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Plans (48)
Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 4 4- 1 /4 3 " Center plate on joint unless x,y 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 raillDimensions are in ft-in-sixteenths. Uo Apply plates to both sides of truss I 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 01 �, 2. Truss bracing must be designed by an engineer.For '/16 wide truss spacing,individual lateral braces themselves 0 WEBS may require bracing,or alternative Tor I AillillIM bracing should be considered. r ,,,,6_ 111,\I",/16 $ $ 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. C7 8 C6-7 C5-6 O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0 ',d' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for 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,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362, ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that .,. // Indicated by symbol shown and/or SYP represents values as published specified. • 0 by AWC in the 2005/2012 NDS •• •• •• • by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at • •••• outp t.LJL®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 •S.•• or less,if no ceiling is installed,unless otherwise noted. •••• • ••• • 15.Connections not shown are the responsibility of others. •••• ••• •• •••• Inditatc�•'k cation 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. •gm EAT . reaadrj section indicates joint •• dAti• numl.t�•r•velvere bearings occur. 17.Install and load vertically unless indicated otherwise. • Mirl.sizelicwn is for crushing only. IT 18.Use of green or treated lumber may pose unacceptable • ..----..w ••••••••S. environmental,health or performance risks.Consult with ••••• . S project engineer before use. • Industry Sttm'd 1Cds: • ANSI/TPI1: aNational Defieg l.Specification for Metal 19.Reviewis all portions of this design(frontback,words sr"iete Connected Wood Truss Construction. and pictures)sufficient.before use.Reviewing pictures alone not ••••OB-89: •• Design Standard for Bracing. a BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling,aMl 1ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 • •• •• •. • • • • •• • • • • • • • • • • • • • • • • •• •• • • • • • • • ••• • • •• • • • • CT ENGINEERING • • • • • • • • •• • • INC 180 Nickerson St. Suite 302 • • • • • ••• •• • 3eeilttle,:VI 91,104 •• . . 5.. (2116)285 4512(V). . • • ••• •• ••• • (206)285-0618(F) asolomon(cctengineering.com ••• ••• • • •• •• • • • •• • • • • • • • • • . • BULLETIN • • • • •. • ... ... .. • • ••• • • • • • •• Date: April 6, 2016 Number: CT-02 Project#: 15238 Project Name: River Terrace SF Attached: None Subject: Lots 18 & 23 —Patio Roof Truss Connection Drawings Affected: Description/Action: This bulletin provides response to RFI, design clarifications and/or variation requests for the `River Terrace Single-Family' project located in Tigard, Oregon. The patio roof trusses shall be attached to the home using a 2x6 ledger with (3) 0.131"x3" nails to each wall stud. This application applies to all of the plan types in the River Terrace single-family development. PRp. \,\GINE;� Ca ‘441 y *REGONk 2 2 ,1�\��` e S T. G 04/06/2016 CALL WITH ANY QUESTIONS Issued by: Arnold R. Solomon Date: April 6, 2016 Distribution: Contact Information: Chris Walther Polygon Northwest Company Maggie Gordon Polygon Northwest Company Rick Tolleshaug Milbrandt Architects Alexia Fukui Milbrandt Architects R:115238 River TerracelBulletins115238_2016.04.06_CT02_Lots 18&23(Patio Roof Truss Connection).doc Structural Engineers lot MiTek' MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 9161676-1900 Re: PL15-355 UPPER Fax 916/676-1909 POLYGON 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: R45755189 thru R45755200 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. PR0E "�ED PSs � NGINSFR /�2 870221E cn c‘'oj, OREGON eP Opti � MBER 1' A. HEr EX' ' ` :06/301 / October 27,2015 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 R45755189 PL15-355_UPPER F01 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:20 2015 Page 1 ID:s3crybS_65JgMSM2Sm_D_y9giZ-Z8J 1 rY?d5vDVTbKMJBy 122_DyC9jGwiZPT4JdoyPA2r (1-10-011 1-2-0 11 1-0-12 1 1 2-6-0 1 24-9 II 1-2-0 II _1-9-11 I P-8-01 Scale=1:40.1 1.5x3 II 1.5x3 II 1.5x3 I I 1.5x3 II 3x6 FP= 3x6 = 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 e e e_Mil . I, ., •, ., ..........1,..................% , __ a _IF ` 0 114.1 :r ►Z� eill 24 23 22 21 20 19 18 17 16 15 1.5x3 Il 1.5x3 II 3x8 = 3x6 FP= 3x8= 3x8= 3x5= 9-10-5 I 3-6-12 I 8-8-5 3-51 I 19-6-8 I 22-11-8 I 3-6-12 5-1-9 b-7-0 9-8-3 3-5-0 0-7-0 Plate Offsets(X,Y)— [2:0-1-8,Edge1,13:0-1-8,Edge],[18:0-1-8,Edgel,El 9:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.13 17-18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.21 17-18 >893 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.02 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=377/Mechanical,21=950/0-7-0,24=-15/0-1-12,16=1450/0-5-8 Max Uplift 15=-480(LC 6),24=-121(LC 6) Max Grav21=952(LC 3),24=102(LC 5),16=1455(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/553,4-5=0/559,5-6=1478/0,6-7=-1478/0,7-8=-1478/0,8-9=1051/0, 9-10=-1051/0,10-11=-1051/0,11-12=0/1668,12-13=0/1662 BOT CHORD 20-21=0/743,19-20=0/743,18-19=0/1478,17-18=0/1531,15-16=-1235/0 WEBS 2-24=-57/332,3-21=-501/0,5-21=-1356/0,5-19=0/814,11-16=-1740/0,11-17=0/1178, 8-17=-525/0,13-15=0/1333,13-16=812/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. � _03 P R OFe`SS � Q 87022PE r �c''. OREG•N ti�O4N OS � C' B E FZ 1\ P� A H EFS\ EXPIRES:06/30/2017 October 27,2015 : 8 11111. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,D56-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755190 PL15-355_UPPER F02 FLOOR 6 1 Job Reference(optional) Pacific Lumber 8 truss Co., Beaverton,Oregon 7..531r s Jul 11 2014 Miiek Indusines,inc.Tue Oct 27 13:51:22 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-VWRnGDOtdWTDiuUkRc?V7T3WV?I5ksHrtnZQigyPA2p 1 1-0-0 I D-N4 1�2-�t_7-14 Scale=1:40.5 4x4= 2x4 II 4x4= 3x4 = 3x4 = 3x4= 3x4= 3x4 = 3x4= 3x6 FP- 4x4 - 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 P.N / \�/\•\ / ! /-\ /-\, /N Z \ 7,` �••\ / \ 1/ \ N -e e- _ , 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 4x6 = 3x6= 3x6 FP= 3x5 = 3x5= 3x5= 3x5 = 4x4 = 4x4 = 3x6= 4x6 = 3x4 = 1.5x4 SP= 3x5= WARNING:THIS DESIGN MAY EXHIBIT OBJECTIONABLE BOUNCE AND /OR VIBRATION DUE TO THE LENGTH TO DEPTH RATIO OF THE ROOM. PROJECT ENGINEER OR BUILDING DESIGNER TO CONSIDER PROVIDING MEANS DAMPEN THESE EFFECTS VERIFICATION OF LENGTH/DEPTH SLENDERNESS RATIO BY THE PROJECT ENGINEER OR A QUALIFIED BUILDING DESIGNER IS REQUIRED. 17-7-2 I 16-5-2 1{{7-0-21 1 23-9-01 16-5-2 0-7-0 6-1-14 0-7-0 Plate Offsets(X,Y)- [18:0-1-8,Edge[,[29:0-1-8,Edge[,[30:0-1-8,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.50 32-33 >567 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.78 32-33 >362 360 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.10 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 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) 26=866/0-4-4,39=866/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1608/0,3-4=1608/0,4-5=2891/0,5-6=2891/0,6-7=3859/0,7-8=3859/0, 8-9=-4510/0,9-10=4510/0,10-11=-4847/0,11-12=4847/0,12-13=4859/0, 13-14=4859/0,14-15=4583/0,15-16=-4583/0,16-17=-4583/0,17-18=3948/0, 18-19=-3948/0,19-20=3948/0,20-21=2879/0,21-22=-2879/0,22-23=1613/0, 23-24=-1613/0 BOT CHORD 38-39=0/845,37-38=0/2287,36-37=0/3413,35-36=0/3413,34-35=0/4222,33-34=0/4716, 32-33=0/4891,31-32=0/4760,30-31=0/4239,29-30=0/3948,28-29=0/3427,27-28=0/2278, 26-27=0/847 WEBS 18-30=0/696,19-29=-578/0,2-39=1183/0,2-38=0/1068,4-38=952/0,4-37=0/846, 6-37=730/0,6-35=0/625,8-35=508/0,8-34=0/403,10-34=288/0,14-31=-305/21, 17-31=0/551,17-30=991/0,24-26=1187/0,24-27=0/1072,22-27=931/0,22-28=0/841, 20-28=768/0,20-29=0/989 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �r P R OFF 3)Refer to girder(s)for truss to truss connections. eS' 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 . ANG[NEF� S/O attached to walls at their outer ends or restrained by other means. �C? ?ice 87022PE ��6116-4-1� jc OREGO ti�44/ 4 OnBER '\\ \-' EXPIRES:06/30/2017 October 27,2015 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2016 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,not a truss system.Before use,the budding designer must verity the applicability of design parameters and properly incorporate this design into the overall; building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755191 PL15-355_UPPER F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jut 11 2014 METel'industries, xc.Tue Oct 27 13:51.24 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-RvZYhv2 798jxyCd7Y01 zCu8t3pPZCmR8K52XmZyPA2n 1 1-0-0 1 10-10-2 11 1-2-0 1 p-7-141 Scale=1:32.4 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4 = 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 1/N g ` �. e:1 / \ c, • s v a a e e e v e • 29 28 27 26 25 24 23 22 21 3x4 = 4x5 = 3x5= 3x5= 3x5 = 3x5= 4x4= 3x5= 4x5 = 3x4 = 12-10-10 I 11-8-10 112-3-101 1 19-0-8 11-8-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- (12:0-1-8,Edge),123:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in floc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.28 25 >806 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.44 25-26 >515 360 BCLL 0.0 Rep Stress Ina' YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:96 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) 30=832/0-3-12,20=832/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1508/0,3-4=-1508/0,4-5=-2627/0,5-6=-2627/0,6-7=3368/0,7-8=3368/0, 8-9=-3726/0,9-10=3726/0,10-11=3737/0,11-12=3737/0,12-13=3422/0, 13-14=3422/0,1415=2618/0,15-16=-2618/0,16-17=1511/0,17-18=1511/0 BOT CHORD 29-30=0/803,28-29=0/2112,27-28=0/3042,26-27=0/3591,25-26=0/3763,24-25=0/3422, 23-24=0/3422,22-23=0/3052,21-22=0/2106,20-21=0/805 WEBS 13-23=-429/0,2-30=-1125/0,2-29=0/987,4-29=847/0,4-28=0/720,6-28=-582/0, 6-27=0/456,8-27=313/0,12-25=-60/615,18-20=-1127/0,18-21=0/989,16-21=832/0, 16-22=0/717,14-22=-609/0,14-23=0/764 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. -0I'cp PROFESS ,SCO AOINEF9 /4 2 87022PE -'7 1---- / cn ,cv '02,OREGON rP O[U� O ' BER -\\ A N-C; EXPIRES:06/30/2017 October 27,2015 s � ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MT. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mask is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755192 PL15-355_UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 a Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:51:24 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-RvZYhv2798jxyCd7Y01 zCu8xepXLCod8K52XmZyPA2n I 0-10-0 I I 1-2-0 1 1 0-6-0 I 0-3-131 2-6-0 I I 1-2-0 I I 1-3-7 I Scale=1:19.8 1.5x3 II 3x4= 3x4 II 4x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 7 8 3x4= 9 m • m • e o_ , /7 e m • o- • v o — \_ o ir o N N e e e ' e a d e e 17 16 15 Y 13 12 11 10 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1.5x3 II 3x4 = 4x6= 3x4 = I 3-0-0 I 8-8-5 1 9-3-5 1 9-10-5 1 11-4-12 I 3-0-0 5-8-5 0-7-0 0-7-0 1-6-7 Plate Offsets(X,Y)- F2:0-1-8,Edge],[3:0-1-8,Eddel,[7:0-1-8,Edgel,j8:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.08 12-13 >999 360 BCLL 0.0 Rep Stress Inc( YES WB 0.36 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 14=634/0-3-8,17=27/Mechanical,10=331/Mechanical Max Uplift 17=-72(LC 4) Max Gray 14=634(LC 8),17=106(LC 3),10=332(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/311,4-5=0/312,5-6=-570/0,6-7=570/0,7-8=-491/0 BOT CHORD 12-13=0/491,11-12=0/491,10-11=0/491 WEBS 3-14=-409/0,5-13=0/713,5-14=508/0,8-10=-610/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. •\tic'-° P R QFess mac.. �N�iNEFR io2� ' 87022PE r N -y -0), OREG•N ti9 OAU APOn ''',BER 'N\ A HE-` EXPIRES:06/30/2017 October 27,2015 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. MI, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M Tek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery.erection and bracing of trusses and truss systems,see ANSI/1111 Quality Criteria.058-89 and BCSI Building Component 7777 Greenback lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755193 PL15-355_UPPER F06 FLOOR 3 1 Job Reference(optional) acife.Unbar&Truss Co., Beaverton,Oregon 7 c,u r ti.;;11.";14 Muck ir.costries.Inc.Tue Oct 27 13:51:25 2015 Page 1 ID:s3crybS_6sJgM SM2bm_D_y9giZ-v57wuF3mwRroZMCJ6kYC15h5hDgrxAglZlo4J?yPA2m 0.�H1-2-0 1 1 1-0-12 { 1 2-3-1 { 2-6-0 I I 1-2-0 I I 2-3-3 I Scale=1:29.7 3x4= 3x4= 3x4 = 3x4= 3x4= 1 2 3 4 3x8= 5 6 7 8 9 10 4 e e o 0 I 6 e ® O e O 4 /_ _ O N 114111 O d O 9 d �7 tt 1�- 18 17 t9 15 14 13 12 11 3x4 = 3x6 = 3x8= 3x6 = 3x4 = 1 3-6-12 I 8-8-5 19-3-5 10-51 17-6-0 I 3-6-12 5-1-9 0-7-0 0-7-0 7-7-11 Plate Offsets(X,Y)— 12:0-1-8,Edgel,13:0-1-8,Edge1,[4:0-3-0,Edgel,(6:0-1-8,Edge),F7:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.17 12-13 >960 360 BCLL 0.0 Rep Stress!nu- YES WB 0.69 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=958/0-7-0,19=1/0-1-12,11=571/Mechanical Max Uplift 19=-105(LC 4) Max Gray 16=958(LC 1),19=103(LC 3),11=574(LC 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/499,4-5=-805/0,5-6=805/0,6-7=1681/0,7-8=-1777/0,8-9=-1777/0 BOT CHORD 15-16=-499/0,14-15=0/1681,13-14=0/1681,12-13=0/1681,11-12=0/1165 WEBS 4-16=-668/0,2-19=-61/296,3-16=-465/0,6-15=-959/0,4-15=0/1367,9-11=-1257/0, 9-12=0/661,7-12=177/271 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)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. '\< 0-.) PRor <cc?�5 N�fNE9 1p2y 87022PE \ u )s OREG•N r19O'p4,1 0( SBER \\ s� - A HE?' \-4 EXPIRES:06/30/2017 October 27,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1F7473 rev.10/03/2011 BEFORE USE. v- Design valid for use only with MiTek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before ore,the building designer must verify the applicability of design parameters and property incorporate this design into the overall- - . • . bu�iid!ng design. Bracing indicaled is to prevent buckling of individual truss web and/or chord members only.Additional teniporory and pe mantnt brc,cing fvViiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,D58-89 and BCS'Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 Citrus HeightsCA 95610 _ Job Truss Truss Type Qty Ply POLYGON R45755194 PL15-355_UPPER F07 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:27 2015 Page 1 ID:s3crybS_6sJgM SM2Sm_D_y9giZ-sU EgJx40S35 WpgM i E9bgq WmPv0RaP7Ka03H BNuyPA2k 1 1-0-0 1 6 I 1-2-0 1 F1-7-141 Scale:3/8"=1' 4x4 = 3x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 _14 15 16 17 18 19 e o &- e a -. e a. o o N AI ` / N. / N. / \ 4/ N^/ ^/N .\ / \ N O O O O O a de41 O O 30 29 28 27 26 25 24 23 22 21 3x4 = 4x5= 3x5= 3x5 = 3x5 = 3x5= 3x4 = 3x5= 4x5= 3x4 = 12-6-14 I 11-4-14 11-11-11 I 16-8-12 1 11-4-14 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edge],123:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.26 25-26 >848 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.41 25-26 >542 360 BCLL 0.0 Rep Stress lncr YES WB 0.49 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:95 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) 30=818/Mechanical,20=818/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1480/0,3-4=1480/0,4-5=-2571/0,5-6=2571/0,6-7=-3284/0,7-8=3284/0, 8-9=3615/0,9-10=3615/0,10-11=3587/0,11-12=3587/0,12-13=3327/0, 13-14=3327/0,14-15=2563/0,15-16=2563/0,16-17=1483/0,17-18=1483/0 BOT CHORD 29-30=0/789,28-29=0/2070,27-28=0/2972,26-27=0/3494,25-26=0/3638,24-25=0/3327, 23-24=0/3327,22-23=0/2981,21-22=0/2064,20-21=0/791 WEBS 12-24=282/0,13-23=406/0,2-30=-1105/0,2-29=0/967,4-29=-827/0,4-28=0/701, 6-28=-562/0,6-27=0/437,8-27=294/0,11-25=-265/0,12-25=-58/649,18-20=-1107/0, 18-21=0/970,16-21=-814/0,16-22=0/698,14-22=-586/0,14-23=0/723 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)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. '�c'c0 P R OFFss ��� `GAG i ry EF,y /0- ' 87022PE �c / � , ti ,9 '02, OREGON q9 OCU 'Q CO BER .\N, ka A HrcCk EXPIRES:06/30/2017 October 27,2015 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE((REFERANCE PAGE MN-7473 rev.10/03/2015 BEFORE USE. III(- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755195 PL15-355_UPPER F08 FLOOR 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon r.51J Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:27 2015 Page 1 gg ID:s3ciybS_6sJgMSM2Sm_Dy9giZ-sUEgJx40S35WpgMiE9bggWmPw0XiP3ma03HBNuyPA2k I 2-3-0 I 2-3-0 1��l 1 1-2-0 1 1 1-9-11 1 2-6-0 I �8-0� Scale=1:34.2 1.5x3 II 1.5x3 II 3x4 = 3x4= 1.5x3 I I 3x4 = 1.5x3 II 3x6= 3x4 II 3x8 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 0 e / e • e e e - II/ coN v o e b- b M, 18 17 16 15 14 13 12 3x4 = 1.5x3 II 3x4= 3x8 = 3x8= 355 = 3x5= I 16-2-4 I 19-7-4 I 16-2-4 3-5-0 Plate Offsets(X,Y)— (4:0-1-8,Edgel,115:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.13 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.40 Vert(TL) -0.21 14-15 >922 360 BCLL 0.0 Rep Stress Ind- YES WB 0.72 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:90 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 18=588/0-6-0,12=-412/Mechanical,13=1537/0-5-8 Max Uplift 12=-512(LC 3) Max Gray 18=589(LC 3),13=1537(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1736/0,3-4=-1736/0,4-5=-1867/0,5-6=-1867/0,6-7=-1190/0,7-8=-1190/0, 8-9=0/1771,9-10=0/1764 BOT CHORD 17-18=0/1110,16-17=0/1867,15-16=0/1867,14-15=0/1795,12-13=-1313/0 WEBS 2-18=-1218/0,2-17=0/687,8-13=-1867/0,8-14=0/1308,6-14=-657/0,6-15=-84/294, 10-12=0/1418,10-13=851/0,4-17=-462/88 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ,<.()e' u. PROFEsS �c �co �GINE '4 /�2 870 2PE �,�� '0/,,OREGON r Opti 0 '18ER 'N�Q�' A. HES EXPIRES:06/30/2017 October 27,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE=Ml1-7473 rev.10/03/2015 BEFORE USE. 1, Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before us=,the building designer must verify the applicability of design parameters and property incorporate this des5Gn irte the Overall - building designs Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additionai temporary and petni,rtent brocir'g MTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPll Quality Criteria,059-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. suite 109 _,_ Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755196 PL15-355_UPPER F09 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon ' - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:29 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-otMRkd6G_gLE2zW4Lad8vxskzg6gt1jtUNmISmyPA2i 1 1-0-0 1 1 0-9-2 II 1-2-0 I P-7-141 Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 4x4= 3x4= 4x4= /_\, 1 2 11,-\3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 ■ a a + s� o ® ie o e o - f\ 4/, .\cc; / N / N 4/ N 4#, .\ i 9 - 9- 9 -• a, 9• B Ce 9 0- 3. 29 28 27 26 25 24 23 22 21 3x4 = 4x5 = 3x5 = 3x5 = 3x5 = 3x5 = 3x4 = 3x5= 4x5= 3x4 = 12-9-10 I 11-7-10 112-2-101 1 18-11-8 I 11-7-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edgel,123:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (los) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.28 25-26 >817 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.43 25-26 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:96 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) 30=828/0-2-12,20=828/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1500/0,3-4=-1500/0,4-5=2612/0,5-6=2612/0,6-7=3346/0,7-8=3346/0, 8-9=3697/0,9-10=3697/0,10-11=3697/0,11-12=3697/0,12-13=3396/0, 13-14=3396/0,14-15=2603/0,15-16=2603/0,16-17=1504/0,17-18=1504/0 BOT CHORD 29-30=0/800,28-29=0/2101,27-28=0/3024,26-27=0/3565,25-26=0/3730,24-25=0/3396, 23-24=0/3396,22-23=0/3033,21-22=0/2095.20-21=0/801 WEBS 13-23=-423/0,2-30=-1120/0,2-29=0/981,4-29=841/0,4-28=0/715,6-28=-577/0, 6-27=0/451,8-27=308/0,12-25=-59/618,18-20=-1122/0,18-21=0/984,16-21=827/0, 16-22=0/712,14-22=-602/0,14-23=0/753 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)30. 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. '��,ED PR QFfiss �� G N EFR io2� 87022PE r . 7 -yN A � ), OREG•N 'ASM -OO8 E B \ � A- HEA-;‘, EXPIRES:06/30/2017 October 27,2015 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M(1-7473 rev.10/03/2015 BEFORE USE. MI, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755197 PL15-355_UPPER F10 FLOOR 2 1 Job Reference(optional) �Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13-51:29 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-otMRkd6G_gLE2zW4Lad8vxsrWglbt8otUNmlSmyPA2i 3x4 = I 0-11-11 I I 1-2-0 I 0-10-1 1 1.5x3 II 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 0 N s / r s \ 1.5x3 II1.5x3 II 8 . 7 6 • 3x4= 3x4 = I 3-5-12 I 3-5-12 Plate Offsets(X,Y)— [2:0-1-8,Edge],[3:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-12 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) 8=184/0-2-12,5=184/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,5. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��..,.,EO PROFess �:3,, ��GIN�F9 /�2y 87022PE cNi yC�j, OREGON ti( Q,N LI A. HES EXPIRES:06/30/2017 October 27,2015 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2019 BEFORE USE. 14111. Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall b'vilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Adciitienai lempornry and perrnonent bracing Mitek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaWy Cr'rleria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755198 PL15-355_UPPER F11 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Ce., Beaverton,Oregon _ -• _ • 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:51:30 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-G3wpxz6ul_U5g75HvH8NR9OtAERBcOe1i1 Wr_CyPA2h 10-10-0 11 1-2-0 1 1 1-o-12 1 1 1-0-0 I 9�_I I 1-2-0 1 1 0-11-3 1 Scale=1:33.3 304= 3x4= 3x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4 - 304 - 5x6 = 1 2 3 4 5 6 7 8 9 ::*2 >4 > 13 156 17 18 19 a /A ° ;,"& _ z - ?. a ! I/ 9 ,,, .‘ ,/ N -/-\ / - N %9 O a N. , ..\ / - - - IINUP • - D a 9 28 27 26 23 22 21 304 = 3x6= 4x5 = 3x5= 3x6 = 3x5 = 3x5- 4x8- 3x4 = 1 1-1-0 11-8-0 f2-3-0I 3-6-12I 8-8-5 3-5 -10-5I 19-6-8 1-1-0 0 7-0 0-7-0 1-3 12 5-1-9 is-7-0 0-7-0 9-8-3 Plate Offsets(X,Y)- (2:0-1-8,Edge),[3:0-1-8,Edge),(9:0-1-8,Edge),(10:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in floc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 24-25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.29 24-25 >668 360 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.04 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 29=1347/0-7-0,32=-164/0-1-12,20=1315/0-2-12 Max Uplift32=-269(LC 4) Max Grav 29=1347(LC 1),32=60(LC 3),20=1318(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/450,3-4=0/1096,4-5=0/1096,5-6=-610/0,6-7=-610/0,7-8=-1756/0, 8-9=-1756/0,9-10=2370/0,10-11=-2900/0,11-12=-2900/0,12-13=3113/0, 13-14=-3113/0,14-15=2995/0,15-16=2995/0,16-17=-2480/0,17-18=2480/0 BOT CHORD 31-32=X50/0,30-31=-450/0,29-30=-450/0,27-28=0/1248,26-27=0/2370,25-26=0/2370, 24-25=0/2370,23-24=0/3031,22-23=0/3098,21-22=0/2793,20-21=0/1299 WEBS 2-31=-252/0,9-26=0/410,10-25=-331/0,2-32=0/665,3-29=917/0,5-29=1249/0, 5-28=0/1047,7-28=-898/0,7-27=0/716,8-27=-11/251,9-27=1122/0,18-20=1819/0, 18-21=0/1654,17-21=839/0,16-21=-438/0,16-22=0/283,11-24=-266/0,10-24=0/844 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)32,20. 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 Rc I PR OFF be attached to walls at their outer ends or restrained by other means. t5' 5)CAUTION,Do not erect truss backwards. .. ANG[NEt , > s/O 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)791 lb down at 17-5-0 on top chord. �C? ?ice The design/selection of such connection device(s)is the responsibility of others. 870. 2 P E i, v" 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE{S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads p y -0>, OREGON (19 <U Vert:20-32=-8,1-19=80 Q • Concentrated Loads(Ib) �O �MR�-a� "\\w .'� Vert:17=-791(F) S q HEC)‘ 4 EXPIRES:06/30/2017 October 27,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. bill Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the appliccbility_of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual'trussweb and/cr chord members only.Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/1PI1 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type city Ply POLYGON R45755199 PL15-355_UPPER F12 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:51:31 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_r9giZ-kFUB917VWVHcyIHgTT?fc_Mx4VercLvTAxhFPWfyPA2g 10-10-0 11 1-2-0 11 1-0-12 1 1 2-6-0 I 2-4-9 11 1-2-0 ii 1-9-7 -1 Scale=1:34.0 1.5x3 II 3x4 = 3x4 = 354 II 3x6= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 e e o s s o _ n .e n _ -- I/_ \ o N 4110. 1r 19 18 17 16 15 14 13 12 3x4 =1.5x3 II 1.5x3 II 3x8= 3x5= 3x4= 3x6= 3x4 = I 3-6-12 I 8-8-5 3-5 9-10-51 19-6-4 3-6-12 5-1-9 b-7-0 0-7-0 9-7-15 Plate Offsets(X,Y)— 12:0-1-8,Edge1,13:0-1-8,Edgel,114:0-1-8,Edgel,j15:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.21 13-14 >913 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.33 13-14 >573 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=1117/0-7-0,19=-60/0-1-12,12=649/0-2-12 Max Uplift 19=-166(LC 4) Max Gray 16=1117(LC 1),19=89(LC 3),12=651(LC 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-18/294,3-4=0/714,4-5=0/720,5-6=-1980/0,6-7=-1980/0,7-8=-1980/0, 8-9=-2148/0,9-10=2148/0 BOT CHORD 18-19=-294/18,17-18=-294/18,16-17=294/18,15-16=0/887,14-15=0/1980, 13-14=0/2325,12-13=0/1362 WEBS 6-15=-345/0,2-19=-27/435,3-16=-616/0,5-16=-1682/0,5-15=0/1201,10-12=-1470/0, 10-13=0/849,8-14=512/54 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19,12. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. -\��EO PR0FeSs 87022PE � � cA� OREGON ti( � q. NES EXPIRES:06/30/2017 October 27,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord rnernbe,only.Additianal temporary and permanent bracing MFie k- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/ 1 Quality Criteria,05B-89 and BCSI Building Component 7777 Greenback Lane ANSI/M1 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755206 PL15-355_UPPER F13 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Thrss Co., l3eavvi ice,Oregon " 7.530 s Jul 11 2014 MtTek Industries,Inc.Tue Ott 27-19!51:32 2015 Pagel ID:s3crybS_6sJgMSM2Sm_Dy9giZ-CR2ZMe89GbkovRFfOiArXaUMt1 KQ4VhKAL?y25yPA2f 3x4 = I 0-11-11 I I 1-2-0 I I 0-9-5 I 1 1.5x3 II 2 3 3x4= 4 1.5x3 II Scale=1:8.7 II II Il I411 NM II0 N 9 11111E III II MN r r M.: - 1 1.5x3 II 1.5x3 II 8 /' 7 6 5 3x4= 3x4 = I 3-5-0 I 3-5-0 Plate Offsets(X,Y)— 12:0-1-8,Edael f3:0-1-8,Edae] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 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) 8=145/0-2-12,5=145/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 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. <ti_ED PROFes° Vic, 01GINEFR /'2 c 8 f 2PE 1 9r , y N�do, OREGO q9 LUQ AP '4,1 ER 1,� ��O S A. H -3 EXPIRES:06/30/2017 October 27,2015 __ AWARNING-Verify-design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use onty.with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,riot a truss system.Before use,the building designer-must verify-the applicability of design parameters and property incorporate this design into the overall1 _. building design. Bracing indicated ivfo.preventbucktng of•individualtruss weband/er chord members only_Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,035-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury r��= Dimensions are in ft-in-sixteenths. lipb‘ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. or X-bracin diagonal TOP CHORDS g,is always required. See BCSI. 1 1 2. Truss bracing must be designed by an engineer.For 0-/16" 4 wide truss spacing,individual lateral braces themselves i WEBS may require bracing,or alternative Tor p bracing should be considered. lili_ 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building C 7-8 C 6-7 C 5-6 For 4 x 2 orientation, locate , designer,erection supervisor,property owner and plates 0-'/U' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that IIndicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekO All Rights Reserved approval of an engineer. IMaiil= II III i•=• reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MI INN 48 18.Use of green or treated lumber may pose unacceptable ►--� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 1411 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. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, M illielk6 ANSI/TPI 1 Quality Criteria. Installing &Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 IIIII INN M iTe k� MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3410-B 10-22-15 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: K1487237 thru K1487248 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Q0p PR Opt. cSS 89782PE 1-" Y,y�REGONZo'�4' e„ UL. R /E4EV49i:c:g112016 October 26,2015 Rivera,Mark 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. This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 14.— 9.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR 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=21ft, 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=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-04-08 7-04-08 T T f 12 12 6.00 I I M-4x4 Q 6.00 3 I 2 4 rn rn o 1 -/o o A c I / , 0 0 M-3x4 M-3x4 y y y 1-00 14-09 �' :9782PE mac : JOB NAME : POLYGON 3410—B — Al • J Scale: 0.5145 int WARNINGS: GENERAL NOTES, unless oterwlse noted: V C 1.Builder and erection contractor should be advised of aN General Notes 1.This design Is based only upon the parameters shown and la for an Individual '"�� 9 R EG O N �" Truss: Al and Warnings before cons r u0on commences. building component.Applicability of design parameters and proper ///,,, 2.Dr4 compassion web bracing must be Installed where shown•. Incorporation of component Is the responsibility of the building designer. .rd��A M`. G ` �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom dards to W laterally braced U 7 'l/^�Y J Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such es plywood sheathing(TC)end/or drywaN(BC). �1 DATE: 10/26/2015 the ovens structure la the responslbltty of the building designer. 3.Dr Impact bridging or lateral bracing required where shown•• A U L S EQ, K 14 8 7 2 3 7 4.No bad should be applied to any component until Mer ail bracing and 4.Installation of truss Is the responelb5ty of the respective contractor. fasteners are complete and at no time should arty loads greater then 5.Design assumes trusses are to be wad In a non-corrosive environment, design bade be applied to any component, end ars for"dry condition"of use. TRANS ID: LINK b.Design assumes full bearing.1ell supports shown.Shim orwedge II EXPIRES: 12/3112016 5.CompuTrusw n s no control on and aswmss no responsibility for the neatsery. febrIcatlon.handling.'Moment and installation of components. 7.Design assumes adequate drainage Is provided. October 26 6.This design Is furnished subject to the IlmEatlons set forth by 8.Plates shell be located on both faces of truss,and placed so their center l ,20 1 5 TPI.WrCA In SCSI,copies of which wil be furnished upon request. Ines coincide with joint center lines. 9.Muck USA,Inc./CompuTrus Software 7.6.6(1L)-E to.FitIndicates orrbasicconnectorrplateIn Inches plate design sign values see ESR-1311,ESR.1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-30) 565 6-3=(0) 343 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-748) 139 6-4=(-30) 565 WEBS: 2x4 KDDF STAND 3-4=(-748) 139 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12^OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -116/ 734V -73/ 73H 5.50" 1.17 KDDF ( 625) 14'- 9.0" -116/ 733V 0/ OH 5.50" 1.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 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 CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 15'- 9.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 9.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.063" @ 3'- 11.0" Allowed = 0.498" MAX TC PANEL TL DEFL = 0.181" @ 10'- 10.1" Allowed = 0.747" MAX HORIZ. LL DEFL = 0.006" @ 14'- 3.5" MAX HORIZ. TL DEFL = 0.010" @ 14'- 3.5" 7-04-08 7-04-08 T T f 12 12 Design conforms to main windforce-resisting 6.00 C)M-4x4 Q 6 00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 4--72( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �� load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. m m o ir 1,,,, 1iiIIIIIII.111.' - , I ° I M-3x4 M-1.5x3 M-3x4 0 y y y 7-04-08 7-04-08 1-00 y 14-09 y 1-00 y ����9 P R Q�c�Ss �NGINEF"4 r0i, 89782PE -7_ • JOB NAME : POLYGON 3410-B - A2 ,.-,4! .. . Scale: 0.3895 11111, WARNINGS: GENERAL NOTES, unless otherwise noted: V p /�' �f 1.Builder and erection contractor should be advised of al General Notes 1.ThI■design Is based only upon the parameters shown and U for en Individual „�y174/(/ OREGON O). Truss: A2 end Warnings before contnatbn commences. building component.Appllobllnty of design parameters and proper IL��/-� 01" 2.2r4 compression web bracing mut be Installed where shown o. Incorporation of component la the roapontbNty of the bulding designer. C/ 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes IM tap and bottom chorda to d t latently braced al R f �, Is the responsibility of the erector.Addltlenal permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by �Li,� i� continuous sheathing such es plywood required yl(TC)and/or drywal(BC). p/1 U t ` DATE: 10/26/2015 the overall structure la the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where ehovm.. �'1 L� tiav SEQ.: K 14 8 7 2 3 8 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss la the responsibility of the respectNe contractor. fasteners are complete and at no time should any bads greater then 5.Deign assumes trusses aro to be used In a noncorrosive environment, T RAN S I D- LINK deign bads be applied to any component, and an for dry condition'et use. 5.CompuTrus has no control over and assumes no responsibility for the e.Deign assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication.handing,shipment and nntttallon of components. 7.Design assumes adequate drainage is provided. October 26 8.This design is funneled eub)ect to the limitations set forth by 8.Plates shall be baited on both/aces of tike,and placed so their center l U ,2015 TPIIW1CA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines, 9.MITek USA,Inc./Com Trus Software 7.6.6(1L E 10.ForbDigits Indicate connector eotet.platIn Inches.values Pu )• bate plate design values ase ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 6=(-132) 616 6- 3=(0) 244 2x6 KDDF #15BTR T2 SPACED 24.0" O.C. 2- 3=(-762) 310 6- 7=(-140) 605 BC: 2x4 KDDF #15BTR 3- 4=( 0) 0 WEBS: 2x4 KDDF STAND LOADING 3- 7=(-765) 268 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 5=(-329) 125 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ........ ...__ _= LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR 0'- 0.0" -158/ 735V -51/ 53H 5.50" 1.18 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 3.5" -437/ 879V 0/ OH 98.50" 1.41 KDDF ( 625) ______ ____ _= REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 6.0" -325/ 74V 0/ OH 98.50" 0.12 KDDF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.014" @ 7'- 4.5" Allowed = 0.692" MAX BC PANEL TL DEFL = -0.076" @ 3'- 11.0" Allowed = 0.446" REFER TO COMPUTRUS STANDARD MAX HORIZ. LL DEFL= 0.007" @ 14'- 8.4" GABLE END DETAIL FOR COMPLETE MAX HORIZ. TL DEFL = 0.011" @ 14'- 8.4" SPECIFICATIONS. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 11-03 11-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,r f f load duration factor=1.6, Truss designed for wind loads 7-04-08 3-10-08 11-03 in the plane of the truss only. T T 1' T 12 4 =M-4x4+ 12 6.00 17' 4 ©6.00 M-4x6 ' t T2 m 5 --+((r1 It I'M © MM . 6 o M-3x4 M-1.5x3 M-3x9 M-3x4+ o ��� PROpr M-3x4+ r C y 7-04-08 y 6-11 8-02-08 y �� Gt NP�` sr� i-ooy 22-06 i-ooy ,T �'� 89782PE r `low JOB NAME : POLYGON 3410-B - Bl Scale: 0.2612 (� I.,, OW WARNINGS: GENERAL NOTES, unless otherwiss noted: �j�-vREGON O�YJ e,r,. 1.Builder and erection contractor should be advised ofd General Notes 1.This design Is based only upon the parameters ehown and is for an Individual ��-v/V� ��( Truss: B1 and Warnings before construction commences. building component.Appllabllity of design parameters and proper R Y 1 _+ 2.aro compression web bracing must be Instilled where shown+. incorporation of component le the responsibility of the building designer. V 3.Additional temparsry bracing to insure stability during construction 2.Design assumes the lop and bosom chords to be laterally braced at MA U L t1, is aro responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.nape s ply unless braced throughout their length by /" `' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/26/2015 the over.,structure is the responsibility of the building de tgnsr• 3.Io Impact bridging or lateral bradng required where shown++ SEQ.: K1487239 4.No bad should be applied to any component until lifter al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater thanassumes trusses ere to be used In a noncorrosive environment. EXPIRES: 12/31/2016 and are for"dry condition"of use. T RAN 5 I D: LINK design bads be applied to any component.ss6.Design assumes lull bearing at e,supports shown.Shim or wedge If �+ 5.CompuTrus has no control over and'mums'no responsibility for the neceessry. October 26,20 1 5 hbrlcatlon,handling.shipment and kntabtbn of components. 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and pieced to their center TPWMCA In SCSI,copies of which MN be furnished upon request. lines coincide with joint center lines 9.MTek USA,Inc./CompuTrus Software 7.6.6 1L Z 0 ForDigb sic cooncate eco of plateplata Inches.values} 1 D.For baric connector design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF ##16BTR; LOAD DURATION INCREASE = 1.15 1-13=( -868) 361 1- 9=(-559) 1247 9- 3=( 0) 206 2x6 KDDF N16BTR Tl SPACED 24.0" O.C. 1- 3=(-1488) 562 9-10=(-560) 1245 3-10=(-404) 337 BC: 2x4 KDDF M16BTR 2- 4=( 0) 0 10-11=(-378) 1306 4-10=(-175) 550 WEBS: 2x4 KDDF STAND LOADING 3- 4=1-1069) 431 11- 6=(-376) 1309 10- 5=(-462) 123 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 5=(-1091) 479 5-11=( 0) 238 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1563) 484 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 7=( 0) 50 _____ ___ __= LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -488/ 291V -93/ 88H 143.50" 0.47 KDDF ( 625) 11'- 11.5" -73/ 700V 0/ OH 143.50" 1.12 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 34'- 0.0" -250/ 1069V 0/ OH 5.50" 1.71 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural vertical members (uon). (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REFER TO COMPUTRUS STANDARD MAX LL DEFL = 0.045" @ 22'- 9.0" Allowed = 1.079" GABLE END DETAIL FOR COMPLETE MAX TL CREEP DEFL = -0.088" @ 22'- 9.0" Allowed = 1.439" SPECIFICATIONS. MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.022" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.035" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 35-00 1-00 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 1' '1 load duration factor=1.6, 18-00 0-06-08 5-02-08 5-02-08 6-00-08 Truss designed for wind loads .l' ''f 1' j' ' in the plane of the truss only. 12 =M-4x4+ 12 6.00 2 Q 6.00 M-4x6 M-3x9+ II 4 M-5x6(5) v 0.25" m rn 0 0 O 7 . ��p PR��F O g l 0 11 +`6 0 I M-3x4 M-3x4 6.25, M-3x8 M-1.5x3 M-3x4 0l M-3x4+ M-5x6(S) SCI NG,�NE - cS'f 1 y i' y 1' y 17-04-12 5-04-04 5-04-04 5-10-12 --4., }7 1 34-00 /, 1 �` 89782PE r" ..�...,�!� -AMP' • . JOB NAME: POLYGON 3410-B - Cl ,.... corn Scale: 0.1727 WARNINGS: GENERAL NOTES, unless othenMse noted: l 174/ 9OREGON ©'` 4 1.Bolder and erection contractor contractorshouldbs edvlaed of all General Notes 1.This design Is based only upon the parameters shown and Is for art Individual '9,� ' A,Y 1`� l�,Q. Truss: C1 and Weaning'before construction commenae. building component.Applicability bility of design parameteand proper 2.2x4 compression web bredng must be Installed where shown*. Incorporation of component Is the responelbliry of the binding designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom dards to be laterally braced at P/� lithe responsibility of the.radon.Additional permanent bracing of 7 o.c.end el 16 o.c.respectively unless bread throughout their length by !'"1 U L continuous sheathing such as plywood sheathing(TC)end/or drywel(BC). DATE: 10/26/2015 the overall structure Is the rseponsibliry of the building designer. 3.2x Impact bridging or latent bradng required where Mown** SEQ.: K14 8 7 2 4 0 4.No bad should be applied to any component uMl ager al brewing and 4,installation of truss Is the responsibility of the respadNe contndor. fasteners are complete and at no lime should any bads greater than 5.Scalp assumes trusses are to be used Ina noncorrosive environment. and are for'dry andlton of use. EXPIRES: 12/31/2016 TRANS I D• LINK design loads be spoiled to any component, 5.CempuTnn has no control over and assum=e no responsibility for the 6.Design assumes full bearing et al supports shown.Shim or wedge If necessary. October26,2Q15 fabrication.handling,shipment and Installation of component.. 7.Design assumes adequate drainage is provided. 6.This design is furnished'object to the limitations set forth by 8.Plates shall be located on both face.of truss,and placed so their anter TPUWTCA In BCSI,copes of which wIN be furnished upon request. Ines coincide with)olnt center lines. 9.Digits Indicate size of pee In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6)1L)-Z 10.For basic connector plate design values we ESR-1311,ESR-1988(MITsk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2510) 513 10-11=(-254) 1794 10- 4-) -15) 446 WEBS: 2x4 KDDF STAND 3- 4=(-2275) 488 11-12=(-272) 1794 4-11=(-642) 235 LOADING 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 437 11- 6=(-642) 235 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2275) 488 6-12=( -15) 446 TOTAL LOAD = 42.0 PSF 7- 8=(-2510) 513 12- 7=(-253) 175 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. {SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -235/ 1542V -187/ 187H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.232" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL - 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 Design conforms to main windforce-resisting 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 system and components and cladding criteria. Wind: 140 mph, h-23.4ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 (7' Q 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 ¢,t. in the plane of the truss only. M-5x6(5) 0411% M-5x6(S) 3.1" 0.25" 0.25" M-1.5x3 +1 M-1.5x3 3 ,1/ rt r1 O O c t 1 ' . w 10 11 1 12 \ of M-4x4 M-3x4 0.25" M-3x4 =M-4x4 0l M-sx (s} y y POQ PRQFeu.oy y � y y �� NGIV� r 8-09-04 8-02-12 8-02-12 8-09-04 � 9g ,l � �1-00 34-00 1-00 Q :9782PE r JOB NAME : POLYGON 3410-B - C2 fr.✓w �� . Scale: 0.1727 WARNINGS: GENERAL NOTES, unless otherwfanoted: ' (I OREGON +(I, 1.Guider and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown end Is for an individual OREGON '• Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 15, 2.204 compression web Dndnp mud be installed where shown•, incorporation of component Is the responsibility of the building designer, .{ Q+� 2.Design assumes me top and bottom chords to be laterally braced at .17 6,4 R y y�. (1. ` 3.Additional temporary bracing to Insure stability during construction 7 o.c.end at 100.c.respectively unless braced throughout their length by T h is the responsibility of the erector.Addylonal permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywd(BC). /"' l a DATE: 10/26/2015 the overall structure Is the responsibility of the building designer, 3.2x Impact bridging or lateral bradng required where shown•• �!L� SEQ.: K 14 8 7 2 41 4.No bad should be applied to any component unti alter all bracing and 4,Installation of truss la the responsibility of the respective centredo, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ins noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for*dry condition"of use. 5.CompuTr s has no control over end assumes no responsibility for the 8.Design assumes full bearing d all supports shown.Shim or wedge If EXPIRES: 12/31/201 6 necessary. fabdcatbn.handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. V October Octo 'f G 6.This design le furnished subject to the limitations set forth by 8.Pates shall be located on both faces of truss,and placed so their center U L ,2015 TPIWTCA in SCSI,copies of which wit be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values sae ESR-1311,ESR-1980(MITek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-375) 2140 3-11=(-251) 174 16- 8=(-1198) 323 BC: 2x4 KDDF #165TR SPACED 24.0" O.C. 2- 3=(-2512) 511 11-12=(-254) 1794 11- 4=( -15) 459 8-17=( -219) 1392 WEBS: 2x4 KDDF STAND 3- 4=(-2280) 489 12-13=( -11) 71 4-12=(-644) 234 LOADING 4- 5=(-1619) 440 13-15=( 0) 0 12- 5=( -79) 498 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2217) 609 14-16=(-402) 2488 12-14=(-142) 1294 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2220) 502 16-17=(-721) 3679 5-14=(-312) 1082 TOTAL LOAD = 42.0 PSF 7- 8=(-2836) 547 17- 9=(-825) 4279 13-14=( 0) 64 OVERHANGS: 12.0" 12.0" 8- 9=(-4858) 942 14- 6=(-315) 210 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 14- 7=(-679) 153 7-16=( 0) 347 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1542V -188/ 18BH 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002^ @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.184" @ 21'- 9.5" Allowed = 1.654" MAX TL CREEP DEFL = -0.367" @ 21'- 9.5" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" 17-00 17-00 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 1' . f 6-00-055-05-13 5-07-09 4-07 4-08-04 4-10 2-09 MAX HORIZ. LL DEFL = 0.104" @ 33'- 6.5" / f 1 f ' f ' ' f MAX HORIZ. TL DEFL = 0.174" @ 33'- 6.5" 12 12 6.00 p I IM-6x6 " J 6.00 Design conforms to main windforce-resisting 6.0" 5 ,e7( system and components and cladding criteria. M-5x6(5) ,414114N Wind: 140 mph, h=23.4ft, TCDL=4.2,13CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), , 0.25" M-1.5x3 load duration factor=1.6, 4 M-5x6(5) Truss designed for wind loads 0.! in the plane of the truss only. 0.25" M-1.5x3 3/4, M-3x6 B 1 au M-3x8 , o o 11 12 13 15 o M-3x4 9 a' I -4x4 0.25" M-5x8 M-1.5x3 . M-5x8 oI M-5x6(S) M-5x8 3.75 D 12 y y y y )' y y y 1-00 8-08-06 21-10-0803-10 4-08-12 1-01-12 3-10 9-08 9-10 2-05-081-00 .c�Q`�O P R OFe n 061 ; ), y y <0 NG I N ESC /0 22-10-08 1-00 11-01-08 y � {(i .� 34-00 �` :9782PE ��' JOB NAME : POLYGON 3410-B - C3 Scale: 0.1602 ���r , WARNINGS: GENERAL NOTES, unless otherwise noted: ' K.e" <1) 1.Builder and erection contractor should be advised of a1 General Notes 1,This design Is based only upon the parameters shown and is for an Individual OREGON '., Truss: C 3 and Warnings before construction commences. buldirp component.Applicability of design parameters and proper 151 �///,. (ry0 ' ' 2.204 compression web bracing must be installed where shown o. Incorporation of component la the responsibility of the building designer. .d� V4 r V + 3.Additional temporary bracing to Insure stadlNy during construction 2.Design assumes the top and bottom dards to be Wordy braced sl 77 lI '�J �G. Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at fly o.c.respectively unless braced throughout their length by ` V continuous sheathing such as plywood sheathing(TC)and/or drywal(BC), pAUL /�I 't '� DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2c Impact bridging or lateral bracing required where shown++ A 1 J L SEQ.: K 14 8 7 2 4 2 4.No load should be applied to any component untl alter al bradng and 4.Installation of truss Is the responslbilly of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fill bearing at al supports shown.Shim or wedge IT EXPIRES: 12/31/2016 necesury. fabrication.handling,ehlpment and Installation of components. 7.Design assumes adequate drainage Is provided. October 26 8.This design is furnished subject to the limitations set forth by S.Plates shag s,be located on both faces of trusand placed so their center October V,2015 TPWVTCA in SCSI.copies of which wIN be furnished upon request. lines coincide with joint center lines. MITek USA,Inc./Com Trus Software 7.6.6 1L E to ForDigits Indicate ecce of plate In inches. vel PC ( )• 10,For basic connector plate design values sea ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 34'— 0.0" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 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=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 17-00 17-00 T , T 11-04-10 5-07-06 5-07-06 11-04-10 '( T f ' 1' 12 I IM-4x4 12 6.00 3 Q 6.00 400111111�E M-3x5(5) M-3x5(5) 11111111111 , rn 1111111111111... ' d 1 .w o M-3x5(S) o M-3x4 M-3x4 17-00 17-00 • �' S CoGAN C)/Q 1-00 34-00 ,�\ `y -00 0'�9: 89782PE c- JOB NAME : POLYGON 3410—B — C4 ._ ...00,'...00,'Scale: 0.2477 _ WARNINGS: GENERAL NOTES, unless otherwise noted: ' •.0 OREGON Truss: C 4 and Warnings before con10 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ,a 95)).'40'.struction commences. building component,Applicability of design parameters and proper ,!f 2.244 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. .Aq R y 15 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 77-1,, is the responsibility of the erector.Additional permanent bracing of 2'op.and al 10'o.c.re apectNely unless braced throughout their length by ir 1 continuous sheathing such as ptywood sheething(TC)and/or drywall(BC). p/t U L DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* I SEQ.: El4 8 7 2 4 3 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 ere complete and at no lime should any loads greater than 5.Design mistimes trusses are to be used In a non-corrosive environment. T RAN S I D• LINK design bads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7,Design Assumes adequate drainage is provided. October L�1GV 2O.t 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center i I TPI/WI-CA In BCSI,copies of which will be furnished upon request. Imes coincide with joint center lines. 9.Digits indicate sac of plate in Inches. MiTek USA.Inc.lCompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 13'— 6.5" 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 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=15ft, 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 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 6-09-04 6-09-04 T T 1' 12 12 6.00 17 IIM-4x4 Q 6.00 3 .111111111111111111111111111111111 2 4 of 1 / //////////////////////////////////M////////////////////////////J/////////////////////////////////// // 1 0 0 M-3x9 M-3x9 ). ,1 y y 1-00 13-06-08 •.D O� ���'�� rl ass mac... ANG N�ch' fpm c :9782PE �<' JOB NAME : POLYGON 3410-B - Dl • Scale: 0.5385 . , IN WARNINGS: GENERAL NOTES, unless otha /rwlaa noted: C / 1.Builder and erection contractor should be advleed of sl General Notes 1.This design le based only upon the parameters shown and Is for an Individual �A. 0 R EG ON e.,,,, Truss: D 1 and Warnings before construction commences. building component.Applicability of design parameters and proper I Vi, ci) �(_ 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component la the responsibility of the budding designer. �[1 C/A}ti a„ y G. V � 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and vett'bottu chords to be literally broad at 7 '1/�Y 1 J Is the responsibility of the erecta.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively plywoodly unless braced throughout their length by ir //�-y+ DATE: 10/26/2015 the overol structure h the responsibilitycontinuous sheathing such as sheathing(TC)and/or drywal(BC). A Li L of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 14 8 7 2 4 4 4.No load should be applied to any component until aye at bracing and 4.Instelatlon of truss lithe responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment T RAN S I D• LINK design bads be applied to any component. and are for"dry audition of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling.shipment end Installation of components. 7.Design assumes adequate drainage Is provided. October 2VVC 8.This design Is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of Irtusa,and placed so their center l IJ ,2015 TPYWTCA In BCSI,apples of which will be furnished upon request. gnaw coincide with Joint center lines. 9.Digits Indicate site of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plata design values we ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-27) 511 6-3=(0) 312 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-679) 129 6-4=(-27) 511 WEBS: 2x4 KDDF STAND 3-4=(-679) 129 LOADING 4-5=( 0) 50 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -87/ 683V -61/ 61H 5.50^ 1.09 KDDF ( 625) 13'- 6.5" -87/ 683V 0/ OH 5.50" 1.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 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 CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 14'- 6.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 14'- 6.5" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.037" @ 3'- 7.4^ Allowed = 0.453^ MAX TC PANEL TL DEFL = 0.105" @ 9'- 11.2" Allowed - 0.680" MAX HORIZ. LL DEFL = 0.005" @ 13'- 1.0" MAX HORIZ. TL DEFL = 0.008" @ 13'- 1.0" 6-09-04 6-09-04 T ' ' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 HM-4x4 Q 6.00 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 17 load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. I 1 2 6 5 O O M-3x4 M-1.5x3 M-3x4 0 y ), L 6-09-04 6-09-04 y 1-00 y 13-06-08 1-00 .C-t��5 ' D P R OF�ss GINE �."44` :9782 P E 9r JOB NAME : POLYGON 3410-B - D2 - .,.r► Scale: 0.4010 '110.7 NW WARNINGS: GENERAL NOTES, unless otherwise noted: (/ � �'1, 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and is for an Individual ,1► 1711/&• E G a N O Truss: D2 and Wamings before canetructbn commences. building component.Applicability of design parameters and proper Os,,,o�) C) ��` 2.2o4 compression web bracing mud be installed where shown 0. incorporation of component is the responsibility of the building designer. 7� 4 Y I� V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et R J Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and et 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood q fined nth(TC)andlor drywal(BC). PA I 1 t �l� DATE: 10/26/2015 the overall efructure is the responelblity of the binding designer, 3.21 Impact bridging or lateral bracing required where shown++ tJ i.. SEQ.: K14 8 7 2 4 5 4.No bad should be applied to any component untl after al bracing end 4.Installation of truss is the responsibOty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, n design loads be applied to any component. and are for"dry condition"of use. T RAN S D: LINK8.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necetssry fabrication,handling,shipment and Inslelelbn of components. 7.Design assumes adequate drainage Is provided. October 26 t O.This design Is furnished sub)ed to the limitations set forth by N.Plates shall be boated on both faces of tens,and placed ao their center r 20rJ TPINVTCA In SCSI,copies of which all be furnished upon request. Anse coincide with joint center lines. 9. hes. MiTekUSA,Inc./Com Trus Software7.6.61L E 0 ForbDigits indicateicn sizeofplateInign pD ( � 10. baric connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=)-63) 84 3-5=(-229) 205 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-)-146) 119 WEBS: 2x4 KDDF STAND 3-4=( -20) 9 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: 12.0" 0.0" 0'- 0.0" -73/ 419V -50/ 131H 5.50" 0.67 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 0.0" -41/ 302V 0/ OH 5.50" 0.48 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = -0.123" @ 3'- 4.5" Allowed = 0.422" MAX TC PANEL TL DEFL = -0.127" @ 3'- 4.5" Allowed = 0.633" 6-04-04 0-07-12 ` f I. MAX HORIZ. LL DEFL - 0.001" @ 6'- 4.3" l MAX HORIZ. TL DEFL = 0.001" @ 6'- 4.3" 12 6.00 17 M-1.5x3 4 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. tWind: 140 mph, h=20.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. r 0 r 0 in rn i o _ lai II 1.030 5 OELTIA 0 M-3x4 M-1.5x3 l ). y 6-04-04 0-07-12 y y 1-00 7-00 �� :9782PE 17_, JOB NAME : POLYGON 3410-B - D34„ ....ir, Scale: 0.5157 WARNINGS: GENERAL NOTES, unless otherwise noted: ,� V / 4, I.Binder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters sham and Is for an Individual 9j/_OREGON �'° Truss: D 3 and Warnings before constriction commences, building component.Applicability of design parameters and proper (J/', t 2.Dr4 compression web bradeg must be Installed where shown•. Incorporation of component Is the respomiblity of the building designer. �l y �iG 3.Additional temporary bracing to Insure stability during constriction 2.Design and it I I the top and bottom chords to W laterally braced et (�( J Is the responsibility of the erector.Additional permanent bradng or 2'o.c. al 10'o.c.rsuch as ly unless braced throughout their length by continuous sheathing such as plywood shesthing(TC)and/or drywsl(BC). p/1 1 1 1 �` DATE: 10/26/2015 the overall sfnrcture Is the responsibility of the building designer. 3.20 Impad bridging or lelersl bradng required where shown.. �7�,J!.. S E K 14 8 7 2 4 6 4.f b bM ad. old be applied to any component uMl after al bracing and 4.Installation of truss Is the reaponslbllty of the respective contractor. 4'' fasteners are complete and at no tkne should any loads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, design beds be applied to any component, and are for"dry condition"of use. TRANS ID: LINK 6.Design assumes full bearingatell supports shown Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus hes no control over and assumes no responsibility ler the necessary fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October 2C 2O 1 G e.This design is tumished sub)sd to the limitations set forth by 8.Plates chap be located on both faces of buss,and placed so their center October VV,L I J TPIM?CA In SCSI,copies of which Mt be fumlahed upon request. Anes coindde with Joint center lines. 9.Digits Indicets size of pieta In Inches. MITek USA,Inc./CompuTrua Software 7.6.7(1L)-E 10.For basic connector plats design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 5.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous ___i BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-01-04 0-03-12 T f T 12 4.00 v M-1.5x3 a —, 3 0 2 i a1 0 rt1IN 1 0 M-3x9 M-155x36 y l y 1-00 3-05 .\(('\'''' 0.0 PR Open 4..... �N�'I N 6 flop �" :9782 P E �1- JOB NAME : POLYGON 3 410-B - E 1 ,� -'�' Scale: 0.6603 / 4 NOW WARNINGS: GENERAL NOTES, unless otherwise rested: ,/ (...• 1.Builder and erection contractor should be advleed of all General Notes 1.This design is based onty upon the parameters shown and K for an individual A OREGON N. Truss: E1 and Warnings before construction commences, building component.Applicability of design parameters and proper '(► /, q5' 2.2x4 compression web bracing must be installed when shown«, incorporation of component Is the rosponstbillty of the building designer. ...‘7,S, A VA� G 3.Additional temporary bracing to Insure stability during construction 2 Design and at IS the top and bottom dards to d throughoutaterally braced at 7 "') J V_ is the responsibility of the erector.Additional permanent bracing of continuous ntc. at ci,such as ply unless braced(TC)and/or their al(B). �,� sheathing such as plywood shealhinp(TC)end/or drywel(BC). P/► t DATE: 10/26/2015 the overall structure is the responsibility of the bulling designer. 3.2x Impad bridging or lateral bracing required where shown... A U L SEQ.: K1487247 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. tastanan are complete and at no time should any bads greater titan 5.Design assumes tenses are to be used M a noncorrosive environment, design bads be applied to any component. and are for"dry condition"of use, TRANS I D: LINK 5.CompuTnu has no control over and assumes no responsibdey for the 8.Oesign assumes full bearing at al supports drown.shim or wedge If EXPIRES: 12/31/2016 neceswry. fabrication,handling,entpmsnt and installation of components. 7.Design assumes adequate drainage Is provided. October 26 8.This deign is famished subject to the limitations sat forth by 8.Plates shag be located on both faces of truss,and placed so their center ,2015 TPWVTCA In SCSI.copies of which will be furnished upon request. lines coincide with)obit center lines 9.Digits Indicate fixe of plate In Inches. MITek USA,Inc.ICompuTrus Software 7.6.7(1 L)-E 1o.For basic connector plats design values saw ESR-1311,ESR-1088(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-44) 19 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" -58/ 316V 0/ 42H 5.50" 0.51 KDDF ( 625) 3'- 2.2" 0/ 39V 0/ OH 5.50" 0.06 EDGE' ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.0" -36/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9.00 v ICOND. 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 2'- 0.1" Allowed = 0.179" MAX BC PANEL TL DEFL = -0.005" @ 1'- 8.5" Allowed = 0.143" MAX HORIZ. LL DEFL = -0.000" @ 3'- 9.3" MAX HORIZ. TL DEFL = -0.000" @ 3'- 4.3" 3 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, ir (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, O End vertical(s) are exposed to wind, , Truss designed for wind loads Iin the plane of the truss only. ul0 1 r"1 I _ - --:1 _ M-3x4 l y ,1 I 1-00 3-05 kROVIDE FULL BEARING;Jts_2,4,3 I �,��`!10 PR Q1 ,9 4. ,s`� �NGiN ,9 r< :9782PE 7... JOB NAME : POLYGON 3410-B - E2 .e► -�' Scale: 0.8868 / WARNINGS: GENERAL NOTES, unless otherwise noted: , Cr' / 40 1.Builder and erection contractor should be advised of a%General Notes 1.This design Is basad only upon the parameters shown and Is for an Individual a -v OREGON o'er Truss: E2 and Warnings before conetructbn commences. building component.Applicability of design parameters and proper y' Incorporation of component Is the responsibility of the building designer. 2.2x4 comprossion web bracing mud be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at '9��'�R Y 15 3.Additional temporary bracing to insure stability during construction 7 o.c.and et 10'c.c.respectiety unless braced throughout their length by Is the responsibility of the codon.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). p/�UL DATE: 10/26/2015 the overall cincture Is the responsibility of the building designer. 3.'bt Impact bridging or latera!bradng required where shown++ A i� SEQ.: K 14 8 7 2 4 8 4.No load should be applied to any component until after a%bracing and 4.Installation of truss Is the responelbilty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Deelgn assumes trusses are to be used In a non-corrosive environment, end are for"dry condition of use. TRANS I D: LINK design bads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling.shipment and Inetellatbn of components. 7.Design assumes adequate drainage is provided. OCtober rLf GVG 8.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center l U ,201J TPUIMCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines 9.Digits Indicate size of plate in Inches. Wel(USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values sae ESR-1311,ESR-1808(MITsk) Symbols Numbering System Li General Safety Notes PLATE LOCATION AND ORIENTATION 1 I 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. 1 (Drawings not to scale) Damage or Personal Injury MEEDimensions are in ft-in-sixteenths. I4 Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI. TOP CHORDS 01 „ 4 2. Truss bracing must be designed by an engineer.For "/16 wide truss spacing,individual lateral braces themselves itil W EBIllS may require bracing,or alternative Tor I E:_ O ,, p bracing should be considered. = O 3. Never exceed the design loading shown and never Ai = stack materials on inadequately braced trusses. U O� 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation,locate �— 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. 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,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 1 i� Indicated by symbol shown and/or SYP represents as specified. ■ bytext in the bracingIbsection of the by AWC in the values as published012 NDS SP represents ALSO approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. IIndicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekOO All Rights Reserved approval of an engineer. M=� reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NM ilai40 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: AIlSI/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. till is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, lire ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013