o.c.respectively unless braced)10)howl their length by �,�/ DATE: 2/9/2017 the overall structure is the responsibility of the building designer. continuous sheathing such as pcwgod required ng(TC)and/or drywait(BC). #/ r'y ^y 3.tn Impact bridging or lateral bracing where shown Co i'F IA- DATE: ..v SEQ.: K2838757 4.No road should be applied to any component until ager all bracing and 4.lost/Mallon Mfuss R the responsibility of the respedde 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 bads be applied to any component. and are for'dry condition•ofuse. 5.CampuTrue has no control over and assumes no responsibility forma e.Design assumes fog bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. ss T.Dotes shall aadedon drainage is provided. February 10,2017 8.This design is famished 01 to the It be Ilona set forth by 8.Plates be bested both faces of truss,and placed w melt center TP WJICA In BCS',copies of which will be furnished upon request. Mss coincide with joint center lines. MiTek USA,InalCompuTrue Software 7.6.8(1L)-E 9.Digits Indicate azo of piste In Inches. 1e For basic connector plate deign values see ESR-1311,ESR-1988(MiTek) 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: 2x9 KDDF #lb BTR SPACED 24.0" O.C. 6 3-4=(-45) 18 TC LATERAL SUPPORT <= 12"OC. CON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -43/ 378V 0/ 84H 5.50" 0.60 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -136/ 33BV 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL 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" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 4.00 MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" Design conforms to main wrndforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 r0 N in , milimmimimmEmmomm 0 101111111111111111111111111111111111111112:- 5� M-3x4 y 1-00 y y 6-00 (PROVIDE FULL BEARING; I 1-11-11 'C'�EO P R Ods ' 89200PE. JOB NAME : 40-B POLYGON - J4 r /..0! • '" Scale: 0.5916 • (4a''�/'� . f`. WARNINGS: GENERAL NOTES, unless otherwise noted. +=c7 OREGON a,, KJ0 t.Buller and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and Is for an Individual / A qn- J4 Truss: J 4 and Warnings before construction commences, building component.Applicability of design parameters and proper \ 2.204 campresalon web bracing must be Installed where shown w. DesigIncorpn assn of component Is the m chords iblfy of the building ed at designer. 'f(�, 3,Additional temporary bracing to Insure stablily dudng construction 2.Design aswmea the lap and bottom to los IaterelN braced et ,y�s� Is the responsibility f the erector,Additional M bracing f 2'o.c.end at 10 we,reepsctNaly unless braced M E) di(heir IangM by �""Fl Fi 0- DATE: �1 's' a germane g o continuous sheathing such as plywood sheath:VI-El and/or drywall(BC), (•.. L- DATE: 2/9/2017 the overall structure la the responelbfty of the building designer, 3,20 Impact bddging or lateral bracing required where shown a • 4.No bad should be applied to any component untl after all bracing and 4.Installation of trues Is the reeponelbMRy of the respective contractor. SEQ.: K2 8 3 8 7 5 8 fasteners are complete end at no time should any bads greater than 5.Deelgn assumes truesea are to be used m a non.Horraeme environment design loads be applied to any component. and are assuor mes condition.ori of use. �Vj�j C 12/31/2017 TRANS I D: LINK 5,CompuTrue has no control over and assumes no responsibility for the 5.Design sue s NI bearing at a0 supports shown Shim or wedge if EXPIRES:C fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. February 10,2017 6.This design b furnished wined to the Ilmitetlone set forth by B,Plates shall be located on both faces of truss,end placed so their center TPIIWICA In SCSI,copies of which wig be furnished upon request. Inas coincide with Joint center lines. 9.Digits Indicate azo of plate In Inches. MiTek USA,(n0./CompuTfus Software 7,6.8(1L)-E 10,For bask connector plate design values sea ESR-t311.ESR-1580(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: 204 /CODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(0) 0 BC: 2x9 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-106) 67 3-9=( -59) 24 TC LATERAL SUPPORT <= 12"OC. LION. LOADING BC LATERAL SUPPORT <= 12"OC. U017. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 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. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.024" @ 2'- 11.9" Allowed = 0.356" MAX TC PANEL TL DEFL = -0.040" @ 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 Design conforms to main n windforce-resisting 4.00 D system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 no r 0 ("1 N I no 1 o2 0 M� 5�E M-3x4 y 1-00 y y 6-00 3-11-11 cO PI-tafi'r 'PROVIDE FULL BEARING;Jts:2,5,3,4 C INE u(9 "sf `� 4.r...89200PE < JOB NAME : 40-B POLYGON - J5 Scale: 0.5135 ,-,. 4r WARNINGS: GENERAL NOTES, urly cpusherwhe noted: 7' ,�OREG©N 1.(/� Truss: J5 1 Balder and arectbn contractor should be advised of all General Notes 1.This design Is based only upon the parameters drown end is for en bdiddual and Warningsbefore construction gsr commences building component Applicability of design parameters end proper 40 �+ 2 2a4 compression coded bracing must be installed where shorn+. Incorporation of component Is the responsibility of the building designer. <� 14 3.Additional temporary bracing m Insure stability during construction 2.Design assumes the top end bottom chortle to be laterally braced al is the responsibility of the erector.Additional permanent bracing o/ T o c and et l9 o c.respectively unless braced throughout trek length by DATE: 2/9/2017 the overall structure is the rosponamAiy of me building designer. continuous sheatMng such es plywgoe required sheathing(TC)end/or drywse(BC) �`f,J"['J I 3.Di Impact bridging or lateral braang where shown++ TZ1 I� Lr. SEQ.: K2 8 3 8 7 5 9 4.No load should be applied to any component until agar all bracing and 4.installation of truss Is the responsibility Mille respectNs contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes susses are to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for-dry condibn"of use. 5.CompuTrus has no control over and assume,no responsibility for the 6.Dee ell assumes Ni bearing at el euppane Mown.Shin or wedge if EXPIRES: 12/31/2017 fabrication,hendling,Mimedand inselblbn of components. ssary. 7 Design assumes e.This design is furnished subject to the limitations set forth by g.Mates Mall be locatedoate on both feces ofdrainage is�sis,ed.and placed so their center February 10,2017 TPINVFCA In SCSI,copies of which will be furnished upon request. Ines coindde with joint center lines. MiTek USA,Inc./CompuTms Software 7.6.8)1L)-E 9.Digits indicate eine of plate In inches. 10.For bask connector plate design values me E05-1311,ESM4 GM(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" 0.C. 2-3=(-37) 11 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLI 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" -69/ 301V 0/ 28H 5.50" 0.98 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/ 92V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'GOND, 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.093" T MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.057" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 4.00 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 components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 -/ 01 I N f r1 O I o I /- 21111111,911 411111111 -, o M-3x4 l 1 l 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,9,31 fPROFF S e3 \AGNE W cto 89200PE ra JOB NAME : 40-B POLYGON - SJ1 Scale: 0.7912 WARNINGS: GENERAL NOTES, unless otherwise noted tr / OREGON L�ji 1.Builder and eredbn contractor Mould be advised of all General Notes t.Thls design is based only upon the parameters shown and Is for an individual Y Dt{.. ,\ Truss: SJ1 and Wammga before construction commences. building component.Applicability of design perimeters and proper , 4, /? ('kS 2.204 compression web bracing must be Installed where shown r, incorporation of component is the respensibAky of the sulldmg designer. 1'l -7 { iJ `} 3.Additional tembracing to insure stability during construction 2.Design assumes the top and bottom dards to be laterally broad at �i ! {47r temporary 2'o c and et 10'o c respectNely unless braced throughout their length by Is theregansibRty of the erector.Additional permanent bracing of continuous sheathing such as plywood shealhing(fC)and/or drywell(BC). RR I -DATE: 2/9/2017 the overall structure k Me responsibility of me building designer. 3.2x Impact badging or lateral brodng requited where shover+ SEQ. : K2 8 3 8 7 61 4.No mad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respedNe contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used Ina nenoerroeve environment TRANS I D: LINK design loads be applied to any component. end are.wmeaanan on use. { y ry //f!yA(�.gA 5.CornpuTrus has no control over and assumes no responsibility for the a Design a mil baa at al supports shown.Shim or sun If EXPIRES: {;!�v7't//U 17 Gna s fabrication,handling, to shipment andlnetalb.on of components. 7.Design assumes adequate drainage is provided. February 10,2017 8.This design Is furnished subjectthe limitations set forth by 8.plates shag located aled on both faces of hues,end placed so their center TPIA'VTCA in SCSI,copies of which Mil be furnished upon request. Anes coincide with joie center lines. 9.Digits indicate size of pate In Inches. MiTek USA,Ino./CompuTtus Software 7.6.8(1L(-E 10.For bask connector plate design values see ESR•1311,EBR-7888(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/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-9=(0) 0 BC: 2x4 KDDF #l3BTR SPACED 29.0" O.C. 2-3=(-50) 22 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 BEG 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/ 47H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 59V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 POE' Ground Snow (Pg) 3'- 11.7" -44/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. [ 9.00 D BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/245, 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. Wind: 190 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 rt in the plane of the truss only. .; f - - M co o 2 4 M-3x4 1 1-00 2-00 1-11-11 k� �'}/'� [PROVIDE FULL BEARING;Jts:2,4,31 `� P R Opts »9200P ter, JOB NAME : 4 0-B POLYGON - S J2 1' /4111111. Scale: 0.8860 Qum. OREGON 1. WARNINGS: GENERAL NOTES, unlats otherwise noted: 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 Truss: SJ2 and Warnings before oonewabn commences. building component.Applbabllny of design parameters and proper 2.2e4 compressors urate bracing mus be InsWlbtl where shown+. Incorporation of component is the responsibility ity of the building<Weisner. ‹ i"" 1 G 4 f1 s' 3.Addtlanel temporary breGng to Insure stability during construction 2.Design assumes the tap and bottom chords to be'steady bawd at � 1 is the responsibility of me erector,AddnlormI permanent bracing of T o e and et IT ox.reepeatbely unlaee braced throughout their length by .. y �..� 0- DATE: 2/9/2017 the overall structure la the responsibility continuous sheathing or such as acing repNwood uir et where ovim+tlrywaA(BC). eD2 spanslbAAY or the building designer. 3.2x Impact bridging or Nierel bracing required where.Hawn..SEQ.: K2 8 3 8 7 62 4.No bad should be applied to any component until after all bracing and 4.Insafallon of truss Its the responsibility or the reepedNe contractor. fasteners are complete and at no time should any hada greater than 5.Design assumes trusses are to be used In a noncorrosive environment TRANS I D• LINK design bads be applied to any component. and are for dry eendeon.or use. 5.CompuTNe has no control over end assumes no responsibility for the S.Design assumes Ng bearing at all supports shown.Shim or wedge If EXPIRES: R C S. 1 2/31 2017 labrtcotion,handling,shipment and installation of components. Designecessaryn C/l rI R.0 4J IG (- 11 5.Peagn asa bees adequateon nadthifage Po prodded.,and February 10,2017 6.This design k Nmbhatl wbfed to the limitations eel forth by 5.Plates shag be baled on both faces of truss,and placed eo their center TP WJICA In SCSI,copies of which will be furnished upon request. tree coincide vitt lain)center Mee. MITek USA Inc./CompuTrus Software 7.6.8(1L}E o Digitsbass conoste eslar flaett dela ea p Inches.value.see ESR-1377,ESR-t gBB(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 314" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury WMDimensions are in ft-in-sixteenths. 114046. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0'/18 4 wide truss spacing,Individual lateral braces themselves may require bracing,or alternative Tor I _ 0 ILIIIIii/AniP/111 p bracing should be considered. I 3. Never exceed the design loading shown and never O d stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate cl a Cr- cs s i_. designer,erection supervisor,property owner and plates 0- 'ler 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. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that , Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. ve..' 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. i It, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/rP11: 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. aiTeka isnot sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSIIrPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013