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Plans MST w‘9-OcI �L 11111*4 I�STh Fw PL14-431 „ a 23-15 Roseburg J1 9:31am FEB 06 2019 of CS Beam 4.11 26.1 kmBeamEngine 4.11 26.1 Materials Database 1516 CITY OF TIGARD tiuILDING DIVISION Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 II II 11 0 0 11 0 0 0 22 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# — 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1121# — 3 22' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 302#(189p1f) 78#(49p1f) 2 863#(539p10 259#(162p1f) 3 302#(189p1f) 78#(49p1f) Design spans 10' 9.375" 10' 9.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 863.# 2820.# 30% 4.53' Odd Spans D+L Negative Moment 1209.# 2820.# 42% 11' Total Load D+L Shear 561.# 1220.# 45% 11' Total Load D+L End Reaction 380.# 1151.# 32% 0' Odd Spans D+L Int.Reaction 1121.# 1775.# 63% 11' Total Load D+L TL Deflection 0.0899" 0.5391" L/999+ 16.93' Even Spans D+L LL Deflection 0.0764" 0.2695" L/999+ 5.07' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Copyright(C)2013 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the rnember,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVE RTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifcations. 503-858-9663 r ' t --F RECEIVED FEB 0 6 2019 CITY OF TIGARD MiTek BUILDING DIVISION MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-431_MAINOW Fax916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc. under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R43961818 thru R43961820 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ��4 D PRQp"Ss "7 " 8 2PE t9r N 2'p '*,, OREGON 2 �Uti c ©S A. Hece` EXPIRES:06/30/2015 March 5,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON / R43961818 PL14-431_MAINOW F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Mar 05 14:16:12 2015 Page 1 ID:brruHgUalglzWRo1 bXLiOcy8Kd9-brglCyzTm61hDD33zepRnexi9bHeDJ2c5RRhtozdwDH 1 1-0-0 I 0-pill 1-2-0 110-8-910-9-0110-9-010-9-0 110-3010-9.0 110-9-0 10-9-0 110-9-0 10-9-0 1 Scale=1:36.9 4x4= 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 3x6 FP= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 % a — `-ate!'- idkJalal* - - . »� \. ./,� \ / �\�\ io N ♦♦�•'•a• • ••••• .•♦♦•♦••••..•'••••• %•_♦_♦_♦� 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x6= 3x5= 3x6 FP= 3x5= 3x5= 3x5= 4x4= 3x5= 3x5= 3x5= 3x5= 3x6= 3x5= I 21-9-12 1 21-9-12 Plate Offsets(X.Y)— 11:Edge,0-1-8].[31:0-1-8.Edge].[32:0-1-8.Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 27 .... 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) -0.00 38-39 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(TL) 0.00 32 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing:38-39,37-38,27-28. REACTIONS. All bearings 21-9-12. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)30 except 39=-142(LC 6),32=-176(LC 7),31=-186(LC 6),26=-146(LC 7) Max Gray All reactions 250 lb or less at joint(s)39,32,31,38,37,35,34,33,26,26,27,28,29,30 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 10-34=251/234,10-33=-250/236,12-33=-281/275,15-30=-268/258,15-31=-265/256 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)This truss has been designed for a total drag load of 150 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-9-12 for 150.0 ptt. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 4,�" (} P R Q�Fsd' 2 87Q22PE vI 7 SAT OREG.N ri© �O 'P ‘it BER .1,� 0 �S q. HEVk\AP EXPIRES:06/30/2015 March 5,2015 4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.02/16/2015 BEFORE USE. -- Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the T (' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria:MB-8P and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 Citrus Hni5Ytc CA 956111 4 • Job Truss Truss Type Qty Ply POLYGON R43961819 PL14-431_MAINOW F02 FLOOR 15 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Mar 05 14:16:13 2015 Page 1 ID:bbrrruuHgUalglzWRo�1bXLiOcy8Kd9-31 EgQH_SXQtXgNeFWMKgKsUmp?RQygFmJ5AEPEzdwDG 1 1-0-0 1 - 11 1-2-0 II_'-£'_1 Scale=1:37.2 354= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 -e , o • o_ o_ o_ a o_ - o_ - 0 a k1 a.. m 29 \ / � / \ / \ / \ /\ /\ /\ / \ / N e• o_ o TSi e e -e e 0 0 0 36 35 34 33 32 31 30 29 28 27 26 25 24 3x4= 455= 3x5= 356 FP= 3x5- 3x5= 3x4= 3x4= 355= 3x5 = 455= 354= 1.5x3 SP= 3x5= 13-5-11 I 12-3-11 9-10-111 1 21-9-12 1 12-3-11 0-7-0 0-7-0 8-4-1 Plate Offsets(X.Y1- [28:0-1-8.Edgej.[29:0-1-8.Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.39 29-30 >671 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.61 29-30 >429 360 BCLL 0.0 Rep Stress lncr YES WB 0.49 Horz(TL) 0.09 24 n/a n/a BCD_ 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=795/0-6-12 (min.0-1-8),36=795/0-7-0 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1463/0,3-4=1463/0,4-5=2603/0,5-6=-2603/0,6-7=-3427/0,7-8=-3427/0, 8-9=-3932/0,9-10=-3932/0,10-11=4130/0,11-12=4130/0,12-13=3970/0, 13-14=3970/0,14-15=3970/0,15-16=3422/0,16-17=3422/0,17-18=-2605/0, 18-19=2605/0,19-20=2605/0,20-21=1463/0,21-22=1463/0 BOT CHORD 35-36=0/773,34-35=0/2071,33-34=0/3052,32-33=0/3052,31-32=0/3717,30-31=0/4070, 29-30=0/4084,28-29=0/3970,27-28=0/3720,26-27=0/3048,25-26=0/2072,24-25=0/773 WEBS 13-29=-117/292,1428=335/0,2-36=-1082/0,2-35=0/967,4-35=-850/0,4-34=0/745, 6-34=-630/0,6-32=0/525,8-32=406/0,8-31=0/301,12-29=-459/162,22-24=1082/0, 22-25=0/967,20-25=-852/0,20-26=0/747,17-26=-621/0,17-27=0/523,15-27=-444/0, 15-28=0/581 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be �(�tt3 PROp,- attached to walls at their outer ends or restrained by other means. 04, �� ` �� , LOAD CASE(S) Standard � p 870 2PE ...-7:-.(c,, OREGO / � A. Hes", �✓� 'Ak`.44. \ BER - S �r� EXPIRES:06/30/2015 March 5,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/15/2015 BEFORE USE. Design valid for use only v,ith Milek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility-of building designer-not truss designer.Bracing shown MII is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the !Ariel(' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding !Yd fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/tP11 Quality Cdteda,DSB-89 and BCSI Bu/ding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 ritnx Heights,CA clhAl0 T Job Truss Truss Type Qty Ply POLYGON R43961820 PL14-431_MAINOW F04 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Mar 05 14:16:14 2015 Page 1 ID:brruHgUalglzWRo1 bXLiOcy8Kd9-XDo2dd?klj?OSXCS43rvt30ydPs2hA7vYlwnxhzdwDF _ 2-2-11 I I 1-2-0 11 1-11-9 I 2-0-0 1 Scale=1:20.8 1.5x3 1I 3x4= 1.5x3 I I 3x4= 1.5x3 11 3x4= 1.5x3 II 1 2 3 4 5 6 7 - 6 O } O rV - o > e e''''' 12 11 10 9 3x4= 1.5x3 II 3x4= 3x5= 3x4= 1 2-5-11 13-x11 13-7-11 I 11-11-12 1 2-5-11 0-7-0 0-7-0 8-4-1 Plate Offsets(X.Y)— [2:0-1-8.Edge].[10:0-1-8.Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.12 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.19 9-10 >766 360 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1 BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. I WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=435/Mechanical,8=435/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-939/0,3-4=-939/0,45=1153/0,5-6=1153/0 BOT CHORD 11-12=0/939,10-11=0/939,9-10=0/1250,8-9=0/735 WEBS 2-12=1027/0,6-8=-823/0,6-9=0/469,4-10=393/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard , Q D P RQFFu"d' ` 87022PE r / cn - 1 - cv 7 .45)., OREGON n 4A/./ IS OSER .%OnOv A. HE EXPIRES:06/30/2015 March 5,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 11111 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown (' is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the p lvi R'Tel4+ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding i fabrication,quality control.storage,delivery.erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 i Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 /q s " Center plate on joint unless x,y I I 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Damage Failure to Follow Could Cause Property or Personal Injury offsets are indicated. '�� Dimensions are in ft-in-sixteenths. �� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. T 2. Truss bracing must be designed by an engineer.For 0 /16„ 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I ilailliElipp p bracing should be considered. 11=AI, 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 7-8 '-7 O- designer,erection supervisor,property owner and plates 0 'nG' 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that /4”, Indicated by symbol shown and/or specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. tiliii reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only.,, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal pir I 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MR leak ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate ' " Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 - ., % EIVED Fti 06 2019 CI7� of TIGARD BUILDING DIVISION MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-431_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R43673812 thru R43673813 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. "\<<-‘.�D PRapFSs Nc? 4NEE /per C 87022PE ��' n� p OREGON <tr BER �� O A. liv P EXPIRES:06/30/2015 January 23,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Y Job Truss Truss Type Qty Ply POLYGON R43673912 PL14-431_UPPER F01 FLOOR 16 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Jan 23 08:10:54 2015 Page 1 ID:brruHgUalglzWRolbXLiOcy8Kd9-tmpkcTjse3nLxSWUeYMJB OWgGuOWFuDTUCwjizsVhl l01--0-1 10-8-0 II 1-2-0 ID-10-6 11 1-0-0 I I 1-2-0 ii 1-1-6 11 1-0-0 11 1-2-0 11 1-2-8 1 1-2-0 1 Scale=1:37.3 3x4= 3x4 II 4x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 3x4- 3x4= 4x4= 4x5= 3x4 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 siN2_ • • N / \ /\ /•\ /\ /\ /\ O • o • o o. c. o e o o e la' 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6= 3x6 FP= 3x5= 355= 3x5- 3x4= 3x5= 456= 4x4= 356=- 455 4x5= 3x5= I 21-9-12 21-9-12 Plate Offsets(X.Y)- [1:Edge.0-1-8].[15:0-1-8.Edge],[17:0-1-8,Edge].[18:0-1-8.Edgej.[20:0-1-8.Edge],[25:0-1-8,Edge],[32:0-1-8.Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.41 31-32 >632 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.64 31-32 >405 360 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.08 24 n/a n/a BCDL 5.0 Code IBC2012TTP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 39=791/0-6-0 (min.0-1-8),24=791/0-6-0 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1285/0,3-4=1285/0,4-5=-2293/0,5-6=-2293/0,6-7=3076/0,7-8=3076/0, 8-9=-3076/0,9-10=3634/0,10-11=3634/0,11-12=3970/0,12-13=3970/0, 13-14=4053/0,14-15=4053/0,15-16=3956/0,16-17=3956/0,17-18=3519/0, 18-19=2939/0,19-20=-2939/0,20-21=2027/0;21-22=2027/0 BOT CHORD 38-39=0/696,37-38=0/1816,36-37=0/1816,35-36=0/2712,34-35=0/3382,33-34=0/3829; 32-33=0/4046,31-32=0/4053,30-31=0/4053,29-30=0/3519,28-29=0/3519,27-28=0/3519, 26-27=0/2027,25-26=0/2027,24-25=0/939 WEBS 17-29=-279/0,18-28=0/254,20-26=-419/0,21-25=-591/0,2-39=-1027/0,2-38=0/903, 4-38=-815/0,4-36=0/731,6-36=-643/0,6-35=0/559,9-35=-469/0,9-34=0/386, 11-34=300/0,17-30=0/706,15-30=-402/124,20-27=0/1265,18-27=-857/0, 22-24=1206/0,22-25=0/1407 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ��rj PR Ope- 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. \CD ``G,)NE-, /, LOAD CASE(S) Standard 29 870 2PE 7 1<'-0), °REGO r15 IJV -b OBER 1 Q °S A. HE�� EXPIRES:06/30/2015 January 23,2015 t aWARNB -Verify design yarstaeanand READ 50TES'05MIS AND IAiatlDEDSTIES REFEREt PAGE 511-1473 rex 1/29/2g1dBEFORE USE -- Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding FY,I full fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/I%1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights CA,95610 ff Southern Pinel tumble is specifier&the design vakees ere those effective 06/112/2023 brio-ALM r Job Truss Truss Type Qty Ply POLYGON R43673813 PL14-4312UPPER F02 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Jan 23 08:10:55 2015 Page 1 ID:brruHgUalglzWRo1 bXLiOcy8Kd9-LyN7ppkUONvCZc4hBFtYgCxjrgH?FCMMi8xTG8zsVhk 1 0-9.0 1 1 1-2-0 1 1 1-11-14 1 1 1-2-0 I I 2-2-14 I I 1-2-0 1 1 2-6-0 I Scale=1:20.2 3x4= 3x4= 1 2 3 3x4= 4 5 6 7 3x4= 8 v e e e o o e ® o 6 e ee 90 e 14 13 12 11 10 4011. 3x4= 3x4 = 3x4= 3x4= 4-11-14 1 1-0-0 1 1-7-0 1 2-2-0 1 4-3-64-1-14 1 5-6-14 8-0-12 1 8-7-12 1 9-2-12 1 11-11-12 1-0-0 0-7-0 0-7-0 2-1-6 0.1-0-7-0 0-7-0 021-3 2-4-8 0-7-0 0-7-0 2-9-0 Plate Offsets(X.Y)— [2:0-1-8,Edge].[3:0-1-8.Edgej.[6:0-1-8.Edge].[7:0-1-8.Edgej.j12:0-1-8.Edge].113:0-1-8.Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.13 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.21 11-12 >691 360 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=435/Mechanical,9=435/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=574/0,3-4=-1240/0,4-5=-1240/0,5-6=1240/0,6-7=996/0 BOT CHORD 15-16=0/574,14-15=0/574,13-14=0/574,12-13=0/1240,11-12=0/996,10-11=0/996,9-10=0/996 WEBS 2-15=0/315,2-16=893/0,3-13=0/750,6-12=0/349,7-9=1071/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard (� 9 870 2PE r r ert US >" tv '0. .4,/ REG• ry5 SIN' 'JAt ' 4QER \ A. He?" EXPIRES:06/30/2015 January 23,2015 t 5 a dfAR5150-Verify design parameters and READ NOTES ON THIS AND(NC iiDED MTIEN REFEREMl PAGE ME.P 7473 ma 2/29/2014 BEFORE USE �� Design valid for use only vrith Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. ' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the /� {, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MlieR fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Wit Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Squishtun PiineI tuerber is speca#red,the design values use those•effective 0,6/01f2O1.3 by ACS{ v Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 4-1 3/4' Center plate on joint unless x,y 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury rte= Dimensions are in ft-in-sixteenths. I.41k. Apply plates to both sides of truss .1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI. TOP CHORDS „ 2. Truss bracing must be designed by an engineer.For 0-1/1 6 4 wide truss spacing,Individual lateral braces themselves ilL111 WEBS may require bracing,or alternative Tor I bracing should be considered. F � O Oz 3. Never exceed the design loading shown and never O �� d stack materials on inadequately braced trusses. C7-8 c6-7 c5-s 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,ere supervisor,property owner and plates 0 'ngfrom 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 y protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/Or SYP represents values as published specified. �� bytext in thsection of the by AWC in the 200prNDS bracing SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. IMINEreaction section indicates joint ill ill 111 1111 number where bearings occur. pi 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. IIIIIIIIIIIIIIII 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI l: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. 0 or 1 i lei(8 BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 CEIVED FEB 0 6 2019 Mimre CITY OF TIGARD BUILDING DIVISION MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 40-D POLYGON 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: K2838840 thru K2838884 My license renewal date for the state of Oregon is December 31,2017. <(-�,`�� P R()Fes, 444 ` ' 89200PE p< OREGON <tr� ;'O `Jy 14,26 *- �R R 10-$ wow- February 10,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI TPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 14-03-08 HIP SETBACK 3-10-08 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR 14-03-08 GIRDER SUPPORTING 6-00-00 1- 2=( 0) 80 2- 8=(-278) 1054 8- 3=(-175) 798 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-1628) 482 8- 9=(-412) 1425 8- 4=(-533) 233 WEBS: 2x4 KDDF STAND 3- 4=(-1054) 364 9-10=(-412) 1425 9- 4=( -3) 369 LOADING 4- 5=(-1056) 365 10- 6=(-251) 1056 4-10=(-529) 231 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=(-1632) 483 10- 5=(-173) 795 BC LATERAL SUPPORT 0= 12"OC. VON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 10.5" V 6- 7=( 0) 80 TC UNIF LL( 73.4)+DL( 20.6)= 94.0 PLF 3'- 10.5" TO 10'- 5.0" V TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 10'- 5.0" TO 14'- 3.5" V NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 0.0)+DL( 29.4)= 29.4 PLF 0'- 0.0" TO 14'- 3.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 50.0)+DL( 34.0)= 84.0 PLF 0'- 0.0" TO 14'- 3.5" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -449/ 1597V -108/ 108H 5.50" 2.56 KDDF ( 625) TC CONC LL( 92.8)+DL( 26.0)= 118.8 LBS @ 3'- 10.5" 14'- 3.5" -450/ 1600V 0/ OH 5.50" 2.56 KDDF ( 625) OVERHANGS: 12.0" 12.0" TC CONC LL( 92.8)+DL( 26.0)= 118.8 LBS @ 10'- 5.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.023" @ 7'- 1.7" Allowed = 0.669" MAX TL DEFL = -0.040" @ 7'- 1.7" Allowed = 0.892" MAX LL DEFL = -0.002" @ 15'- 3.5" Allowed = 0.100" MAX TL DEFL = -0.003" @ 15'- 3.5" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS A 3-10-03 6-07-02 3-10-03 MAX HORIZ. LL DEFL = 0.008" @ 13'- 10.0" 1 ')' T f MAX HORIZ. TL DEFL = 0.013" @ 13'- 10.0" 3-10-03 3-03-09 3-05 ,f 3-08-12 T 4r118.80# T +718.809 T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-9x6 M-9x6 12.00 7 7]12.00 Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 M-3x8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �� \II load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. shis MIN rin o I - 8 9 10 - 1 M-3x4 M-3x4 M-1.5x3 M-3x6 M-3x4 l b )' 1 l 3-08-12 3-05 3-05 3-08-12 Q PR EF y 1-00 y 14-03-08 y 1-00 y c�c'<� G1NEF�, cS/ °- 89200PE v JOB NAME : 40-D POLYGON - Al -, Scale: 0.3785 411 Cr WARNINGS: GENERAL NOTES, unless othervdse noted: "9' OREGON fi- 1.Builder and erection contractor should be advised of all General Notes t.This design k based only upon the parameters shown and is for en Individual / I�i C 1.� I V N. A, TrussTruss: : Al and Warnings before construction commences. building component.Applicability or design paremeterq and proper 4'^ .4 A ��(� 2.204 compression web bracing must be In Walled where shown e. Incorporation of component h the responsibility of the building designer. 7 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at 1eY ♦*��c,Sy L' Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at Is o.c.respectively sty unless braced throughout their length by ��R R'L Yi DATE: 2/9/2017 the overall structure le the responsibility I the buildingtlea continuous sheathing such as plywood uheething(TC)and/or drywall(BC). p ty o designer. 3.20 Impact bridging or lateral bracing required where shown 0< SEQ.: K2 8 3 8 8 4 0 4.No load should be applied to any component until after all bracing and 4.Installation of was is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater then S.Design assumes trusses are to be used ins noncorroslve environment, TRANS ID' LINK design loads be applied to any component. and are for"dry condition-of use. 5.lompulrue has no mntrol over end seaunree no responsibilty fur me 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 necefabrication,handling, spry. ia shipmentct and itamn of components. 7.Design assumes adequate drainage to provided.an February 1 0,201 7 8.This design is furnished subject to the limitations set forth by S.Plates shag be located on both feces of truss,and placed w their center ). TPWVTCA in BIS',copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate eine of plate In inches. MiTek USA,Inc./Con uTrus Software 7.6.8(10-E E 7I For basic con splate design values see ESR-7311,ESR-7988(MITek) A This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RUDE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF #1&13TR SPACED 24.0" O.C. 2-3=(-71) 56 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" -44/ 292V -32/ 98H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -80/ 72V 0/ OH 1.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/245, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.072" MAX BC PANEL LL DEFL = 0.003" @ 1'- 9.9" Allowed = 0.148" MAX TC PANEL TL DEFL = 0.004" @ 1'- 4.4" Allowed = 0.220" 12 MAX BC PANEL TL DEFL = -0.002" @ 2'- 0.6" Allowed = 0.197" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. �/ Wind: 140 mph, h=19.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N f o �� =1"' • M-3x4 b b Jr 1-00 3-10-08 'PROVIDE FULL BEARING;Jts:2,3,9 I �� . `P R Qp f 89200PE <r". • • JOB NAME : 4 0-D POLYGON - AJ1 Scale: 0.6827 • WARNINGS: GENERAL NOTES, unless otherwise noted: /^�REG/'^h(vI f) • 1.Builder end 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-V I-1 G 5,..7471 Y W Truss: AJl and Warnings before construction commences. building component.Applicability of design parameters and proper �` 2.2a4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility a the building designer. ) 7 y^t 2.°)\ l" �� 3.Additional temporary bracing to Insure stability during construction 2 Desitin assumes the top and bottom chortle to be laterally braced at �.,/ A,a � I s4 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by jr,..,/i3, i DATE: 2/9/2017 the overall stmdure is the responsibility I the building deal continuous sheathing such as plywood aneathing(TC)andror drywall(BC). apona ty o g gner. 3.2a Impact bridging or lateral bracing required where shown i• SEQ.: K2 8 3 8 8 41 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, design loads be applied to any component and are for"dry condition•of use. TRANS ID: LINKB.Deal full bearingat suppods shown.Shim or if ry)�j�{ 5.CompuTrua has no control over and assumes no responsibility for the �Bassumasa ppo tieEXPIRES: -(!iJ d(/y('t�7 fabrkatIon,handling,shipment and installation of components. 7 Lll��ll�� II11 LL II?? I((J d(f lel T.Designaesassumes adequate drainage is rsseFebruary 10,2017 8.This design is furnished subject to the limitations set font by B.Plates shell be located on both faces of truss,and placed so their center TPWVTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MtTek USA,Ino./CompuTrua Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x9 KDDF 916BTR SPACED 24.0" O.C. 2-3=(-111) 97 TI LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. LION. 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" 1.2" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 329V -59/ 156H 5.50" 0.53 KDDF ( 625) 3'- 7.7" 0/ 98V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.5" -85/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" .--f MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.010" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.013" 12 MAX TC PANEL LL DEFL = 0.055" @ 2'- 4.6" Allowed = 0.326" MAX TC PANEL TL DEFL = 0.052" @ 2'- 4.6" Allowed = 0.489" 12.00 P ' SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 3'- 9.8" MAX HORIZ. TL DEFL = -0.001" @ 3'- 9.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, no (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=l.6, I c Truss designed for wind loads o in the plane of the truss only. c M /- O ,m p42 o M-3x4 1-00 3-10-08 0-01-03 ((��p �T�ga 0/.6- x;‹, }('^ (PROVIDE FULL BEARING;Jts:2,9,3 I \"�[,� PR 0/.6 n� �° �NG'N �� ©i ` ' 89200PE• I JOB NAME : 40-D POLYGON - AJ2 .- Scale: 0.5931 0/r+ 4 �� Cr WARNINGS: GENERAL NOTES, unless otherwise noted'. © • O fs 1 • 1.Builder end erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown end Is for an Individual !/ /j_ ON 1. f"`4/, Truss: AJ2 and Warnings before construction commences. building component.Applkabllity of design parameters and proper L�" ✓/ A \ 2.204 compression web braGng must be Instaped where shown+. Incorporation of component Is the responsibility of the building designer. '�© r' 1^'�Q` �4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braces at 1"t Is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.Sash as plywood unless braced throughout their length by �J j continuous sheathing such as plywood sheething(TC)and/or drywall(BC). R DATE: 2/9/2017 the overall structure is the respaneibtlity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K2838842 4.No load should be applied to any component until eller all bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-conosIve environment, TRANS ID• LINK design beds be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.shim or wedge If EXPIRES: 12/31/2017 negfabrication,handling,shipmentponen sna assumes ao teDeiatios cem is. T.Pla essadedonoth Page is provided. February 10,2017 S.This design Is lumlahed subject to the limitations set forth by S.Plates Mall be located on both faces of isles,and placed so melt canter TPL/VVICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. O.Digits indicate size of plate In Inches. MiTek USA,lno./CompuTnts Software 7.6,8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-11188(MITek) This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-281) 232 3-4=( -67) 32 TC LATERAL SUPPORT <= 12"01. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)051) 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -18/ 316V -90/ 223H 5.50" 0.51 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 93V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 9.8" -184/ 244V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -36/ 50V 0/ OH 1.50" 0.08 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF 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 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.016" @ 1'- 10.6" Allowed = 0.326" /111.-- 1 ) MAX TC PANEL TL DEFL = 0.014" @ 1'- 10.6" Allowed = 0.489" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, d, Truss designed for wind loads ti in the plane of the truss only. 0I rn /0 NO f0 1 J• b 1 le �� } PPQF�ScS' 1-00 3-10-08 2-01-03 (PROVIDE FULL BEARING:Jts:2,5,3,4 l `V\ `0IN �`©/j cw 89200PE ter' • JOB NAME : 40-D POLYGON - AJ3 . • "-r'" Scale: 0.4688 (� ""-I.-It- "- , WARNINGS: GENERAL NOTES, unless otherwise noted: 'S' OREGON "K✓ 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 /f OREGON'V L'a.�( Truss: AJ3 and Warnings before construction commences building component Applicability of design parameters and proper G yg7 \ •\ 2.2x4 compression web bracing must be instated where shown+. incorporation of component Is the responsibility of the building designer. f� '1 1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be IateraNy braced at 'g✓ �T_ !4 1 w is the responsibility of the erector.Additional permanent bracing of 2'contod.inuous and et 10 o.c.each a plywoodely unless braced throughout their length by s s �� VYv DATE: 2/9/2017 the cverelistructure isthe responsibility ofthe building tlesgnec continuousydgingngsuchasrequired ing(rshowsC) ordrywan(BC). """///L„ 3.2x Impact bridging or lateral bracing where shown++ SEQ. : K2838843 4.No bad should be applied to any component until eller all bracing and 4.Installation of truss Is the responsibility of the respecthre contractor. fasteners are complete end al no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK designlied to component.t and are for"dry condition'"of use. loads beepp 5.Com Trus has no control over and assumes no re 8.Design assumes futibearing atallsupponsshown.shim orwedge lf EXPIRES: 12/31/2017 pu responsibility ler the necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces oltrus5,and placed so their center TPIIWPCA in SCSI,copies of which Mil be furnished upon request. lines coincide with lolnt center lines. 9.Diglls indicate eke of plate In Inches. MTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-356) 297 3-9=) -99) 66 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -15/ 309V -106/ 257H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 41V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 9.8" -224/. 291V 0/ OH 1.50" 0.37 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 0.7" -67/ 92V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/1B0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.008" @ 2'- 0.1" Allowed = 0.326" I( MAX TC PANEL TL DEFL = -0.009" @ 2'- 0.1" Allowed = 0.489" �� SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.004" @ 6'- 11.9" MAX HORIZ. SI DEFL = -0.004" @ 6'- 11.9" 12 Design conforms to main windforce-resisting 12.00 system and components and cladding criteria. Wind: 190 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 Truss designed for wind loads in the plane of the truss only. A u A o I- M 7 u1 M-3x4 y 1-00 y 3-10-08 y 3-02-03 y .w�rj��NG ,(cets1p'. 'PROVIDE FULL BEARING;Jts:2,5,3,9 V . 1 8 A. `r- 89200PE c- JOB NAME : 40-D POLYGON - AJ4j / - --- ,,�.- -° Scale: 0.4168 ♦W elOf Cr WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON ,,,• 1.Builder end erection contractor should be ark/bed of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual ,}+ O I-1 C G O I V 'Yv/ Truss: AJ4 end Warningsbefore construction commences. building component.Applicability of parameters and G NN pp tyo nsi payoffproper °i 4 2.254 compression web bracing must be Installed where shown 5. incorporation of component Is the responsibility of the building designer. �/1 y^ \} 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chores to be laterally braced at '�,/ f V, _ Is the responsibility of the erector.Additional permanent bracing of T o.c.end at 70 o.c.rcepedWety unbss braced throughout their length by 11/1 - s 1 DATE: 2/9/2017 the overall structure Is the responsibility of building continuous sheathing such as plywood Maelhing(TC)antllor tlrywall(BC). p ty o g designer. 3.25 Impact bridging or lateral bracing required where shown•• SEQ.: K2 8 3 8 8 4 4 4.No bed should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the reapectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses era to be used in a non-corrosive environment, designloads be applied to en t and are for"dry condition"of use. TRANS ID: LINK 5.Coep Tushes ontrsloverandasaumasnore 6.Design assumes full bearing at all supports shown,chic or wedge it EXPIRES: 12/3112017 pu responsibility for the a . fabrication,handling,shipment and instenetion of components. I.Desscarygn assumes adequate drainage is provided. Febqruary IO,2O q 17 e.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so(heir center ` TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sits of plate in Inches. MTek USA,Inp./COmpUTfUb Software 7.6.8(1 L)-E /0.For bestc connector plate design values see ESR-7317,ESR-1868(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-68) 51 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSE 0'- 0.0" -61/ 302V -32/ 98H 5.50" 0.98 RODE ( 625) 1'- 9.2" -39/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -33/ 96V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.147" 1' '' MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.220" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 12.00 P7 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting -, system and components and cladding criteria. Wind: 190 mph, h=19.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. c cc O N m f o 1 N O o /4g11/1�1 I 4 -/ M-3x4 ), l b 1-00 2-00 IPROVIDE FULL BEARING:Jts:2,4,3 'S`c- O PROP `6' �c,„c, GtiN; g ✓�2 89200PE fir" JOB NAME : 40-D POLYGON - ASJ1 .. ' • Scale: 0.6827 ` ' • WARNINGS: GENERAL NOTES, unless otherwise noted: ©� OREGON G RI AN 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 lJfl G 4i tJ V Truss: AS Ji and Warnings before construction commences. building component.Applicability of design parameters and proper 1.5a4 compression web bracing must be installed where shown.. Incorporation of component is the responsibility of the building designer. A7k4 3.Additional temporary bracing to Insure atablliN during construction 2.Design assumes the top and bottom chords to be laterally braced at ,� '''t � is the responsibility of the erector.Additional permanent bracing of c•ntinc.and at ea10 hin. uch as ply unless braced(TC)an throughout their length).b . a.�R I I4 continuoussheathingor suchrlbacing e isheathing(TC)where shown rhl L DP.T E: 2/9/2017 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ SEQ.: K2 8 3 8 8 4 6 4.No load should be applied to any component until after all bracing and 5.Installation of truss is thhe are Po be u1 ed N ee respective espe olive etmvonrment, fasteners are complete and at no time should any loads greeter than Design assumes TRANS ID' LINK deeds loads be applied to any component. and are o,dry and uon'of use. 5.CompuTrus has no control over and assumes no responslbllBy for the 8.De sign asumes full bearing at all suppods shown.Shim or wedge if EXPIRES: 12/3112417 7 I fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and pieced so their center TPWOfCA In Boll,copies of which will be furnished upon request. lines coincide wtlh joint center lines. B.Digits indicate size of plate in inches. MiTek USA,InoiCompsTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see EBR-7311.ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 6-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #166TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 10-11=(-198) 1044 2-10=( -174) 187 7-14=(-1868) 257 BC: 2x6 KDDF #16BTR 2- 3=( -47) 123 11-12=(-203) 1542 10- 3=(-1868) 257 14- 8=( -174) 187 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1705) 378 12-13=(-203) 1542 3-11=( -45) 259 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1171) 303 13-14=( -98) 1044 11- 4=( -181) 901 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-1171) 303 11- 5=( -587) 131 BC LATERAL SUPPORT <= 12"00. UON. BC UNIF LL( 50.0)+DL( 54.0)- 104.0 PLF 0'- 0.0" TO 22'- 0.0" V 6- 7=(-1705) 378 12- 5=( -37) 505 7- 8=( -47) 123 5-13=( -587) 131 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8- 9=( O) 80 6-13=( -181) 901 NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 13- 7=( -45) 259 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 0'- 0.0" -367/ 1962V -201/ 201H 5.50" 3.14 KDDF ( 625) 22'- 0.0" -367/ 1962V 0/ OH 5.50" 3.14 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. j VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.041" @ 11'- 0.0" Allowed - 1.054" MAX TL DEFL = -0.071" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = -0.001" @ 23'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.013" @ 21'- 8.5" 5-11-11 10-00-10 5-11-11 MAX HORIZ. TL DEFL = 0.022" @ 21'- 8.5" ` I ' f 1 2-09-14 3-01-13 5-00-05 5-00-05 3-01-13 2-09-14 Design conforms to main windforce-resisting T ' f . f 1 f system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCUL=6.0, ASCE 7-10, 12.00 7 M-4x6 M-3x8 M-4x6 .N12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=1.6, End vertical(s) are exposed to wind, jii0 r A* Truss designed for wind loads in the plane of the truss only. M-3x4 ill M-3x4 M-1.5x3 M-1.5x3 2J M r y �M O O i f , 10 -- 11 12 13 .--'14 �ti M- 3x5 M-3x8 0.25" M-3x8 M-3x5 M-7x8(S) y 5-08-08 y 5-03-08 b 5-03-08 y 5-08-08 y �� G,p -z., /© i-00 22-00 i-00 �� C 89200PE 17_, JOB NAME : 40-D POLYGON - B1 4/P„ooty.L.,...,...Z.----....•Scale: 0.2425 i IP WARNINGS: GENERAL NOTES, unlessothenolae noted: OREGON "'./ 1.Builder end erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown end is br an individual / VV��ll ��VV y+ `Ty( Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters end proper (+ A V /� 2.204 compression web bracing must be Installed where shown+. IncorpoMbn of component Is the responsibility of the building designer. ,,�y \ = 3.Addillonal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at �L./ 14,Alfr �0 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at gi o.c.lateral rai bracing unless braced throughout their length by ' 'R R 11..L DATE: 2/9/2017 the overall structure is the responsibility of building dee continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '��'''///!� apone ty o g igner. 3.2a Impact bridging or lateral bracing required where shown++ SEQ.: K2 8 3 8 8 4 7 4.No bad should be applied to any component until eller all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 8.Design assumes trusses are to be used In a noncorrosive environment, design bads be applied to any component. and are for^dry condition.of use. TRANS I D: LINK 8.Design assumes No bearing at alt supports shown.Shim or wedge if 8.ComWTrushasnocontrotoverandassumesnoresponalbimybnhe necessary. EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 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 February 10,2017 TPW'ICA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits IMbate size o/plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6,8(1 L)-E 70.For basic connector plate design values see ESR-1317.ESR-1988(Weft) This design prepared from computer input by PACIFIC LUMBER-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - PC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 10-11=(-96) 677 2-10=(-186) 208 13- 8=(-186) 208 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=( -63) 159 11-12=(-71) 629 10- 3=(-985) 192 WEBS: 2x9 KDDF STAND 3- 4=(-834) 324 12-13=(-96) 563 3-11=(-180) 207 LOADING 4- 5=(-527) 293 11- 9=(-131) 340 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-527) 293 11- 5=(-167) 91 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-B39) 329 5-12=(-167) 91 TOTAL LOAD = 92.0 PSF 7- 8=( -63) 159 6-12=1-131) 390 8- 9=) 0) 80 12- 7=(-180) 207 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7-13=(-9B5) 192 ALL FLAT TOP CHORD AREAS NOT SHEATHED 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 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -155/ 1038V -255/ 255H 5.50" 1.66 KDDF ( 625) 22'- 0.0" -155/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 7-11-11 6-00-10 7_11-11 VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 1 f ,r MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 3-09-14 4-01-13 3-00-05 3-00-05 4-01-13 3-09-14 MAX LL DEFL = -0.020" @ 11'- 0.0" Allowed = 1.059" T 1' ' 1' 1' 1' '1' MAX TL DEFL = -0.033" @ 11'- 0.0" Allowed = 1.406" 12 12 MAX LL DEFL = -0.001" @ 23'- 0.0" Allowed = 0.100" M-4x6 M-4x6 MAX TL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.133" 12.00 7 M-3x4 N12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 5 �D oa ikt. MAX HORIZ. LL DEFL = 0.011" @ 21'- 8.5" MAX HORIZ. TL DEFL = 0.017" @ 21'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=23ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x9 ::: x9End vertical(s) are exposed to wind, Truss designed for wind loads Jaiin the plane of the truss only. � M-1.5x3 7 -1.5x3 2 M -/M oiii o i M o M vem � pd/ e�� ee O 10''''. 11 12' 0.13 -/4 M-3x4 M-3x8 M-3x5(9) M-3x8 M-3x4 b b b y 7-08-08 6-07 7-08-08 y 10 0o i' lz oo J• �� PROF SIS ), y ), y ��ra oC 1d/ <p� 1-00 22-00 1-00 89200PE �u JOB NAME : 40-D POLYGON - B2 -4411P/ ; Scale: 0.2550 WARNINGS: GENERAL NOTES, unless otherwise 1OREGON 4. Truss B2 1.Builder and erection contractor should be advised of all General Notes f.This design is based only upon the parametersesignshown and is tor an Individual OREGON fi • and Warnings before construction commences. building component.Applicability of design parameters and proper x Vc + 2.2:4 compression web bracing must be Installed where shown e. incorporation of component is the responsibility of the building designer. /jA }/ y 4 t n ` '"#.. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be latera Ay braced at "S,/ �s � 1 L {{{ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at ea o.c, as sly plywood unless braced throughout their length by • fl/{ � IO- DATE: 2/9/2017 the overall structure k the reaponsbiEy of the building designer. continuous sheathing such as plywood aheethine(TC)and/or drywall(BC). 1 3.2a Impact bridging or lateral braGng required Where shown Co SEQ.: K2838 8 4 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, designloads beapplied to an t and are for"dry condition"ot use. TRANS I D: LINK 5.Com True has no control over and assumes no re 6.Design assumes full bearing et ail supporta shown.Shim or wedge if EXPIRES: / R([ r))ry(/20 pu responsibility for the sorryL(X CE�c?? LlJ1I fabrication,handling,shipment and installation of components. 7.necessary. esign assumes adequate drainage is provided. February 10,2017 6.This design is furnished subject to the limitations set bib by B.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in BENI,copies of which Wil be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Ino./CofnpuTfus Software 7.6.8(1 L)-E 10.For basic connector pate design values see ESR.l3t I,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/C(4=1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 12-13=1-121) 684 2-12=1-186) 208 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -63) 159 13-14=1 -71) 628 12- 3=(-985) 283 WEBS: 2x4 KDDF STAND 3- 4=(-834) 404 14-15=1-130) 563 3-13=(-164) 168 LOADING 4- 5=1 0) 0 13- 4=1-151) 351 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-533) 343 13- 6=1-179) 124 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-533) 343 6-14=1-179) 124 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-14=1-151) 350 8- 9=(-834) 404 14- 9=1-164) 168 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1 -63) 159 9-15=(-985) 283 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 0) 80 15-10=1-186) 208 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -229/ 1038V -258/ 258H 5.50" 1.66 ROOF ( 625) 9-11-11 2-00-10 9-11-11 22'- 0.0" -229/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) 1' 1' 1' 3-09-14 4-00-06 1,2-01-07 4. 1 .00-Q5 4-00-06 . 3-09-14 T 11 F'nNP. 2. nevtgn rherkrA fnr net1-5 pet) uplift at 74 'nr craning. 1 1-00-05 2-01-07 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8-00 $-00 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" T--- f f f MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.020" @ 11'- 0.0" Allowed = 1.054" 12 12 MAX TL DEFL = -0.033" @ 11'- 0.0" Allowed = 1.406" 12.00 12.00 MAX LL DEFL = -0.001" @ 23'- 0.0" Allowed = 0.100" 11111x6 MAX TL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.133" M-4x6 SEASONED LUMBER IN DRY SERVICE CONDITIONS 111 II M-3x4 •• p MAX HORIZ. LL DEFL = 0.011" @ 21'- 8.5" 4` MAX HORIZ. TL DEFL = 0.017" @ 21'- 8.5" Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24ft, TT:16 :EO: SCE7ghts), EncMWF (Dation facttical(s) ar ,e117A11\1 pruss only. Nissi M-1.5x3 M-1.5x3 II ■J M l/ , f in rm y 12-� 13 14 ...-15 ,� M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 y 7-08-08 y 6-07 y 7-08-08 y 4 ..'''�0 PR QF Ss ; k J' c:f�Co �NG1 Ne-. /O 10-00 12-00 w , i-oo 22-00 i-oo 89200PE JOB NAME : 40-D POLYGON - B3 '0 • O ' Scale: 0.2300 -ya �OREGON �s� "'k! WARNINGS: GENERAL NOTES, unleesomerwise noted: 2,.,. -/ x Yy /y 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 I/� ) y \ -`_.. Truss: B3 end Warnings before construction commences. building component Applicability of design parameters and proper 4/ I y�O - 2.2a4 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabllly dares construction 2.Design assumes the lop and bottom chords to be laterally braced at C'}A I l Is the responsibility of the erector.Addllbnel permanent bracing of 2'o.c.and at ea0.o.c.respectively unless braced throughout their length by ('�1-1 L DATE: 2/10/2017 the overall structure is the responsibility f the buildingdesigner. Impactcontinuousahginglogatehesac plywood required where and/or drywell(8C). P ty o 9rrer. 3.2e Impact bridging or lateral bracing shown v v SEQ. : K2 8 3 8 8 4 9 4.No load should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contrector. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in -n a nenarrosIve environment, EXPIRES: 17/31/7017 TRANS ID: LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTmshas nocontrol over and assumes noresponsibilityfor the 8.DeFebruary February 10,2017 fabrication,handling,shipment and Installation of components. ry d. 6.This designIs furnished subject to the limitations set fodh by7.Platen halassumes adequate tendrainage e to gross, 1r8.Plates ncbe with join on both/aces of truss,and placed so their center TPINVlCA in SCSI,copies of which will be furnished upon request lines coincide wkh joint center lines. 9.Digits Indicate sae of plata In Inches. MTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-f 311,ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC . LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 - TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 36 2- 8=(-1367) 9587 8- 3=( -109) 763 2x6 KDDF #1&BTR T2 2- 3=(-9667) 1989 6- 9=(-2227) 6505 8- 9=(-1989) 891 BC: 206 KDDF #1&BTR LOADING 3- 9=(-9587) 1926 9-10=(-2227) 6505 9- 9=( 0) 318 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-9587) 1926 10- 6=(-1367) 9587 4-10=(-1989) 891 TO UNIF LL( 50.0)+01,( 14.0)= 69.0 PLF 0`- 0.0" TO 6'- 0.0" V 5- 6=(-9867) 1989 10- 5=( -109) 763 TC LATERAL SUPPORT <= 12"OC. UON. TO UNIF LL( 100.0)+OL( 28.0)= 128.0 PLF 6`- 0.0" TO 16'- 0.0" V 6- 7=( 0) 36 BC LATERAL SUPPORT <= 12"OC. UON. TO UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 16'- 0.0" TO 22'- 0.0" V BC UNIF LL( 0.0)+DL( 90.0)= 90.0 PLF 0'- 0.0" TO 22'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"OC UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 16'- 0.0" 0'- 0.0" -999/ 1898V -29/ 29H 5.50" 3.09 KDDF ( 625) 22'- 0.0" -999/ 1898V 0/ OH 5.50" 3.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "Inc spacing. wris BOTTOM CHORD CHECKED FOR DSPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 miiii AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.307" @ 11'- 0.0" Allowed = 1.054" MAX TL DEFL = -0.509" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" !� SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.056" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.096" @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 5-11-11 10-00-10 5-11-11 in the plane of the truss only. T T T 1' 5-11-11 5-00-05 5-00-05 5-11-11 T 43200 1' 4320# T 12 12 4.00 17 3 9.00 M-4x12 M-4x12 M-4x10 414* T2 mas N 2 _ _ 6 u m 1 �� o = 8 9 10 _ 0 M-3x10 M-3x8 0.25" M-3x8 M-3x10 0 M18HS-7x14(5) f J, 5-03-12 y 5-08-04 y 5-08-04 y 5-03-12 y {G*�^� PR Ore„. J, i, y y �Ga NG1N4 /p 1-00 22-00 1-00 �� ?„ 89200PE JOB NAME : 40-D POLYGON - C1 �. :,: . Scale: 0.3050 `11�.: , WARNINGS: GENERAL NOTES, unless otherwise noted: 4,1 OREGON t(/� 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 Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x9 cempressbn web bracing must be installed where shown 5. Incorporation of component is the responsibility of the building designer. 4 3.Additional temporary bracing to Insure stability during conatrucibn 2.Design assumes the top and bottom chords to be laterally braced at -T 1�O is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by •Vi Fi'R IL` DATE: 2/9/2017 the overall structure Is the responsibility of building deal continuous t sheathing Slater l b acinplywg red aired w g(TC)andlor drywell(Bc). T.+ p ry o g goer. 3.2x Impact britlging or lateral bracing required where shown++ SEQ.: K2838852 4.No load should be applied to any component until after all bracing and 4.Installation of wiN5Ehh80spooebull�ef the teespectN51entator.environment, fasteners are complete and at no time should any mads greater than gn asssumea design mads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK S.CompuTms has no control over end assumes no raspona bllfty for the 6.Design assumes full bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. 7.Designsissumes adequate drainage is provided. February .10`2Ps01 EXPIRES: (((01 C l l 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I L TPUW1CA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTms Software 7.6.8(1 L)-E 10.For basic connector plate design values we ESR-1311,ESR-1988(MITA) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-10=1-476) 1683 3-10=(-115) 158 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2055) 553 10-11=(-434) 1947 10- 4=) -25) 323 WEBS: 2x4 KDDF STAND 3- 4=(-1885) 447 11- 8=(-498) 1883 10- 5=(-229) 147 LOADING 4- 5=(-1756) 445 5-11=1-229) 147 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1-1756) 445 6-11=( -25) 323 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1-1885) 447 11- 7=(-115) 158 TOTAL LOAD= 42.0 PSF 7- 8=(-2055) 553 8- 9=( 0) 36 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 0'- 0.0" -115/ 1036V -34/ 34H 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 22'- 0.0" -115/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.098" @ 11'- 0.0" Allowed = 1.054" MAX TL DEFL = -0.162" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.031" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.051" @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. • Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-11-11 6-00-10 7-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f 1' '1' load duration factor=1.6, 4-00-08 3-11-03 3-00-05 3-05-04 3-06-04 4-00-08 Truss designed for wind loads f f f f f f f in the plane of the truss only. 12 12 4.00 M-4x6 M-9x6 II 4.00 M-3x4 M-1.5x3 1� 1144114‘' M-1.5x3 Lr, I I °PI N ,-1 I mmommilmmmilimmommimmmw 2 10 11 =8 o . M-3x4 M-3x8 M-3x5(5) M-3x8 M-3x4 10 1 )' , 1 7-05 7-02 7-05 car D 1 10-00 1 1 ,,\12-00 4 s?,...0 pe061 1-soy 22- 00 11-001 �C t4 qi 89200PE Jr.. JOB NAME : 40-D POLYGON - C2 „� /:0! Scale: 0.2800 ` '-a- g+ . 111111101a 40 WARNINGS: OENERALNOTEB, unlassotherwlseimted' 7 OREGON 1`( ^. 1.Builder and erection contractor should be advised eta General Notes 1.This design Is based only upon the parameters shown and is for an Individual OREGO% N i V �. „f Truss: C2 and Warnings before mnattucllon commences. building component.Applicability of design parameters and proper A 2.244 compression web bracing must be Installed where shown v. Incorporation of component is the responsibility of the building designer. /ev1 y 4 1P` �"'i- • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the fop and bottom chords to be laterally braced at 'e✓ 1 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at IV o.c,respectively unless braced throughout their length by i=, DATE: 2/9/2017 the overall structure is Me responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). /11,62x .rR ILA- 3. 1mpact bridging or lateral bracing required where shown 4 4 SEQ.: K2838853 4.No bed should be applied to any component until after ail bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater then 5.Design assumes trusses are to be used In a noncorrosive environment, design loads be aI dto an 1 endue for"dry condition"of use. _ 5.Com TRANS ID: LINK npcoentrolove 6.Design assumes full bearing at all supports shown.Shlmorwedge if EXPIRES: 12/31/2017 pitTmehas noand for the necespry, L� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. Feb .1ruary IO,2O.1 17 8.The design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,end placed so their center TPI1 TCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16875 LOAD DURATION INCREASE = 1.15 1- 2=1 0) 36 2-12=(-635) 1883 3-12=1-115) 151 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2055) 739 12-13=(-722) 1997 12- 9=( -56) 323 WEBS: 2x9 KDDF STAND 3- 9=1-1885) 668 13-10=(-665) 1883 12- 6=1-229) 225 LOADING 9- 5=( 0) 0 6-13=(-229) 225 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 6=(-1756) 652 8-13=1 -56) 323 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1756) 652 13- 9=(-115) 151 TOTAL LOAD = 92.0 PSF 7- 8=( 0) 0 8- 9=(-1885) 668 NOTE: 2x9 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2055) 733 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 0) 36 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR SOPS£ LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -171/ 1038V -34/ 34H 5.50" 1.66 KDDF ( 625) 22'- 0.0" -171/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) k'ntan 2. n=5100 ,her-ked for net(-5 oaf) uplift at 24 "oc spacing VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.098" @ 11'- 0.0" Allowed = 1.059" MAX TL DEFL = -0.162" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 23'- 0.0" Allowed= 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.031" @ 21'- 6.5" 9-11-11 2-00-10 9-11-11 MAX HORIZ. TL DEFL = 0.051" @ 21'- 6.5" '1 1' 1' 4-00-08 3-06-04 2-04-15 1_00-015 , 2-04-15 , 3-06-04 4-00-06 Design conforms to main windforce-resisting 1 system and components and cladding criteria. 1-00-05 Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 8-00 8-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T - - - load duration factor=1.6, 12 Truss designed for wind loads 12 4.00 7 9.00 in the plane of the truss only. M-4x6 4x6 M-3x4 M-1.5x3 M-1.5x3 in Lo • 2 s 12 13 1, o M-3x4 M-3x6 M-3x5(S) M-3x6 M-3x4 o )' 7-05 y 7-02 ), 7-05 k .D PRop s y to 00 12-00 y �� iN�j1NE , �- J' )' )' ), t0✓ 1-00 22-00 1-00 ' 89200PE �r JOB NAME : 40-D POLYGON - C3 le /,- Scale: 0.2675 7 OREGON '�J . WARNINGS: GENERAL NOTES, unless otherwise noted: / 4- Ah t,5 I.Builder end erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown end is for an Individual f� \tr I� Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 4J 141 O 1' ].34 compression web bracing must be installed where shown 4. Incorporation of component Is the responsibility of the building designer. . 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be lateralty braced al R R I L�- Ie the responsibility of the erector.Additional permanent bracing of continuous o.c.and at 1P o.c.respectively unless braced throughout their length by DATE: 2/10/2017 the overall structure is the re ibill f the buildin desl 5IctsheathinginowehaeMcng re uirednere shw) roodrywen(Bc). aeons N o g goer. 3.2a impact brltleing or lateral bracing required where shown. SEQ. : K2 8 3 8 8 5 4 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respeotNe contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, EXPIRES: 12/31/2017 r7/31/ry({.{`7 TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. L1J 3I G111! 5.camparrus has no control over and assumes no responsibility forma 5.Deescelg�asepmee NII beadne al aw supports shown.Shim Sr wedge if February 10,2017 fabrication,handling,shipment and installation of components. 7 7.Design assumes adequate drainage Is russed. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on bottf h feces of truss,and placed so their center TPIIWfCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MITek USA,1nc.ICompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2- 8=(-385) 1863 3- B=(-352) 214 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2033) 462 8- 9=(-200) 1249 8- 4=( -93) 563 WEBS: 2x4 KDDF STAND 3- 4=(-1782) 395 9- 6=(-404) 1863 4- 9=( -92) 563 LOADING 4- 5=(-1782) 395 9- 5=(-352) 214 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6=(-2033) 462 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 36 TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -117/ 1038V -48/ 48H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 22'- 0.0" -117/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.083" @ 14'- 4.7" Allowed = 1.054" MAX TL DEFL = -0.139" @ 14'- 4.7" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.027" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.045" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. f ' f Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-10-14 5-01-02 5-01-02 5-10-14 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f - - f T -.f load duration factor=l.6, 12 12 Truss designed for wind loads 4.00 1' M-4X6 d 4.00 in the plane of the truss only. 4.0" 4 T--,( 0� M-1.5x3 A M-1.5x3 3 5 411b1111111111111111111.1111..-.-' N N r%1 l 10 0- 7 dr, 2 - 8 9 -6 0 0 M-3x4 M- 3x4 M-3x5(5) M-3x4 M-3x4 0 )• y ), l 7-07-04 6-09-08 7-07-04 �. /1 > y 12 00 y 10-00 y y ,Co G N S<0 1-00 22-00 1-00 V "0-„� `t 89200PE 1- JOB NAME : 40-D POLYGON - C4 "1111 , ,,,.. --."''' Scale: 0.2800 W Cr ( /� I.Builder O. hRAeNOTsb, unless otherwiseteramala: "7 %OREGON ��,/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual �.. Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper y} nN 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. -T ^ V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at �� 14,1 - Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unkas brand throughout their length by 11/1r+R R 10t DATE: 2/9/2017 the overall structure is the res IbiA f the building tlesl continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). 4t Y poo. ty o g gner. 3.2a Impact bridging or lateral bracing required where shown++ SEQ.: K2 8 3 8 8 5 5 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time Mould any loads greeter than 8.Design assumes busses are to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and ere for"dry condition"of use. S CompuTrus has no control over and assumes no responsibility forma e 8.Design assumes full',mann at ell supports shown.Shim or wedge if EXPIRES: 12/31/2017 ry. fabrication,handling,shipment andlnetaAatbn of components. T.Design assumes adequate drainage is provided. February 10,2017 • 8.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPI!WTIA in SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 8.Digits indicate size of plate in inches. Mak USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see EOR-1311,EBR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 - TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-31) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. 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" -55/ 297V 0/ 28H 5.50" 0.97 KDDF ( 625) • 1'- 10.9" -69/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.06 KDDF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.072" MAX TC PANEL TL DEFL = -0.002" @ 1'- 1.5" Allowed = 0.109" '( 1' MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.236" MAX BC PANEL TL DEFL = -0.013" @ 3'- 3.B" Allowed = 0.315" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=l5ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 -{ f, 1 , N , .- 1 1 - - O M p 1 2 ^4 I M-3x9 .6 ). b 1-00 'PROVIDE FULL BEARING:Jts:2,3,91 6-00 A' ,skEO PR 0E4., Ct 89200PE Vic" JOB NAME : 40-D POLYGON - CJ1 Scale: 0.7156 1,--10.. ' /, Cr.� WARNINGS: GENERAL NOTES, unless otherwise noted. -3T OREGON N /' 1.Builder and erection contractor should be advised of all General Notes 7 This design is based only upon the parameters shown and Is for an Indyldual ,r .1./1-1 l�L:7471 V t. 1.,, ' Truss: CJ1 and Warnings before construction commences. building component Applicability of design parameters and proper y} A (vk 2.2s4 compression web bracing must be installed where shown•. Incorporation of component Is the responsibility of the building designer. "�J^1 `7 y A}20` "�'+ 3.Addflonal temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chortle to be laterally braced at �/ 1 W Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 70'o.c.reepectivety unless braced throughout their length by iii R R t LA- DATE: 2/9/2017 the overall structure la the res I611i of bu6di tleal continuous sheathing such as ptyweod sheathing(TC)and/or drywall(BC). G4 pons ty o g designer. 3.2s Impact bridging or lateral bracing required where shown++ SEQ.: K2 8 3 8 8 5 6 4.No Iced should be applied to any component until after all bracing and 4.Installation of truss is iha responsibility of the respectNe contractor. fasteners are complete and at no Ilme should any bads greater than 5.Design assumes teases are to be used In a noncorrosive environment, TRANS ID• LINK design loads be applied to any component, and are for condition" use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.nDecesm assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 2 31/201 7 fabrication,handling, ry' I((a?1/f SJ 1 1 ed smenc to lalbasses components. 7.Designsala R el adequate both /age to trusse February 1 0,201 7 8.This design b lumished sub)eci to the limitations sal forth by 8.Plates ehaA be located on both feces of truss,and placed m their center TPIIWTCA in 8151,copies of which will be furnished upon request. lines coincide MN Net center lines. MiTek USA,Inc./Com uTrus Software 7.6.8(1 L-E g.Digits Isis con eke of plate In Inches. P ) 1.For basic connector plate tlIn Inc values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-47) 32 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -97/ 346V 0/ 47H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -80/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 56V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. rOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1BO AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 3-11-11 MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 1' f MAX TC PANEL LL DEFL = 0.006" @ 2'- 0.7" Allowed = 0.213" MAX BC PANEL TL DEFL = -0.029" @ 3'- 1.4" Allowed = 0.315" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.00 MAX HORIZ. LL DEFL = -0H0.0001‘.‘509" 0.000" @ 30..-1810191 '- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -/ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 M 1 r 0 ili N ,_ ri I 0101111010111111111.11....111.111111:11 to 2�� 4 M-3x4 b l y 1-00 (PROVIDE FULL BEARING;Jts:2,3,9 I 6-00 �� ,p PR Op 4 :9200PE 9c. JOB NAME : 40-D POLYGON - CJ2 Scale: 0.6763 "110 " ' 411111110 • WARNINGS: GENERAL NOTES, unless on the parameters noted: .�.,a� OREGON Q E G O is i �/i� 1.Builder and erection contractor should be advised of all General Notes 1.Thk design Is based only upon the parameters shown and Is for an individual �/ 1-1 C L.�l V V *_ '�/ Truss: CJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper �] (�A V� 2.Dt4 compression web bracing must be installed where shown+. incorporation of component la the responsibility of the bulMing designer. h "7 q yl r ib ` �',�' 3.AddAmnal temporary bracing to Insure stability during consirucibn 2.Design assumes the top and bottom chords to be latera IN braced at '�./ 1 Y - by Is the responsibility of the erector.Additional permanent bracing of 2'continuous and al 1 tl sheathingo.crsuch as plyely unless s braced throughout their length). ��` �y DATE: 2/9/2017 - the overall structure la the reaonsibil of building deal 2lerpgingor latehasacvootluired inereshndlor drywell(SC). 1L it 1�. p ty o p goer. 3.2a Impact bridging or labral bracing required where shown++ SEQ.: K2 8 3 8 8 5 7 4.No load should be applied to any component until aper all bracing and 4.Installation of truss le the responsibility of the respectNe contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes bnon- corrosive are to be used In a nonorrosive environment, TRANS ID• LINK design mads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all suppnsl shown.Shim or wedge if EXPIRES: V(J I[l C C' fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. February 1 0,,2(�0{�17R L l712/31/2017 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both feces of truss,and placed so their center TPIMTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic Connector plate design values see ESR-13t1,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 34 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. 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" -57/ 403V 0/ 65H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 73V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 161V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.060" @ 3'- 7.2" Allowed = 0.354" 5-11-11 MAX TC PANEL TL DEFL = -0.079" @ 3'- 4.7" Allowed = 0.531" 'I' '( SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" 4.00 - MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, --f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. co 1 In O IN N /- M NI o I 2�� 4 1� 0 M-3x4 J- y b 1-00 (PROVIDE FULL BEARING;Jts:2,4,3 16-00 �<c`' PR Qp'ss ,mac G1NE , ;0 89200PE JOB NAME : 40-D POLYGON - CJ3 r. eor Scale: 0.6408 ' WARNINGS: GENERAL NOTES, unless otherwise noted' �� , ©REG N L(� 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual P1. Truss: CJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2t4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. �1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /� r `T 1 � Is the responsibility of the erector.Additional permanent bracing of 2'on.and at 10'o.c.reu b ply unless braced throughout their length by 1 R 11-� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 2/9/2017 the overall structure is the responsibility of the bulking designer. 3.2o Impact bridging or lateral bracing required where shown++ SEQ. : K2 8 3 8 8 5 B 4.No load should be applied to any component until after all bracing and 4.Installation of hues Is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design mads be applied to any component. and are for condition"of use, S.Compolns has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 2 31/2©17 ,y. II.:/hlr (1 L.V 'L.l a]ilf I[ fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 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 TPI/WTCA In SCSI,copies of which w11 be furnished upon request lines coincide with Joint center lines. 9.DIgils indicate side of plate In Inches. MiTek USA,Inc.ICompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-78) 66 3-9=(-45) 18 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -43/ 378V 0/ 84H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -136/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -19/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. • BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.036" @ 2'- 9.9" Allowed = 0.356" MAX TC PANEL TL DEFL = -0.093" @ 2'- 11.9" Allowed = 0.533" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 9.00 G"'" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" q Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N N e-1 mi,- I 1 O _, I 2 5 0 M-3x4 l )' ), y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,5,3,4 I 1-11-11 DRRQp -<-" " ssj� F �tip 2w ° 89200PE :- JOB NAME : 40-D POLYGON - CJ4j%/ Scale: 0.5916 -41'0. 7� : MIN. iiii CZ- WARNINGS: GENERAL NOTES, unless otherwise noted: 7 OREGON (z 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 V�-t Ct�V'Vh{�_. A"'V Truss: CJ4 and Warnings before construction commences. buidingcomponent.Applicability ofdesign parameters and proper �- \Y In 2.2a4 compression web bracing must be InateB d where shown+. 2.Design assumes the top and bottom chords to be laterally braced at /V incorporation of component k the responsibility of the building designer. J/�� 4:1 fr y4t P 3.Additional temporary bracing to Insure stability during constructionuciconstruction ' �� V is the responsibility of the erector.Additional permanent bracing of 2'oA.and at 10 o.c.respectively unless braced throughout their length byR �� DATE: 2/9/2017 the overallstructure le the responsibilityonlre building designer. continuous sheathing such as plywood eheathmg(TC)and/or dryweg(BC). """!!! 3.2e Impact bridging or lateral bracing required where shown CO SEQ. : K2 8 3 8 8 5 9 4.No load should be applied to any component until aIle,all bracing and 4.Installation of truss la the responsibility of the respecrNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment. TRANS I D• LINK design loads tis applied to any component. and are for"dry canmuan cruse. 5.CompuTrus has no control over and assumes no responsibility for the 8.DeGlg assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication.handling,shipment and Installation of components. necessary. 7.Designl b el adequate tondrainage to provided. February 1 0,201 7 8.Thh design Is furnished subject to the limitations sat forth by 8.Plates shell be located on both feces of truss,and placed so their center TPI NICA In BCSt,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./ConlpuTms Software 7.6.8(1L)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 - TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 36 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-106) 67 3-9=( -59) 29 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF - DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -35/ 379V -1/ 1020 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) 5'- 11.2" -157/ 369V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF 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/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.024" @ 2'- 11.9" Allowed = 0.356" MAX TC PANEL TL DEFL = -0.040" @ 2'- 11.9" Allowed = 0.533" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 9'- 10.9" • 12 Design conforms to main windforce-resisting • 4.00 l system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, I Truss designed for wind loads in the plane of the truss only. m 0 rn ,+ /- 1 M1illigill111111111111111111111111111 , f 2►s. 5 .m 0 M-3x4 y 1-00 * 6-00 y 3-11-11 y ,.D f R Op, 'PROVIDE FULL BEARING;Jts:2,5,3,9 ] �(5AcikOG`,N -&C�VV/0 �' 8920OPE• �''r' JOB NAME : 40-D POLYGON - CJ5 / Scale: 0.5135 �i✓� '}.(y,� WARNINGS: GENERAL NOTES, unless otherwise noted. e 0 r /'1N 44/ z-- 1,Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an individual 1P2, 41ON V "'y"7 Truss: CJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown 0. Incorporation of component Is the responsibility of the bulWing designer. frX11^ tL 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced at ,�4.1: -/i n ^t t �s Is Me responsibility of the erector.Additional permanent bracing of 2'oy and at IS so.respectively as unbar braced throughout their length by -I[-P'.3.FI 10 �'.} continuous sheathing s'suer lbacing re uiret wheree ownadrywall(BC). f'��P L DATE: 2/9/2017 the overall structure is the responsibility of the building designer. 3.2a impact bridging or lateral bracing required shown+i SEQ.: K2 8 3 8 8 6 0 4.No bad should be applied Io any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lima should any loads greater then 5.Design as mes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for y ondwon of vee. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at ch supports shown.Shim or wedge if EXPIRES: V b I k'l C C: 2/'3'!/n©')7 fabrication,handling,shipment and installation of components, ry. l-/tl- Cl Liz LI J P I C 1[ 7.Designassumesbeaaded oneothi faces lotosprovided.n February 10,2017 6.This design b furnished subject to the limitations eel forth by 8.Plates shall be located on both faces of truss,and placed so their center TPEWTCA in BIM,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) . This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 6-10-00 GIRDER SUPPORTING 6-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) BO 2- 8=(-311) 316 2- 3=(-548) 207 BC: 2x9 KDDF #1&BTR 2- 3=( -27) 201 8- 9=(-312) 315 8- 4=( -26) 293 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-438) 183 9-10=(-125) 164 4- 9=(-309) 344 2x4 KDDF STUD A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-350) 249 10-11=( 0) 0 9- 5=(-191) 379 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 10.0" V 5- 6=(-123) 147 9- 6=(-104) 178 BC UNIF LL( 50.0)+DL( 54.0)= 104.0 PLF 0'- 0.0" TO 6'- 10.0" V 6- 7=) 0) 0 6-10=) -31) 47 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -110/ 639V -136/ 247H 5.50" 1.01 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6'- 0.0" -241/ 699V 0/ OH 5.50" 0.97 KDDF ( 625) LETINS: 2-00-00 0-00-00 1COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. OVERHANGS: 12.0" 0.0" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0-04-13 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" Unbalanced live loads have been MAX LL DEFL = -0.013" @ 1'- 3.0" Allowed = 0.259" considered for this design. 5-11-11 0-10-05 MAX TL DEFL = 0.012" @ 1'- 3.0" Allowed = 0.339" MAX LL DEFL = -0.002" @ 6'- 6.2" Allowed = 0.083" MAX BC PANEL TL DEFL = 0.002" @ 6'- 6.2" Allowed = 0.035" 1-06-03 1-04-15 3-00-09 0-05-08 SEASONED LUMBER IN DRY SERVICE CONDITIONS T 1' 1 f 1-71 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 8.5" M-4x6 MAX HORIZ. TL DEFL = 0.002" @ 5'- 8.5" 12.007 M-3x4 5 Design conforms to main windforce-resisting 000. system and components and cladding criteria. Wind: 190 mph, h=22.4ft, TCDL=4.2,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 M-3x4 in the plane of the truss only. ‘,,. A o to 14Ii ' 1111111111.1111112116112 11 M-3x10 M-1.5x3 M-3x8 1 -1.5x3 1' k .6 b 2-09-06 2-11-02 0-09-12 Y 6-00 0-10 ,` (�*E� � � �S+cs l Y y ,�5 IN �a 1-00 6-10 w� R a 89200PE ��"" JOB NAME : 40-D POLYGON - D1 / Scale: 0.3006 .MI10 /'+� ('� /i� WARulderGENERAL NOISE unless on the ise parameters -372_ ` OREGON /'*Lrf I.BUNder and erection contractor should be advised of all General Notes 1.This design k based only upon the paremelers shown and Is for en Individual 4/OREGON h Truss: D1 end Warnings before construction commences, building component.ApplNabllily of design parameters end proper �} ��\ �� 2.2a4 compression web bredng must be installed where shown+. incorporation of component la the responsibility of the building designer. <A 'I � 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chorda to be kterapy braced at V - is the responsibility of the erector.Additional permanent bracing of 7 o.c,and el t D'o.c.leepeciNety unless braced Throughout(heir length by i'^r s R'1. ' DATE: 2/9/2017 the overall structure is the res onaiblR one building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ��-!!! P N o g B 3.2s Impact bridging or lateral bradng required where shown++ SEQ.: K28388 62 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter then 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID' LINK design loads be applied to any component. and are for'dry condition'of use. 5.ComPUTrus nes no control over and assumes no responsibility for the E Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: V P'E7 C C• 1 r1 31(''101"7 fabrication,handling, necessary. L(1 R L,t7 f 1 e7 (t`rJ l shipmentandinstallationsfoonents. 7.Design assumes adequate othdrainage Nprovided. February 10,2017 6.This design N furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPWIfICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. g.Digits indicate alae of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E to.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 2'— 3.5" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 1#16BTR 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: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, - BC LATERAL SUPPORT <= 12"00. UON. 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, End vertical(s) are exposed to wind, M-1.5x4 or equal at non—structural LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads vertical members (won). in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 1-11-12 0-03-12 T - T 12 12.00 7 M-1.5x3 4 r I 0 t ti M 3x9 0 • 2 f 4 �_ SIM of 0 1 I////////////////I 5 6 7 M-1.5x3 M-3x9 1 y 1 1-00 2-03-08 89200PE JOB NAME : 40-D POLYGON - DJ . i'l.f :. Scale: 0.6161 Cr WARNINGS: GENERAL NOTES, unless otherwise noted. f'1O C !'1A 1 1.Builder and erection contractor should be advised of all General Notes 1.This design o based only upon the parameters shown and is br an Indbrdual OI�1C Lt VA y. Truss: DJ and Warnings before constructisn commences building component.Applicability of design parameters and proper (� 2.254 compression web bracing must be Installed where shown 0. Incorporation of component Is the responsibility of the building designer. //h y A 1 ZV ��" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be lateraiy braced at w/ !'? la the responsibility of the erector.Additional permanent bracing of T continuous and a1 f 0'o.c.such as ply woods braced throughout their dry length by /� +s.,,, �` continuous sheathing such as plywood in ere s and/or drywnll(BC). a�'ris '1r DATE: 2/9/2017 the overall stmdure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0. SEQ.: K2 8 3 8 8 63 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID• LINK design bads be applied to any component. end are fodry condition"of ues. ry 5.CompuTrus has no control over and assumes no responsibility/or the 8.De sign assumes fun bearing at all supporta shown.Shim or wedge l( EXPIRES: 1 f IBJ''!12017 fabrication,handling, ry EXPIRES:LL..LL77 (ls]A/C,/ edlsmentao Inn lmitbnof components. 7.Designassumesadequate onoth age Is trusisea. February 10,2017 8.This design is furnished subtest to the limitations set forth by B.Plates shall be located on both faces of truss,end placed so their center TPWJTCA In BCSI,copies of which wig be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Ina./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-66) 162 2-3=(-920) 96 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=( -54) 170 6-7=(-40) 59 6-9=( -19) 101 WEBS: 2x9 KDDF STAND; 3-9=(-211) 61 6-5=( -55) 125 2x6 KDDF #2 A LOADING 9-5=(-113) 58 5-7=(-197) 110 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -59/ 401V -95/ 86H 5.50" 0.69 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR 6'- 0.0" -28/ 237V 0/ OH 5.50" 0.38 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 1 LETINS: 1-05-06 0-00-00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 OVERHANGS: 12.0" 0.0" MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 4-00-05 MAX LL DEFL = -0.009" @ 2'- 0.0" Allowed = 0.254" a* For hanger specs. - See approved plr^ f f MAX TL DEFL = -0.013" @ 2'- 0.0" Allowed = 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-01-08 0-10-03 4-00-05 f f f ,r MAX HORIZ. LL DEFL = 0.000" @ 5'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" 12 12.00 7 Design conforms to main windforce-resisting M-4x6 system and components and cladding criteria. Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 -/ load duration factor=1.6, D End vertical(s) are exposed to wind, J Truss designed for wind loads M-3x4 a 1111111111111111111111111711 in the plane of the truss only. 3 0 .,N f i.e o 21� 6 �I _, M-3x10 M-3x4 M-1.5x3 i, b ,I, 1-10-04 4-01-12 J' )' b 1-00 6-00 �l' O PRopS •4.~c? 0NG1N S4, /'o CC' 89200PE r- • JOB NAME : 40-D POLYGON - DJ1 ,o00, Scale: 0.5402 WARNINGS: GENERAL NOTES, unless otherwise noted: -sr- - OREGON ff� I.Builder and erection contractor should Be advised of all General Notes 1.This design Is based only upon the parameters drown end Is for an lndNidusl JI'4. �i V I-7 C 47 I V t, A, ' Truss: DJ1 and Warnings before construction commences. balding component.Applicability of design parameters and proper ^✓i] �� • Z.ga4 compression web bracing must be installed where shown 5. Incorporation of component Is the responsibility of the building designer. //1 -7 Y i 4 G Additional temporary bracing to Insure stability during conNructlon 2.Design assumes the top and bottom chords to be laterally braced al '�./ 1 _ Is the responsibility of the erector.Additional permanent bracing of 2 continuous and al f D'o.c.rsuch as sty unless braced throughout their length by 41 'R R 1%\- DATE: 2/9/2017 the overall structure is the responsibility f the buildingdee Ix Impact srhgor laterlbacing re uirewheresawnsdrywell(BC). p ty a designer. 3.2„Impart bridging or lateral bracing required where shown.. SEQ.: K2 8 3 8 8 6 4 4.No load should be applied to any component until alter all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no rime should any loads greater man 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID' LINK desgnloads beapplied toany component. enderem dry conditionof use. 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes 01 bearing at al supports shown.Shim or cadge If E Xf7I RES♦ 1 2 j3^1/201 7 fabrication,handling,shipment end installation of components. as EXPIRES: 11Ji Cl1 1 T.Plass assumes truss, February 10,2017 8.Thle design Is furnished subject to the limitations set forth by S.Plates shag be located on both laces of truss,antl placed so their center TPIMTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./Comp-fres Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2- 7=(-139) 189 2- 3=(-920) 193 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -38) 170 7- 8=( -91) 55 7- 9=( -29) 103 WEBS: 2x6 KDDF STAND; 3- 4=(-211) 99 7- 6=(-110)'148 # 2x6 KDDF #2 A LOADING 9- 5=( 0) 0 6- 6=(-197) 166 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 9- 6=(-113) 81 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE; 2x9 BRACING AT 29"01 UON. FOR 0'- 0.0" -89/ 901V -95/ 860 5.50" 0.69 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -42/ 237V 0/ OH 5.50" 0.38 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LETINS: 1-05-06 0-00-00 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OVERHANGS: 12.0" 0.0" 0-08-12 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 4' 4' MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3-11-11 2-00-05 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T ' / MAX LL DEFL = 0.010" @ 2'- 0.0" Allowed = 0.254" MAX TL DEFL = -0.013" @ 2'- 0.0" Allowed = 0.339" 1-01-08 2-01-07 2-00-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS T ' i' '' T MAX HORIZ. LL DEFL = 0.001" @ 5'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" 2-00 T f Design conforms to main windforce-resisting 12 5 system and components and cladding criteria. 12.00 V Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-4x6 in the plane of the truss only. M-3x4 6 M-3x9 4� d wiliiipp.Hoei NINo a, d� OD I p 'III I o f 2�� 7 .te ,' M-3x10 M-3x4 M-1.5x3 1-10-04 4-01-12 t1 /�C{-�•- . y y y ^�C.� `*`ylG Ne'^•y: S 1-00 6-00 �`a 89200PE t' JOB NAME : 40-D POLYGON - DJ2 w Scale: 0.4255 i 4. i WARNINGS: GENERAL NOTES, unless otherwise noted: r't["1 C1'�Ofvl 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 4.!1-1 G G !V Truss: DJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper �/ .1{ e) )'\� :‘ 2.294 compression web bracing must be installed where shown k. Incorporation of component Is the responsibility of the building designer. /], ��`- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at -T t{ lathe responsibility of the erector.Additional permanent orating of 2'ob.and at IC/o.c.respectively unless braced throughout(heir length by '^ R F110- is 1 s^ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 2/9/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or Isle's!bracing required where shown++ SEQ.: K2838865 4.Na load should be applied to any component until after all bracing and 4.Installation oftruss Ithe repsilt ?tanenp crnac nmon cr. 4.Inst fasteners are complete and at no time should any loads greater than gn assumes stheare o used tlesign loads be applied to any component. and are for"dry condition'of use. TRANS I D: LINK 5.CompuT uc has no control over end assumes no responsibility kr the 6.Design assumes full bearing at ell supports shown.Shim or wedge If EXPIRES: 12/31/7017 2/3^ /701 7 necessary. L'171I1Ui1 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. February 1 0,201 7 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center tins. 9.Digits indicate size of plate In Inches. MiTek USA,Ino./CompoTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-120) 155 2-3=(-459) 439 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -99) 171 4-6=(-399) 371 WEBS: 2x4 KDDF STUD; 3-4=(-313) 341 2x6 KDDF #2 A LOADING 4-5=( 0) 0 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 0-00-00 LL = 25 PSI Ground Snow (Pg) 0'- 0.0" -57/ 395V -139/ 293H 5.50" 0.63 KDDF ( 625) 6'- 0.0" -138/ 341V 0/ OH 5.50" 0.55 KDDF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. I_ ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIE. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 1-06-03 4-02-01 0-03-12 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" "( f f f MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 MAX LL DEFL = 0.140" @ 1'- 3.0" Allowed = 0.259" M-3x5 S MAX TL DEFL = -0.142" @ 1'- 3.0" Allowed = 0.339" 12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS m MAX HORIZ. LL DEFL = 0.001" @ 5'- 8.2" 11 MAX HORIZ. TL DEFL = 0.001" @ 5'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=4.2,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 o in the plane of the truss only. ti a, 0 i to M-3x9 3 N I mo ''■■II o � 2IW d" 16 -/ M-3x10 M-1.5x3 5-08-04 0-03-12 y 1-00 y 6-00 y .�r,<' bx G1N `�C'`s/a. ,s_44, 17_,..2T� 89200PE v JOB NAME : 40-D POLYGON - DJ3 �,/C Scale: 0.4023le 1 � WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON �' 1 Builder end erection eonlrector should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en individual j VV 1�1 Cl4�i V'V A'��.,1/ Truss: DJ3 end Warnings before construction commences. building component.Applicability of design parameters and proper L , A t 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. +�.�/^s "7 14 A O` +�.. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �.l ,s � L 11 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at ill o.c.respectively unless braced throughout their length by J/A/..R �� DATE: 2/9/2017 the overall structure is the responsibility of the building designer. 20Imp oue sheathing each as ptywootl sheathing(TC)and/or tlrywell(BC). "'��//// 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K28388 6 6 4.No bed should be applied to any component until ager ail bracing and 4.Installation or truss le the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater man 5.Design assumes trusses are to be used in a non-corrosive environment, loads be TRANS ID: LINK designI applied and are for"dry condition"of use. to any 5.Com Trus has no control over end assumes no re 8.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: l[]c c. ry),°y t,2 y� 7 pu responsibility for the �ry. .1 X P Fl E V C.1 J 1J fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. February 1 O,2O 1 7 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss.end placed so their center TPINJTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 • TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 2-3=(-299) 71 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-93) 180 WEBS: 2x6 KDDF #2 3-4=(-61) 62 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= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0" -16/ 292V -32/ 96H 5.50" 0.97 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 11.7" -49/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" f 4' MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.004" @ 1'- 3.0" Allowed = 0.054" 12 MAX TL DEFL = -0.003" @ 1'- 3.0" Allowed = 0.072" • SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 MAX HORIZ. LL DEFL = 0.005" @ 1'- 10.9" I MAX HORIZ. TL DEFL = 0.004" @ 1'- 11.9" Design conforms to main windforce-resisting system and components and cladding criteria. /I° Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads oin the plane of the truss only. I 0 ol o,IIo IIO • l y y 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,5,9 I 4\ c\r t"1 PR OF•,„ �4C?1 G N <' !6?i 89200PE c' JOB NAME : 40-D POLYGON - DSJ1 . --• Scale: 0.6540 Os. • WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON 11N 1 Builder and erection contractor should be advised of all General Notes i TMs design la based only upon the parameters shown and Is for an Individual ] /f-4J I-I C V I V y� ��.�f Truss: DSJ1 and Warnings before construction commences budtlng component.Applicability of design parameters and proper 4^ Y/�} (� Y� Z.D`4 compression web bracing must be Installed where shown., incorporation of components the responsibility of the building designer. //1 -7 V /4 t+_\J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chortle to be laterally braced at ^�J s7 v 1.�5'�.. is the responsibility of the erector.Additional permanent bracing of continuous ntin and at 1 a hino.crsuch as ply woods braced throughout their length by l"R 1 A- y} DATE: 2/9/2017 the overall structure la the responsibility of building tlesi co ntinuousrhgingi or etchlbacing re mesheet whoreshown Impact bridging .. SEQ.: K2 8 3 8 8 6 8 4.No load should be applied to any component until alter all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than s.Design assumes trusses are m be used k a noncorrosive environment, TRANS ID' LINK design loads be applied to any component. and are for"dry condition"or use. 5.Iospulrrrs has no control 05cr end assurnesno:eepnnslbilty for the 6.Design ssignassumesfullbearingatansupportsshoved.shimorwedgeif EXPIRES. 12/31/2017 fabrication,handling,shipment and installation of components. .Design hassumes cedon drainage iopmsided.an February 10,2017 6.This design Is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center J TPIINRCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(11)-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 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 2-3=(-270) 158 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=( -53) 175 WEBS: 2x6 KDDF #2 3-4=(-160) 118 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) LETINS: 2-00-00 2-00-00 0'- 0.0" -44/ 310V -58/ 151H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS: 12.0" 0.0" 3'- 11.7" -101/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T f MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.060" @ 1'- 3.0" Allowed = 0.054" MAX TL DEFL = 0.058" @ 1'- 3.0" Allowed = 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12.00 7 I MAX HORIZ. LL DEFL = -0.073" @ 3'- 10.9" ' MAX HORIZ. TL DEFL = -0.071" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. ti M-3x4 m 0 f 1 r-1 1 '6 oo � IW t 1 2► 5 M-3x10 l l 1- b 1-00 2-00 1-11-11 }�' (PROVIDE FULL BEARING;Jts:2,5,4 1 ,t�' "� PR°F"�n 2 `t689200PE ter" JOB NAME : 40-D POLYGON - DSJ2 ,, _ Scale: 0.5467 41''• A WARNINGS: GENERAL NOTES, unless otherwise noted: 7 OREGON (T-. 1.Builder and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and Is for an IndNidual OREGON C.li V tift %, Truss: DSJ2 and Warnings before construction commences. balding component.Applicability of design parameters and proper + r 2.2a4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. j� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /"v✓ "lfr 141 � �w ' is the responsibility of the erector.Additional permanent bracing of continuous nc.and at ea hin rsuchcas ply woods braced throughout r dryeir length).b 'R R I O- DATE: 2/9/2 017 the overall structure is the res ible f the desi ner, Impactsheathing or etch as acng requireddsheathing(TC)wheresown sr tlrywe1118C). responsibility o building g 3.20 Impact bridging or lateral bracing where shown.. SEQ. : K2 8 3 8 8 6 9 4.No load should be applied o any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design mads be applied to any component. and are for'dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all suppose shown.Shim or wedge if EXPIRES: V p [J f'(:. fabrication,handling, necessary. L/1I- fl C l712/3112017 shipment and installation of components. 7.Design assumes adequate drainage is provided. February 1 0,201 7 B.This design k furnished subject to the limitations sal forth by B.Plates shag be located on both faces of truss,and placed so their center TPIMaCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. a.Digits indicate size of plate in inches. MITek USA,Ino./CompuTras Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1B8B(Mask) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 0'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-39) 80 2-9=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-56) 50 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA - DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 12 TOTAL LOAD = 92.0 PSF 0'- 0.0" -91/ 258V -19/ 70H 1.50" 0.91 KDDF ( 625) 12.00 0'- 9.8" -24/ 29V 0/ OH 1.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 0'- 10.5" -47/ 36V 0/ OH 1.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.001" @ 0'- 9.9" Allowed = 0.049" MAX TC PANEL TL DEFL = -0.001" @ 0'- 9.9" Allowed = 0.073" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.000" @ 0'- 9.8" MAX HORIZ. TL DEFL = 0.000" @ 0'- 9.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed fox wind loads 1in the plane of the truss only. o~A-MO �I LiPArldljllIllIo 0 /11 111 114 M-3x4 < ' ° ass .y y ), �5 r,G�NEF �p 1-00 0-10-08 C', '4 .Z PROVIDE FULL BEARING;Jts:2,3,4 I O9e7/'npC j JOB NAME : 40-D POLYGON - E101° � V IJrL Scale: 1.1958 "VW WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and Is for an individual { V I-1 C V,V , jl.�f Truss: El and Warnings before construction commences building component.Applicability of design parameters and proper NN 2.2a4 comprassion web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. ,/+� Al ky ' �\ 3.Additional temporary bracing to Insure stability during consWcbon 2 Design assumes the top and bottom chords to be laterally braced at �'w/ t , Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.resph plyelywood unless braced throughout ihelr length by p.. �' continuous sheathing such as plywood sheet whereC)and/or Mywall(BC). ��•///C DATE: 2/9/2017 the overall structure is the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required shown++ SEQ.: K2 8 3 8 8 7 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component, end are for"dry condition'of use. TRANS I D: LINK B.Desi full bearingt all supports shown.Shim or wedge it EXPIRES: +�r�/ry ^ 5,compuTrua has no control over and assumes no responsibility for the ne 9n assumese ppo g . 1G(J.}/G/lq'7 fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. February 1 0,201 7 (J I G U 1! 6.This design Is furnished subtest to the(imitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPIM?CA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTfas Software 7.6.8(1 L)-E to.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 -5) 126 5-6=(-279) 197 5-2=(-435) 139 4-7=(-213) 143 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-203) 100 6-7=( -49) 66 2-6=( -28) 175 WEBS: 2x4 KDDF STAND 3-4=(-123) 84 6-3=( -70) 83 LOADING 6-4=(-110) 153 TC LATERAL SUPPORT 24"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) ----------------------- 0'- 0.0" -55/ 437V -81/ 115H 5.50" 0.70 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -35/ 251V 0/ OH 5.50" 0.40 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/181) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ -L'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TL DEFL = -0.006" @ 2'- 0.0" Allowed = 0.339" 1-11-11 4-00-05 MAX BC PANEL LL DEFL = -0.005" @ 3'- 11.2" Allowed = 0.170" ,r ,( f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.3" 12.00 7 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.3" M-4x6 Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 41, Wind: 190 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, D -/ (All Heights), Enclosed, Cat-2, Exp-B, MWFRS(Dir), e load duration factor=1-6, eIpP""""""'"rEnd vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 41 0 0 N M oI M _, I IIID ,,,,,,, I� N 51E130 6 00207 M-1.5x3 M-3x8 M-1.5x3 y )' b 1-08-08 4-03-08 J' l b 1-00 6-00 PROpen S� �G1NE /0� R w ? kc 89200PE JOB NAME : 40-D POLYGON - J1 Scale: 0.5497 ,s,JN CC WARNINGS: GENERAL NOTES, unless otherwise noted: ,,..a� �OREG©N 'A, Truss: 1.Builder and erection contractor should be advised of all General Notes I.This design A based only upon the perimeters shown end Is for en indbdual j' OREGON y� ^'{,/ Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper AYv ].2x4 compression web bracing must be installed where Chown ti. Incorporation of component Is the responsibility of the building designer. �7 2 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /� A 4 t O S�� N the responsibility of the erector.Additional permanent bracing of 2'o.c,and sheathing 10'o.crsuch as ply unless braced throughout their length by T: A 1• p DATE: 2/9/2017 the overall structure is the res onsibill the desl 2v Imp ct insuch lbac plywood required wheree(rs own.drywanlec). !•� t4 responsibility ofbuilding finer. 3.2s Impact bridging or lateral bracing required mown.. SEQ.: K2 8 3 8 8 71 4.No load should be applied to any component until eller all bracing end 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete end at no time should any mads greater than 5.Design assumes trusses are to be used In a noncorroelve environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition"of use. - 5.Com True has no control over and assumes no responsibility ler the 6.De scot Design assumes roll bearing at all supporta shown.Shim or wedge If ry. EXPIRE 12/31/2017 fabrication,handling.shipment and inataflstion of components. 7.Design assumes adequate drainage is provided. FE'brue ry 10,2017 8,ThA design is furnished subject to the limitations set forth by 8.Plates sheN be located on both faces of truss,end pieced so their center TPeWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s9e of plate in inches. MiTek USA,InoiCompuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-f311,ESR-1958(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-195) 105 4-5=(-185) 192 4-1=(-251) 136 5-3=(-112) 185 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-124) 117 5-6=( -49) 64 1-5=( -55) 136 3-6=(-214) 144 WEBS: 2x4 KDDF STAND 5-2=( -71) 110 LOADING TC LATERAL SUPPORT 24"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -30/ 252V -71/ 95H 5.50" 0.40 KDDF ( 625) 6'- 0.0" -33/ 252V 0/ OH 5.50" 0.40 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC DON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED --------------- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.007" @ 2'- 0.0" Allowed = 0.259" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.006" @ 2'- 0.0" Allowed = 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-11-11 4-00-05 MAX HORIZ. LL DEFL = 0.001" @ 5'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" 12 Design conforms to main windforce-resisting 12.00 7 - system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=1.6, End vertical(s) are exposed to wind, M-3x4 Truss designed for wind loads in the plane of the truss only. 4 3D M-3x9 c 1 0 /- ,-1 o 7 ti 111151 1N M 1 I o IIGiiiI m se i 4** 5 6 M-1.5x3 M-3x8 M-1.5x3 b 1 l 1-08-08 9-03-08 y 6-00 y <��,0) PRQF-,IS' 89200PE -y_.... JOB NAME : 40-D POLYGON - J1X �`y/', Scale: 0.5111 ( �'/. lmaa 10 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON fi� t.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual / II 11��11 �A 'Y `if Truss: J1X and Warnings before construction commences. building component.Applicability of design parameters and proper �^ .041 �ktx A, 1 2.2s4 compression web bracing must be installed where shown+. Incorporation of component lathe responsibility of the building designer. f'� '7 y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at © l 4 t � Is the rcaponsiblllty of the erector.Atltlitlonal permanent bracing of 2'o.c.and at 1 D'o.c.ras ply unless braced throughout their length by (_+..� 11),- DATE: 2/9/2017 the overall structure Ie the responsibility f the bulldin designer. continuous sheathing o r suchrl bracing alywg re dreg where)owns and/or drywall(BC). 7 P ly o g 3.2o Impact bridging or lateral required shown*+ SEQ.: K2 8 3 8 8 7 2 4.No bed should be applied to any component unit alter at bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used Ina non-corrosive environment. TRANS ID• LINK deaIgn loads be applied to any mmporent. end are for"dry condition"Muse. 5.CompuTrue 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./3112017 2 31 120+1 7 fabrication,handling, °98ryI L[ IC shipment and lnslaila lion of components. 7.necessary. esign assumes adequate drainage is provided. February10,2017 8.ThIs design is furnished subject to the limitations set forth by 8.Plates Mall be boated on both faces of truss,and placed so their center TPLAVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate eo of plate Inches. Mek USA,IncJCom uTrus Software 7.6.8 1L-E 1O.For basic connector plate design values See ESIR-1 311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1513T11 LOAD DURATION INCREASE = 1.15 1-2=( -5) 126 6-7=(-179) 199 6-2=1-435) 173 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2-3=(-203) 129 7-8=( -47) 64 2-7=( 0) 140 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 7-3=( -70) 121 LOADING 3-5=1-126) 108 7-5=(-147) 178 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-8=(-213) 192 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA - -- LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -88/ 437V -82/ 116H 5.50" 0.70 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 6'- 0.0" -64/ 251V 0/ OH 5.50" 0.40 KDDF ( 625) ---------- --- --------- - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 0.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" 0 -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 3-11-11 2-00-05 MAX LL DEFL = 0.008" @ 2'- 0.0" Allowed = 0.254" f / f MAX TL DEFL = 0.007" @ 2'- 0.0" Allowed = 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-10-04 2-01-07 2-00-05 T '( f T MAX HORIZ. LL DEFL = 0.001" @ 5'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" 2-00 • f f Design conforms to main windforce-resisting 12 4 system and components and cladding criteria. 12.00 P7 Wind: 140 mph, h=21ft, TCDL=4.2,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 M-4x6 in the plane of the truss only. M-3x4 5 -/ M-3x4 2 p rn I /o o O N olO /1141&16. MEMO X M-1.5x3 M-1.5x3 M-3x8 b k b _ y y 1-08-08 9-03-08 k cD PROFFS 1-00 6-00 qi taiG.INE!^ (".., 89200PE T't' JOB NAME : 40-D POLYGON - J2 Scale: 0.4033 ..=6, """ WARNINGS: GENERAL NOTES, unless otherwise noted: w.�} 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and isfor anindNldual !2 A.OREGON 4G' Truss: J2 and Warnin s before construction commences. building component Applicability of design parameters and proper Gr e 2-" 2.204 compression web bracing must be installed where shown•. Incorporation of component is the responsibility of the building designer, �/1 ^t 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at '4.,/ *t - Is the responsibility of the erector,Additional permanent bracing of 2'o.c.and at 70'o.c.reapectiveN unlau braced throughout their length by ERR 10- continuous : 2/9/2017 Ina overall structure la the responsibility f the building Wegner. continuous sheathing each as plywood sheaming(TC)and/or drywen(BC). ponsi ty o g g 3 2x Impact bridging or lateral bracing required where Mown•• SEQ.: K2 8 3 8 8 7 3 4.No load should be applied to any component until slier all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component, and are tor"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at ci supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling, ry edlsmeetao the ofwmpth by 7.Pates shall be lc ed oneoth drainage to truss, February 10,2017 6.This design b furnished subject to the Iimilationa set forth by 8.Plates eheA ba located on both faces of imsa,and placed so their center TPI/WrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate size of plate In inches. Nick USA,Ino,/CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-f968(MITek) This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-195) 99 5-6=(-173) 192 5-1=(-251) 130 4-7=(-214) 189 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=( 0) 0 6-7=( -47) 64 1-6=( -50) 136 WEBS: 2x9 KDDF STAND 2-4=(-129) 113 6-2=( -71) 120 LOADING 6-4=(-192) 179 TC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF - BC LATERAL SUPPORT <= 12"OC. LION. 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) 0'- 0.0" -59/ 252V -71/ 9501 5.50" 0.40 KDDF'( 625) NOTE: 2x9 BRACING AT 24"OC ION. FOR LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -63/ 252V 0/ OH 5.50" 0.40 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.008" @ 2'- 0.0" Allowed = 0.254" MAX TL DEFL = 0.007" @ 2'- 0.0" Allowed = 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-11-11 2-00-05 1' ' 'f MAX HORIZ. LL DEFL = 0.001" @ 5'- 10.3" 1-10-09 2-01-07 2-00-05 r f MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" f 'I 'I 1' Design conforms to mai n windforce-resisting system and components cladding criteria. 2-00 f f Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, , 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, 12.00 P7 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-4x6 M-3x4 I D M-3x9 „„41 c ill 14+4 o1 I o rn O N I �\Gil MA co N 5* 6 7 M-1.5x3 M-1.5x3 M-3x8 y 1 y 1-08-08 4-03-08 tttiii PR O y6-00 y ..., GN sjU 44.7. 1V It" 89200PE C- JOB NAME : 40-D POLYGON - J2X 4:440,15.!'5 .- _ Pan Scale: 0.3911 a le rt" WARNINGS: GENERAL NOTES, unless otherwise noted' �� OREGON /'11c i �•f 1.1 1 Builder and erection contractor should be advised of all General Notes 1.This design Is based oMy upon the parameters shown and is bran Individual 4✓1-'?C 4.-7471 V , Truss: J2X end Warnings before construction commences building component Applicability of design parameters and proper yj (�A 2.2x4 compression web bracing must be installed where shown*. Incorporation of component is the responsibility of the building designer. '') '1 )' y 4 2,0` ��'�'- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced al '4./ /�� R^1' Is Me responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c,respectively unless braced throughout their length by 114 R 4 I I-� DATE: 2/9/2017 the overall structure le the res onsiblRof the buildingdesigner. 2x Impact sheathing such as plywood required et where s and/or drywall(BC). R p ty 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K2 8 3 8 8 7 4 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responslbltty of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS ID• LINK design loads 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 eaumes NII bearing at all supports shown.Shim or wedge it EXPIRES: \7 j)'RC Lv 1 /n d/n(\ 7 fabrication,handl) shipment and instaletion of tom ry. I, q !_/ll�q Sl C.�7 I (J yICU ! ns e p prh by 7.Platessasumesatled on eothifae to truss,d. February 10,20 17 6.This design h furnished subject to the limitations set forth by 6.Plates shell be located on both latae of truss,and placed w their center TPIANOCA in SCSI,copies of which will be furnished upon request. lines coincide with joint canter lines. B.Digits Indicate else o/plata In inches. MiTek USA,Ino./CompuTNS Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 126 5-6=(-442) 490 5-2=(-367) 230 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-326) 34B 2-6=(-361) 358 WEBS: 2x9 KDDF STAND; 3-4=( 0) 0 6-3=(-370) 338 2x9 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -39/ 929V -166/ 269H 5.50" 0.68 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -156/ 320V 0/ OH 5.50" 0.51 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.280" @ 2'- 10.4" Allowed = 0.983" 5-08-09 0-03-12 MAX TC PANEL TL DEFL = 0.259" @ 2'- 10.4" Allowed = 0.729" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12MAX HORIZ. LL DEFL = 0.003" @ 5'- 6.5" 7M-1.5x3 9 12.00 _, MAX HORIZ. TL DEFL = 0.003" @ 5'- 6.5" 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1 rV O r M-3x4 2 coO IllIllIlMIIIIIIIIIIIII411R I co oI ~ /` 5�� ►..6 --y" M-1.5x3 M-3x4 %.O PR0E y 1-00 y 6-00 Co' titG1NE�C 6›..... �w 89200PE c JOB NAME : 40-D POLYGON - J3 _, ,/00�'/a,' Scale: 0.3898 4I� ' amoomM WARNINGS: GENERAL NOTES, unless up otherwise noted: ,,..e' OREGON Ja, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the perimeters shown and Is for en Individual *VP''' OREGON k✓1 V y "Y„/' Truss: J3 endWemingsbeforeconstructioncommences. bulking componentAppkcebllityofdesignparametersandproper 2,°'\ �+ 2.254 compression web bracing must be Installed where shown+, Incorporation of component la the responsibility of the building destgner. <Q r '14, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom unless braceda be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at ea10 o.c,such as ey s throughout their length by it IR 109- DATE: 2/9/2017 the overall structure is the responsibility of the buildingcontinuous sheathing such as plywood sheathing re shown dlor drywall(BC). p ty designer. 3.20 Impact bridging or lateral bracing required where shown++ SEQ.: K2 8 3 8 8 7 5 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end et no time should any mads greeter than 5.Design anon- corrosive trusses ere to be used In Inca nonorrosive environment, TRANS ID• LINK design loads be applied to any component. and are for condition.of use. • 5.CompuTrus has no control over end assumes no responsibility for the 8 necessary. saunas full bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2017 fabrication,handl) ry shipmentct odhe limitations components. T.Design shad b el adequate tondrainage to rusisa n February 10,2017 5.This design is furnished subject to the Ilmltatkna set forth by e.Plates shad be located on both feces of truss,and placed co their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate eke of plate In Inches. MITek USA,Inc./CompuTrus Software 7.8.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-325) 349 9-5=(-436) 982 4-1=(-239) 182 BC: 2x9 KDDF #l&BTR SPACED 29.0" O.C. 2-3=( 0) 0 1-5=(-353) 352 WEBS: 2x9 KDDF STAND; 5-2=(-372) 337 2x9 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA ' TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 0'- 0.0" -28/ 291V -155/ 293H 5.50" 0.97 KDDF ( 625) 6'- 0.0" -159/ 323V 0/ OH 5.50" 0.52 KDDF ( 625) 0* For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.261" @ 2'- 10.9" Allowed = 0.483" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.255" @ 2'- 10.5" Allowed = 0.729" SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.003" @ 5'- 6.5" MAX HORIZ. TL DEFL = 0.003" @ 5'- 6.5" 12 Design conforms to main windforce-resisting M-1.5x3 3 12.007 system and components and cladding criteria. Wind: 190 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. c i N O r M-3X4 f rn i'ed oM o ti 1 116 . 4* 5 M-1.5x3 M-3x4 y y � `�D PROFe- SO 89200PE JOB NAME : 40-D POLYGON - J3X ,,441/10. ./i#(757. :. Scale: 0.3898 Cr WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON �f/ 1.Builder and erection contractor should be advised of all General Notes t.This design Is based only upon the parameters shown and is for an Individual LL..�� V I"l t�7 V I V y+ "LX Truss: J3X and Wemings before construction commences. building component Applicability of design parameters and proper yj ^N 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. fr+1 '.1 7 f 1�1 1`j 'YI.. 3.Additional temporary bracing to insure stability during construction Z.Design assumes the top end bottom chorda to be laterals braced at '�,/ A,,}�., 't 1 Is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10 o.c.respectively unless Erased Throughout Their length by n R 1�` DATE: 2/9/2017 the overall structure le the responsibility ofloe buildingdesigner. Impact bridging such as plywooduired sheathing(TC)and/or drywad(BC). ��•.../// ly„ p ty 3.Os Impact bridging or lateral bracing required where shown++ SEQ.: 1<2838876 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component and are for'dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design saumes full bearing et all supports shown.Shim or wedge if EXPIRES: 12131(2017 fabrication,handl) ry handling,shipment and Me of components. 7.Design assumes adequate drainage is provided. February 10,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shad be located on both feces of truss,and placed so their center TPIMRCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 8.Digits indicate side of plate in Inches. MITek USA,Ino./CompgTros Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-7317,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 126 5-6=(-553) 503 5-2=(-493) 217 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-553) 379 2-6=(-375) 973 WEBS: 2x9 KDDF STAND; 3-4=(-251) 12 6-3=(-595) 611 2x9 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -30/ 341V -189/ 352H 5.50" 0.55 KDDF ( 625) OVERHANGS: 12.0" 23.7" LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -351/ 662V 0/ OH 5.50" 1.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 6-00 MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.052" @ 7'- 11.7" Allowed = 0.197" 12 4 MAX TL DEFL = -0.060" @ 7'- 11.7" Allowed = 0.263" MAX TC PANEL LL DEFL = -0.220" @ 2'- 10.8" Allowed = 0.483" 12.00 7 MAX TC PANEL TL DEFL = -0.222" @ 2'- 10.8" Allowed = 0.724" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.004" @ 5'- 6.5" MAX HORIZ. TL DEFL = -0.009" @ 5'- 6.5" M-1.5x9 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 190 mph, h=23ft, 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. • rn rn 1 r M-3x9 2 f 1 MEMMEMMEMMEMMEMEMEN6 M-1.5x3 M-3x4 c�'Eq PRQp -00 k 6-00 1-11-11 �G1N �c� s©, 89200PE 9r' JOB NAME : 40-D POLYGON - J41k4---- Scale: 0.3519 lan WARNINGS: GENERAL NOTES, unless otherwise noted: ,,...a OREGON r/'�©f�l 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 j' Vf1C 47 IY *_. "ter Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper4. Y� 2.2r4 compression web bracing must be installed where shown+. Incorporation of component la the responsibility of the building designer. /,ay) 7� 4]. 3.Additional temporary bracing to Insure stability during construction 2.Design mistimes the top and bottom chords to be laterally braced at �`✓ -*'1 �("� Is the responsibility of the erector.Additional permanent bracing of continuous nend st 1 D'hin,rsuch as ply toplywoo de braced throughout r r dryeir length).b DATE: 2/9/2 017 the overall structure Is the res onsibiF I the desl xImp sheathing later l b aGng re uir a where s ownand/+tlrywell(eC). y responsibility o building goer. 3.2e Impact bridging or lateral braGng required where shown++ SEQ. : K2 8 3 8 8 7 7 4.No load should be applied to any component until after all braGng and 4.Installation of truss la the respunaibillty of the reapeciNe contractor. fasteners are complete and at no time should any loads greater than s.Design assumes trusses are to be used In a non-corroslw environment, TRANS ID• LINK design loads be applied to any component, and are for r"drycondition"ofuse. 5.CompuTrus hes no control over and assumes so responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES:. 12/31/2017 necessary. fabrication,handling,shipment and lnslallatlan of components. 7.Design assumes adequate drainage Is provided. February 10,2017 6.This design Is furnished subject to the limitations est forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWVI'CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1986(MITsk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 _ TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-552) 375 9-5=(-547) 496 4-1=(-428) 207 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-251) 12 1-5=(-368) 967 WEBS: 2x4 KDDF STAND; 5-2=(-616) 610 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA _ TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 0'- 0.0" -28/ 328V -17B/ 331H 5.50" 0.52 KDDF ( 625) 6'- 0.0" -350/ 681V 0/ OH 5.50" 1.09 KDDF ( 625) OVERHANGS: 0.0" 23.7" LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "lac spacing. • REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.052" @ 7'- 11.7" Allowed = 0.197" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL DEFL = -0.060" @ 7'- 11.7" Allowed = 0.263" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-00 MAX TC PANEL LL DEFL = 0.266" @ 2'- 10.9" Allowed = 0.963" f MAX TC PANEL TL DEFL = 0.279" @ 2'- 10.4" Allowed = 0.724" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 3 12.00 7 MAX HORIZ. LL DEFL = -0.009" @ 5'- 6.5" MAX HORIZ. TL DEFL = -0.009" @ 5'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x4 Wind: 190 mph, h=23ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=l.6, j End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. • M O M O r M-3x4 /- ,r, M �� o1 MIIIIIIIIIIIIIIIIIINMIIIm...-_ Gm o �, l 4* 5 M-1.5x3 M-3x4 ti, .'0 PR Oft y 6-00 y 1-11-11 y wN.:' ,�.y. • � 6fC).p17 1 89200PE • JOB NAME : 40-D POLYGON - J4X Scale: 0.3514 "Alli .' WARNINGS: GENERAL NOTES, woods otherwise noted: 7 U'REGON /s.. 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 "V 47 Truss: J4X and Warnings before construction commences. buldngcomponent.Applicability ofdesign parameters and proper �� 7 rr� 2.2t4 compression web bracing must be Installed where shown•. Incorporailon or component Is the reaponslbllly of the building designer. -T ��]1, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced al 7e1't2ys is the responsibility of the erector.Additional permanent bracing of 2'ob.and at 10'0.0.respecasas ply woods braced throughout their length by 1 /3 RIO,- DATE: I Oy p DATE: 2/9/2017 the overall structure Is the responsibility f the building designer. continuousxImpshgingi or etchlbacing requiredlywood where sown.)snabor drywe111BC). M l+ pond ty o g poet. 3.2a Impact bridging or lateral bracing required where shown** SEQ.: K2838878 4.Noload should beapplied toany component until after all bracing and 4.Installation oftruss itrusthheresare po sibasyoftted In enonortivec environment, fasteners are complete and al no time should any loads greeter than and Design foruary condition'or use. TRANS ID: LINK design loads be applied n te any component. 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 S.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. February 1 0,201 7 8.This design is famished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Ino./CompuT/us Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 WIT.) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 126 5-6=(-569) 596 5-2=(-455) 374 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-578) 570 2-6=(-489) 498 WEBS: 2x4 KDDF STAND; 3-4=(-129) 81 6-3=(-604) 509 2x4 KDDF STUD A LOADING LL( 25.0)1-DU7.0) ON TOP CHORD = 32.0 PSF - TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT 0= 12"00. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -16/ 393V -230/ 365H 5.50" 0.63 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 5'- 6.5" -297/ 556V 0/ OH 5.50" 0.89 KDDF ( 625) 9'- 11.7" -87/ 114V 0/ OH 1.62" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I__ BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP C OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.104" @ 2'- 8.2" Allowed = 0.483" 5-08-04 4-03-07 MAX TC PANEL TL DEFL = -0.112" @ 2'- 8.2" Allowed = 0.724" ,r 1' ,r SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 -" MAX HORIZ. LL DEFL = -0.018" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.018" @ 9'- 10.9" 12.00 1 ;1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24ft, TCDL=4.2,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 M-1.5x3 in the plane of the truss only. 3 a .-1 N 0 M-3x4 rt �p I A M O uu tis 5 6� M-1.5x3 M-3x4 C t1r b r l y 5-06-08 y C��j` ,..0 'N F{5.� IPROVIDE1F©PL BEARING;Jts:5,6,4 9-11-11 y C. ',`"� �� -617 C' 89200PE JOB NAME : 40-D POLYGON - J5 Scale: 0.2655WA ('�(' ' 1.Builder GENERAL NOTEdesign unless onthe ae remetenoted: F/ 47,0REGON *� ` Truss: J5 Warnings before conUactcron co beadvisedof all General Notes This ldeaconpnen.optycabnins pesgn parameters and Is Toper IMNltlual 4 Tv. I� and Warnings before conslrucllon commences. building component Applicability of design pa ra metere and proper �� AN 2.2s4 compression web brewing must be Installed where shown+. Incorporation of component Is Me responsibility of the building designer. "© A'A ` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be NteraNy braced at 'L,/ Y 4 11 Is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'o.c.respectively hakes braced throughout their length by � R11..\- DATE: DATE: 2/9/2017 me overall structure is the responsibility I the building des continuous sheathing such as plywood sheathing(TC)and/or Erywell(BC). D ty o 0 b^er. 3.2v Impact bridging re later&bracing required where shown•v SEQ.: K2 8 3 8 8 7 9 4.No load should be applied to any component until eller all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater than S.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design mads be applied to any component. and are for'dry condition-of use. ..5.CompuTrus hes co control over end assumes no responsibility far the 5.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment end installation of components. necessary. 7.Designsshallb assumes c ted o n both is provided. February 1 0,201 7 8.This design Is furnished subject to the limitations set forth by B.Plates shell be located on both latae of truss,and placed co their center TPIIWTCA in SCSI,copies of which sill be fumished upon request. lines coincide with(Dial center lines. g.Digits indicate eke of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-576) 571 4-5=(-563) 588 4-1=(-440) 387 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-129) 81 1-5=(-4B2) 491 WEBS: 2x4 KDDF STAND; ' 5-2=(-606) 507 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"01. UON. TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 315V -219/ 343H 5.50" 0.50 KDDF ( 625) 5'- 6.5" -298/ 561V 0/ OH 5.50" 0.90 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 11.7" -83/ 112V 0/ OH 1.62" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.151" @ 2'- 5.5" Allowed = 0.483" MAX TC PANEL TL DEFL = 0.139" @ 2'- 5.5" Allowed = 0.724" SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-08-04 4-03-07 MAX HORIZ. LL DEFL = -0.018" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.018" @ 9'- 10.9" 12 -/ Design conforms to mai n windforce-resisting 12.00 ;t system and componentsand cladding criteria. 7Wind: 140 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 ti O M-3x4 A- ° 04 ry 0 M-1.5x3 M-3x4 5-06-08y y tr�,,.� tl G NE`` 0 9-11-11 'PROVIDE FULL BEARING:Jts:4,5,3 I 51 °' 89200PE 9c. JOB NAME : 40-D POLYGON - J5X se! �+!il Scale: 0.2655 //''''.� WARNINGS: GENERAL NOTES, unties otherwise noted' ^'� • ©' E' N 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an indNidual f ♦ Truss: J5X and Warnings before construction commences. building component.Applicability of design parameters end proper * �/ 201 2.2s4 compression web bredng must be Installed where shown it. Incorpore:Ine of component Is the responsibility of the building designer. .e 7 t 3.Additional temporary bracing to insure stebilIly during construction 2.Design assumes the top and bosom chords to be latera Ay braced at '�../ Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'dc.rospeclNely unless braced throughout their length by continuous continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 2/9/2017 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown SEQ.: K2 8 3 8 8 8 0 4.No load should be applied to any component until eller all bracing and 4.Installation of truss Is the responsibility of the respectfte contractor. fasteners are complete and at no time should any made greater man 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID' LINK design loads asnocapplied to any component. and are for"dry condition"bearinfuse. 5.CompuTrushasnocontroloverandassumesnoresponsibilityfortha 6.Design assumes full bearingata0suppodsshown.Shim orwedge if EXPIRES: 12/3_10017 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. e.Thiedesign isfurnished subject tothe limitations set forth by B.Plates shalbelocated enboth faces oftruss,and placed sotheir center February 10,2017 TPIIWTCA In BC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.80 L)-E 10.For basic connector plate design values see ESR-1311,E512-1988(MITA) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 126 4-5=(-203) 121 4-2=(-290) 33 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-85) 43 2-5=(-150) 251 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0" -15/ 309V -64/ 130H 5.50" 0.49 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 8.6" -71/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -27/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" ,( f AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 0'- 10.9" Allowed = 0.137" 12 MAX TC PANEL TL DEFL = 0.005" @ 0'- 10.0" Allowed = 0.205" 12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 17 MAX HORIZ. LL DEFL = -0.001" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. /111.111111111116... Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loadsc in the plane of the truss only. .-iI •N0 I • Mrn 0 rn 0 ,-i M-1.5x3 M-1.5x3 1 b 1 1-00 2-00 PROVIDE FULL BEARING:Jts:4,5,3 I ric. PQ/ � s ) \ G1NL , C�7p. w `r 89200PE �r JOB NAME : 40-D POLYGON - SJ1 ,/' ,/ --.- Scale: 0.6267 AO WARNINGS: GENERAL NOTES, unless otherwise noted: -pL , OREGON 44/.44. Truss: S J 1 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 • and Warnings before construction commences. building component.Applicability of design parameters and proper 1 2.2x4 compression web broGng moat be installed where shown+. m Incorporation of component Is the responsibility of the building designer. +//'h 1�( 3.Addklonal temporary bracing to insure stability during construction 2.Design assumes e top and bottom chords to be laterally braced at V V is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 1tl o.c.respectWely unlass braced throughout their length by ��+..� 1 DATE: 2/9/2017 the overall structure is the res omlbiY f the building designer. contlnuoue sheathing such as plywood sheathing(TC)and/or drywell(SC). !„ P ty o g g 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K2838881 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive erwlronment, design mads be applied to an and are for"dry condition"of use. TRANS I D: LINK 9^ PW over 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: .{ /ry.4//]/'t.('7 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 10,,20171 (J II<lJ l! 6.This design is furnished sub(oo to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their conter TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC .~ LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.15 1-2=( -5) 126 4-5=(-211) 157 4-2=(-318) 75 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-140) 101 2-5=(-194) 260 WEBS: 2x9 KDDF STAND LOADING TC 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 " BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -44/ 337V -93/ 192H 5.50" 0.54 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 8.6" -114/ 78V 0/ OH 5.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -89/ 133V 0/ OH 1.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 3 -1 MAX TC PANEL LL DEFL = -0.002" @ 1'- 0.8" Allowed = 0.325" MAX BC PANEL TL DEFL = -0.000" @ 0'- 11.2" Allowed = 0.068" 12SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 7 ;) MAX HORIZ. LL DEFL = -0.003" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads ,-1 in the plane of the truss only. fV 0 J/ M-3x4 2 A rn 0 I 4 hill I I I I II I IIII.....116 I**••-.A f k. rooi ti Illilr 411.-7.::::.!..1115I=� M-1.5x3 M-1.5x3 Y ), . ), 1-00 2-00 1-11-11 {{� .0 PR Op PROVIDE FULL BEARING:Jt5:9,5,3I Z`wr \ "GI.N- ()/i MVV J 8942A 00lP E mac" • JOB NAME : 40-D POLYGON - SJ2 Scale: 0.5399 WNW ••( l('�' _le ,� WARNINGS: GENERAL NOTES, unlessotherwise noted' OREGON L(/' 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an individual 'krOREGON "V Truss: SJ2 and Warnings before construction commences building component Applicabilityofdesgnparametersandproper � ,� ZQ'� ' 2.244 compression web bracing must be installed where shown 0. incorporation of component is the responsibility of the building designer. • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom phare„°bel°'eratiy braced at 7 4 i (� Is the reeponelbllily of the erector.Additional permanent bracing of 7 pc.and at 10'o.c.respectNeN unless braced throughout their length by .. 1, 'V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). V.�" �t�„� DATE: 2/9/2017 the overall structure Is the responsibikty of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ • SEQ.: K2 8 3 8 8 8 2 4.No load should be applied to any component until ager al bracing end 4.Installation of truss isthe are responsibility uited f the a no spectb5We environment,fasteners era complete and at no time should any loadsthan5. greater Design assumes design loads be applied many component. and are for"dry condition"of use. TRANS ID: LINK 5.IonrpuTtos has no control over end eseueas no taspsnslbltity for the B.Design assumes Ml bearing steM supports shown Shin orwedge if EXPIRES: 12/31/2017 scary fabrbation,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 6.Thio design is furnished subject to the!Imitations set forth by B.Plates shall be boated on both faces of truss,and placed so their center TPI/AICA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) • • • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-37) 11 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -69/ 301V 0/ 28H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -27/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1C OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. i BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0-.133" T f MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.043" MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.057" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.00 D MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 -/ M I N ti I o Ai I 1 2► 4►= ,, M-3x4 1' y b 1-00 2-00 PROVIDE FULL BEARINGuJts:2,4,31 ,c0 PROPS NCP �NGiNFR ,/0 2 `t :920OPE �r JOB NAME : 40-D POLYGON - SJ3 -4"--z/ ,. Scale: 0.7412 Cr WARNINGS: GENERAL NOTES, unless otherwise rated: -7 OREGON fi, Truss: S J 3 1.Builder end erection contractor should be advised of all General Notes t.This design Is based only upon the parameters shown and Is for an individual -}' OREGON G\7 V I Vlin A, w f and Warnings before construction commences. building component.Applicability of design parameters end proper i.] ^� jt2.2x4 compresabn web bracing must be Installed where shown v. Incorporation of component is the responsibility of the building designer. /� --I y v 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at D �a� ! 1 la the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70'o.c,respedNely unless braced Throughout their length by J/9 R �� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '"//// DATE: 2/9/2017 the overall structure la the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ SEQ.: K2 8 3 8 8 8 3 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Ie the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes homes are to be used In a noncorrosive environment, design loads be applied to any tuam t end are for"dry condition"of use. TRANS ID: LINK 5.compuTmehas no rontmlover enssumesnoresponsibilityforthe 6.Design assumes NO bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling, newssery. shipment and etallatlon afcampanenta. 7.Design assumes adequate drainage is presided. February 10,2017 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both feces of trues,and placed so their center " TPIA1TCA in SCSI,copies of which will be furnished upon request. Ones coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTnls Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MITek) • This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #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=(-50) 22 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 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" -70/ 322V 0/ 47H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 59V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -49/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 4.00 t BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.043" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.057" SEASONED LUMBER IN DRY SERVICE CONDITIONS r MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ir (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6r • Truss designed for wind loads in the plane of the truss only. 0 ti• iiTtel M-3x4 l k k k 1-00 2-00 1-11-11 p Of e.FULL BEARING;Jts:2,9,3I �OP R�lCI'��h `t' 9,200PE ter" • JOB NAME : 40-D POLYGON - SJ4 % Scale: 0.8860 - �� t/�(,.� • WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON E f"G O is I 110 /.. 1 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 �,{�V I`1 C 4 I V /('�4.1' Truss: SJ4 and Warnings before construction commences building component.Applicability of design parameters and proper 17, ft %41 40� 2.244 compression web bracing must be installed where shown e. Incorporation of component is the responsibility of the building designer. ''''sl`' 7 T '14 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be lateraIN braced at /A�/j t eiy by Is the responsibility of the erector.Additional permanent bracing of 7 continuous end a110'hin respectively as pty unless braced throughout(heir length). ' ['R.[7.I�` lV DATE: 2/9/2017 the overall structure is the responsibility f the buildingdesigner. Impact srhgingiorg sueral acing requirede iething(te shown ++rywell(BC). �1 Y P N o g 3.20 Impact bridging or lateral bracing :Were shown r. • SEQ.: K2 8 3 8 8 8 4 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition"of use. S.Compuirus has no control over and assumes no responsibility for the B DesignassumesNII bearing at all supports shown.Shim or wedge If EXPIRES: V(7 i"7 C L. i n f'7^I/ fl 1 7 • fabrication.handling.shipment end installation of components. 7.Design assumes adequate drainage is provided. February '�OL'2f�Oi�17R C-t7 I LI v.1 7 11 I f 6.This design is furnished subject to the limitations set forth by B.Plates shall be located en both faces of truss,end placed so their center TP WdrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate size of plate In inches. MiTek USA,Ino./CompoTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-t311,ESR-1888(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Centerlate onoint unless x,ted. 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 41% offsets are indicated. y I (Drawings not to scale) Damage or Personal Injury r.ZDimensions are in ft-in-sixteenths. ilk 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 9 g,is always required. See BCSI. „ 2. Truss bracing must be designed by an engineer.For 0'/16 wide truss spacing,individual lateral braces themselves MIEM ptc:TZA may require bracing,or alternative Tor 1 .. pbracing should be considered. ■_ O3. Never exceed thedesignloadingshown and never \11 O d stack materials on inadequately braced trusses. p 4. Provide copies of this truss design to the building ip C7-8 C6-7 C5-6 For 4 x 2 orientation,locate H designer,erection supervisor,property owner and plates 0- ' �' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that 4 Indicated bysymbol shown and/or SYP values as specified. �/ bytext in the bracingsection of the by representsenAWC in the 2005/2012published NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. inliEll0reaction section indicates jointILTIlmill MI 17.Install and load verticals unless indicated otherwise. number where bearings occur. y Min size shown is for crushing only. IMMO MIN ,k, 18.Use ofreen or treated lumber may y pose unacceptable _� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TP11: National Design Specification for Metal Mill19.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. isnot sufficient, BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTekANSI/I-PI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013