Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Plans
1(Y‘. rw\ ioo43 t 9 3 CT ENGINEERING ` 315-2_ INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) asolomongctengineering.com BULLETIN Date: April 6, 2016 Number: CT-02 Project#: 15238 Project Name: River Terrace SF Attached: None Subject: Lots 18 & 23—Patio Roof Truss Connection Drawings Affected: Description/Action: This bulletin provides response to RFI, design clarifications and/or variation requests for the `River Terrace Single-Family' project located in Tigard, Oregon. The patio roof trusses shall be attached to the home using a 2x6 ledger with (3) 0.131"x3" nails to each wall stud. This application applies to all of the plan types in the River Terrace single-family development. �p PRo,��,, i 4 ,\G I Ni -S) C ..; 6 0 04, 1114.2g /, ilk 444 WI kw 4REcoNAk 22 04/06/2016 CALL WITH ANY QUESTIONS Issued by: Arnold R. Solomon Date: April 6, 2016 Distribution: Contact Information: Chris Walther Polygon Northwest Company Maggie Gordon Polygon Northwest Company Rick Tolleshauq Milbrandt Architects Alexia Fukui Milbrandt Architects R:\15238 River Terrace\Bulletins\15238_2016.04.06_CT02_Lots 18&23(Patio Roof Truss Connection).doc Structural Engineers MiTek( MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: NRT LOT 23 PATIO COVER 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: K1815510 thru K1815511 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI l section 6.3 These truss designs rely on lumber values established by others. NG,I NE-e �� 89200PEq. �r ,�OREGON lV� M . 142 osQ-k- ERRI��- • March 16,2016 Baxter,David 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. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1-1 /4 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not to scale) offsets are indicated. Damage or Personal Injury I'E Dimensions are in ft-in-sixteenths. "ilk Apply plates to both sides of truss 12 3 1. Additional stability bracing for truss system.e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 01 „ 2. Truss bracing must be designed by an engineer.For '/16 4 wide truss spacing,individual lateral braces themselves WEBS may require bracing,or alternative Tor I _ 11 Q bracing should be considered. (2, NI r O 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building ip C7-8 C6-7 CS-6 For 4 x 2 orientation,locate � designer,erection supervisor,property owner and plates 0-1/1d' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that //� Indicated by symbol shown and/or SYP represents values as published specified. � bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. •�� reaction section indicates joint 17.Install and load verticallyMairlaM where bearings occur. unless indicated otherwise. Min size shown is for crushing only. M_,g 18.Use of green or treated lumber may pose unacceptable PErail r�� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI 1: National Design Specification for Metal Mil 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. Ear 1 BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, M'Te ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 lot MiTek0 MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-398 UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45996168 thru R45996176 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. <csi\o PROF6-sS mac• tiNGIN SR /02 87022PE -7f pAj, OREGON q5 Opti A. HSP' EX' ' ` :06/30/ / November 30,2015 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. 44 Job Truss Truss Type Qty Ply POLYGON R45996168 PL15-398_UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:55:55 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-C2IotXC6_hwKV 1 D U3AVpf6uLN?l8tNi l8mFYHYyEzr2 1 1-8-12 I I 1-4-10 1 2-0-0 1 1 1-7-0 11 1-1-10 1 1 1-3-8 1 1-3-0 1 Scale=1:37.2 3x5 = 1.5x3 II 4x8 = 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6 FP= 3x4 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 . - _ _ ° - ,. ° NIN‘2 ,,,iii .....-14IIIIIIIIIIIIIIIIIIIII\ .7 N.-12 9 24 23 22 21 20 19 18 17 16 15 4x5 = 3x6= 3x6 FP= 3x5= 1.5x3 II 1.5x3 II 3x6= 3x8= 3x4= 3x8= 13-0-6 I 1-11-12 1 11-10-62-5-61 1 18-6-8 I 21-4-0 I 1-11-12 9-10-10 7-0 11-7-0 5-6-2 2-9-8 Plate Offsets(X,Y)- [2:0-3-0,Edge),[7:0-1-8,Edgel,[8:0-1-8,Edgej,[24:Edge,0-1-8j LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.10 19-20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.15 19-20 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.01 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:100 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 6-0-0 oc bracing. REACTIONS. (lb/size) 15=-394/Mechanical,24=-784/Mechanical,23=1695/0-7-0,16=1348/0-5-8 Max Uplift 15=-480(LC 6),24=-844(LC 6) Max Gray 23=1697(LC 3),16=1349(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1551,3-4=-444/0,4-5=-444/0,5-6=1444/0,6-7=1444/0,7-8=1245/0, 8,9=-761/0,9-10=-761/0,10-11=-761/0,11-12=0/1306,12-13=0/1302 BUT CHORD 23-24=1551/0,22-23=598/0,21-22=-598/0,20-21=0/1094,19-20=0/1245, 18-19=0/1245,17-18=0/1245,15-16=-62410 WEBS 2-23=1010/0,2-24=0/1766,7-20=101/330,5-20=0/393,5-21=728/0,3-21=0/1165, 3-23=-1168/0,11-16=-1367/0,11-17=0/942,8-17=-673/0,13-15=0/796,13-16=921/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 'Sc(- PRQFEss c 87022PE 41 � ` r ry y �-0), OREGO ep o�N �O�`��13ER 1' `S A. Hem EXPIRES:06/30/2017 November 30,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. Null Design valid for use only with Weld?,connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mfie k` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Quality Criteria,055-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty 'Ply POLYGON R45996169 PL15-398_UPPER F02 Floor 10 1 _ 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek industries,Inc. Fri Nov 27 10:55:57 2015 Page 1 I D:zs2ygYH MYltl_Z1 p9y 12t1 yAg??-8RtYIDEM WJA2kLNsBaXHkXzecpM rLN Vbc4keMRyEzr0 1 1.0-0 I 1 1-1-10 II 1-2-0 1 f::_7.._-2_1 I 1-2-0 I 1-2-0 II 1-2-0 { 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 304= 3x4= 3x4 = 3x4 = 404= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e rr /A'\ / / '\ if '\ / '\ / 'N 9 _ N a o 0 o a 0 0 -e o - _ 30 29 28 27 26 25 24 23 22 21 3x4 = 4x5- 3x5= 3x5= 3x5= 3x5 = 3x4= 3x5- 4x6 - 3x4 = 14-2-2 I 13-0-2 10-377:0210-7-0 3 7-2I I 19-11-4I 13-0-2 0-7-0 b-7-0 5-9-2 Plate Offsets(X,Y)- [14:0-1-8,Edge],[24:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0,31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0,07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 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) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1588/0,3-4=-1588/0,4-5=-2786/0,5-6=-2786/0,6-7=-3608/0,7-8=-3608/0, 8-9=-4042/0,9-10=-4042/0,10-11=-4122/0,11-12=4122/0,12-13=3586/0, 13-14=3586/0,14-15=3053/0,15-16=3053/0,16-17=1806/0,17-18=1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=1181/0,2-29=0/1042,4-29=-903/0,4-28=0/776,6-28=-639/0, 6-27=0/513,8-27=-367/0,12-24=-662/7,18-20=-1271/0,18-21=0/1096,16-21=-919/0, 16-22=0/716,15-22=-31/252,14-22=1052/0 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)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. <��O) PROp4-,s �c. . ,.... cd9 io2_ 87022PE r" cv e <Aj, OREGO �o O,r 9O0 18 E R 1\ .\-' LI A 1-IE?‘ EXPIRES:06/30/2017 November 30,2015 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Mill. Design valid for use only with Milek®connectors.This design is based only upon parameters shown,and is for an individual building component,riot a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate thy design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qualify Criteria,055-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996170 PL15-398_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 1.530 s Jul 11 2014 Mick Industries,Inc. Fri Nov 27 10:55:58 2015 Page 1 I D:zs2ygYHMYItI_Z1 p9y12t1 yAg??-cdRxWZF_GctvMVy2112WHIWp2Dne4k9lgkTCutyEzr? I 1-6-0 1 1-3-4 1 1 1-1-10 i 1-0-0 1 1 1-2-0 1 10-8-61 Scale=1:38.1 3x4 = 4x8 = 3x4 II 4x4= 3x5- 3x4- 3x4 - 3x4 - 3x4 = 3x6 FP= 3x4 = 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 .L7' I. -N / \ / \ / N / N Z' iN X N-1/ N / a- m o o p e a a a o r: 35 34 33 32 31 30 29 28 27 26 25 24 23 4x5 = 3x8= 4x6=3x6 FP=4x5= 3x5 = 3x5= 3x4 = 3x5 = 3x5 = 3x5= 3x4 = 14-0-14 I 3-0-4 I 12-10-14 1?-5-14j 1 22-4-12 I 3-0-4 9-10-10 0-7-0 b-7-0 8-3-14 Plate Offsets(X,Y)- [12:0-1-8,Edge],[27:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.16 27 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.25 27 >941 360 BCLL 0.0 Rep Stress Ina- YES WB 0.91 Horz(TL) 0.02 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:34-35,33-34,31-33. REACTIONS. (lb/size) 23=693/Mechanical,34=2158/0-7-0,35=-893/0-2-4 Max Uplift35=-984(LC 4) Max Grav 23=693(LC 4),34=2158(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2846,3-4=0/2846,4-5=0/872,5-6=0/872,6-7=574/0,7-8=574/0,8-9=1631/0, 9-10=-1631/0,10-11=-2296/0,11-12=-2296/0,12-13=2565/0,13-14=-2565/0. 14-15=-2528/0,15-16=2528/0,16-17=-2528/0,17-18=2064/0,18-19=-2064/0, 19-20=-1227/0,20-21=1227/0 BOT CHORD 34-35=1498/0,33-34=1735/0,30-31=0/1148,29-30=0/2013,28-29=0/2565, 27-28=0/2565,26-27=0/2603,25-26=0/2342,24-25=0/1690,23-24=0/663 WEBS 2-35=0/1800,2-34=1780/0,12-29=548/0,10-29=0/396,10-30=-537/0,8-30=0/677, 8-31=-804/0,6-31=0/946,6-33=1070/0,4-33=0/1208,4-34=-1446/0,21-23=928/0, 21-24=0/790,19-24=-649/0,19-25=0/523,17-25=-389/0,17-26=0/261,14-27=-266/229 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. R F 3)Refer to girder(s)for truss to truss connections. �� QF 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. Co• G]N Ek- tSs, 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 ��\ (�� F,9 02 be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. Lr 87022 P E �c" / u7 , � �-oj,OREGON rp QJ O�SMBER �" A HEP. EXPIRES:06/30/2017 November 30,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. 11111. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and ICS!Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sure 109 Citrus Heights,CA 95610 Job Truss Truss Type .Qty Ply POLYGON R45996171 PL15-398_UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:55:59 2015 Page 1 ID.zs2ygYHMYItl_Z1 p9y12t1 yAg?7-4q_JjvGd1wQmzfXFl?Zlpy3?Cc7vpDxu3ODIQJyEzr_ 1 1-3-0 i 1-5-0 1 1 1-5-6 1 2-0-0 1 1 1-2-0 Ifs Z-i Scale=1:37.1 3x4—1.5x3 II 4x6 = 3x4 II 3x10 = 1.5x3 I I 3x4= 1,50 II 3x4 = 1.5x3 II 3x6 FP= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 ..al 1 9/..„,,.........4.4.4% a .0000000000_iiiii44%.4.044.4. .1! o- e m e e e e 23 22 21 20 19 18 17 16 15 4x5= 3x8 = 3x6 FP= 3x10 = 3x6 = 1.5x3 II 3x4 = 3x6= 3x4= 2-11-0 I 21-3-0 I 2-11-0 18-4-0 Plate Offsets(X,Y)— 18:0-1-8,Edgej,[17:0-1-8,Edge],[23:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Inc( YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 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, Except: 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical Max Uplift 23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=-251/0,6-7=-1993/0,7-8=1993/0, 8-9=-2337/0,9-10=-2337/0,10-11=1912/0,11-12=1912/0,12-13=-1912/0 BOT CHORD 22-23=1154/0,21-22=1215/0,20-21=1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=1729/0,8-19=553/0,6-19=0/810,6-20=-1172/0,4-20=0/1608, 4-22=-1567/0,13-15=-1276/0,13-16=0/866,10-16=-427/0,10-17=-159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. PR°FFs"\��-° s GINE,(- / ' .spANR 2<c , 870 2PE r � cv �^3 OREGON `19 O<I A. HES EXPIRES:06/30/2017 November 30,2015 4 s AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996172 PL15-398 UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries.Inc.Fri Nov 27 10:56:01 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1yAg???-OC�638bHtZXgTDygdQQbDuNBHVQikHAIBWiisUCyEzgy 1 1-0-0 1 0/ 1{1.1_1_,2.1.__H r`2"1 1 1-2-0 1 1-2-0 I l 1-2-0 1 1-2-0 1 Scale=1 36.4 4x4-4x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4 = 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 ..N a / /\6/ '\ / '\ /\ / V o /AIL 4\44... -e a o 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4 = 4x6 = 3x6=3x6 FP= 3x5 = 3x5= 3x5 = 3x5= 4x4= 3x5 - 4x6 - 3x4 = 1.5x4 SP= 15-6-14 I 14-4-14 11-11-111 1 21-4-0 I 14-4-14 0-7-0 7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[27:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:107 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) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=-1712/0,4-5=3036/0,5-6=-3036/0,6-7=-3981/0,7-8=3981/0, 8-9=-4547/0,9-10=-4547/0,10-11=-4727/0,11-12=4727/0,12-13=-4554/0, 13-14=-4554/0,14-15=-4554/0,15-16=3935/0,16-17=3935/0,17-18=3339/0, 18-19=-3339/0,19-20=-1950/0,20-21=-1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=-1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=724/0,6-31=0/598,8-31=-460/0,8-30=0/334,12-28=255/55,15-28=0/498, 15-27=885/0,21-23=-1366/0,21-24=0/1190,19-24=-1014/0,19-25=0/807, 18-25=20/270,17-25=1150/0 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)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be C..,0) P R OFEs attached to walls at their outer ends or restrained by other means. '` NG]NE -R o 87022PE r - �-o>, OR EG•N ti?0 40 ka A H EPk EXPIRES:06/30/2017 November 30,2015 a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MA-7473 rev.10/03/2015 BEFORE USE. Milt. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T111 Quality Criteria,DSI-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996173 IPL15 396_UPPER F06 Floor - 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:02 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg77-UPgRLxIVKroKg6Fq_87SRbhVvg7KOYoKlMRPOeyEzgx [ 1-6-0 1 1-3-4 1 1 1-1-10 1 1-Q-0 1 1 1-2-0 110-11-2 1 Scale=1:38.5 3x4 = 4x8= 3x4 II 4x5= 4x4 = 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x4 = 3x4 1 2 3 4 5 6 7 8 9 10 11 12 132N * A 15 16 179 2022 ®o 0 10' 0 �\ a e ® oa_ m • P. o :I I> / \ / \ / /N ,/ / / N / N / 9 ct WO - = s a e 24 23 4x5= 3x8 = 3x6 FP= 4x5 = 3x5= 3x5 = 3x4= 3x5= 3x5 = 3x5= 3x4 = 4x6 - 14-0-14 I 3-0-4 I 12-10-14 1U-7-0 5-11 1 22-7-8 I 3-0-4 9-10-10 8-6-10 0-7-0 Plate Offsets(X,Y)- 112:0-1-8,Edge],[27:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) t/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.17 27 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.26 26-27 >899 360 BCLL 0.0 Rep Stress Ina- YES WB 0.94 Horz(TL) 0.03 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:113 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, Except: 6-0-0 oc bracing:34-35,33-34,31-33. REACTIONS. (lb/size) 23=701/0-2-12,34=2195/0-7-0,35=-917/0-2-4 Max Uplift 35=-1009(LC 4) Max Gray 23=702(LC 4),34=2195(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2915,3-4=0/2915,4-5=0/915,5-6=0/915,6-7=-555/0,7-8=-555/0,8-9=-1636/0, 9-10=-1636/0,10-11=-2324/0,11-12=-2324/0,12-13=-2618/0,13-14=-2618/0, 14-15=2578/0,15-16=-2578/0,16-17=-2578/0,17-18=-2096/0,18-19=-2096/0, 19-20=1244/0,20-21=-1244/0 BOT CHORD 34-35=1534/0,33-34=-1790/0,30-31=0/1141,29-30=0/2031,28-29=0/2618, 27-28=0/2618,26-27=0/2665,25-26=0/2384,24-25=0/1715,23-24=0/671 WEBS 2-35=0/1844,2-34=1820/0,12-29=579/0,10-29=0/411,10-30=-553/0,8-30=0/694, 8-31=-821/0,6-31=0/963,6-33=1086/0,4-33=0/1225,4-34=-1464/0,21-23=940/0, 21-24=0/801,19-24=-661/0,19-25=0/534,17-25=402/0,17-26=0/273,14-27=-268/229 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. •3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)23,35. Q`E[} P R OFF 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �'`� GI NE LS' Ns/ at the bearings.Building designer must provide for uplift reactions indicated. �\ � R �2 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 "9 be attached to walls at their outer ends or restrained by other means. 4Z- 870 2 P E r 6)CAUTION,Do not erect truss backwards. -7 -'3, N (15) ,,44./ �'�SMB E R A��P� A HEP` EXPIRES:06/30/2017 November 30,2015 s ft ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI. Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,058-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996174 PL15-398 UPPER F07 Floor 2 1 _ - Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:04 2015 Page 1 ID:zs2ygYHMYIU_Z1 p9y12t1 yAg??-RnoCmcJIsS224QPC5Z9wWOmgUdkyUYzdDfwW5XyEzgv 10-10-0 1 1 1-2-0 1J.1 10-9-0 1 0-9-0 1 10-9-0 10-9-0 110-9-0 10-9-0 1 Scale=1:34.3 3x4= 4x4= 4x4 = 3x4 = 3x4 = 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 3x4= 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 24 25 2 ; a _. o -.. d a - a - ;v ®Y 0 a \7\!/\ /\ : N • o a a o o a e B o- a s e ►� 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5 = 3x6 = 4x5= 3x4 = 1.5x4 SP= 3x5= 14-4-14 I 13-2-14 1p-9-141 1 20-2-0 I 13-2-14 b-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Incl. YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1379/0,3-4=-1379/0,4-5=-2483/0,5-6=-2483/0,6-7=-3317/0,7-8=3317/0, 8-9=-3881/0,9-10=-3881/0,10-11=4177/0,11-12=-4177/0,12-13=-4200/0, 13-14=4200/0,14-15=-3978/0,15-16=3978/0,16-17=3978/0,17-18=3617/0, 18-19=-3075/0,19-20=3075/0,20-21=-2299/0,21-22=2299/0,22-23=-1261/0, 23-24=-1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=-412/0,18-30=0/367,2-40=-1112/0,2-39=0/1003,4-39=897/0,4-38=0/796, 6-38=690/0,6-37=0/590,8-37=-483/0,8-35=0/383,10-35=277/0,24-26=-1072/0, 2427=0/977,22-27=-890/0,22-28=0/798,20-28=-701/0,20-29=0/560,14-32=-268/42, 16-32=317/0,17-32=0/880,18-29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. CL~_0 P R OFFS 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. �'` ��NEc S'/ 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 ,� fGN `'7 Q2 be attached to walls at their outer ends or restrained by other means. `P 870 2PE 7 4?, OREG N ti�q� C�.S�'1B E R ,��pc' A HER EXPIRES:06/30/2017 November 30,2015 e F ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIl-7473 rev.10/03/2018 BEFORE USE. Design valid for use only with MiTek®O connectors.This design is based only upon parameters shown,and is for an individual building component,not Mil . a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996175 PL15-398 UPPER F08 Floor 1 1 _ Job Reference(optional) Pacific Lumber&Truss Co.. Beaverton.Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:052015 Page 1. ID:zs2ygYHMYItI Z1p9y12t1yAg??-v_MayKNdmAvia_PfGg93DJ2719nCzgmRJg4dzyEzqu 1 1-6-0 1 1-3-4 1 1 1-4-10 1 2-0-0 1 1 1-2-0 II 1-1-10 1 1 1-3-11 1 1-3-0 1 Scale=1:39.1 1.5x3 II 1.5x3 II 3x5= 3x6= 1.5x3 II 1.5x3 I I 3x6 FP= 3x5 = 1.5x3 II 1 2 V 5 6 7 8 9 10 11 12 13 14 15 e a _. 1017 23 22 21 20 19 18 17 16 3x6= 3x6 FP= 3x8= 3x5 = 1.5x3 II 1.5x3 II 3x6= 3x8 = 14-0-14 I 3-0-4 I 12-10-14 10-5-l. I 19-7-0 I 22.4-11 I 3-0-4 9-10-10 7-0 5-6-2 2-9-11 0-7-0 Plate Offsets(X,Y)— (8:0-1-8,Edge],(9:0-1-8,Edge] LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.09 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.14 20-21 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.61 Horz(TL) 0.01 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:105 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 6-0-0 oc bracing. REACTIONS. (lb/size) 16=371/0-3-12,24=1523/0-7-0,25=-504/0-4-4,17=1310/0-5-8 Max Uplift16=-458(LC 6),25=-596(LC 6) Max Gray 24=1524(LC 3),17=1312(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1761,3-4=0/1762,4-5=298/0,5-6=-298/0,6-7=1358/0,7-8=1358/0, 8-9=-1201/0,9-10=749/0,10-11=-749/0,11-12=-749/0,12-13=0/1257,13-14=0/1254 BOT CHORD 24-25=91710,23-24=-779/0,22-23=-779/0,21-22=0/979,20-21=0/1201,19-20=0/1201, 18-19=0/1201,16-17=597/0 WEBS 2-25=0/1103,2-24=1148/0,8-21=122/284,6-21=0/426,6-22=764/0,4-22=0/1198, 12-17=1333/0,12-18=0/910,4-24=1200/0,9-18=-634/0,14-16=0/762,14-17=892/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 't�,w) PRopeOn �C?�5 tiNO�NFF9 io* Q 87022PE 10- // 5. u' � N -57 �'OJ, OREGON ti9 O(C/ 'AOr) SER 1N P� %.3 A. H E?, EXPIRES:06/30/2017 November 30,2015 ....- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 14111. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiWek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,058-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Sure 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996176 PL15-398_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries.Inc. Fri Nov 27 10.56.07 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-rMTKPeMe9NQdxt8nmhid8eOLYrlYguc3vd9AiryEzgs 10-10-0 I IO-8-4 I I 1-2-0 i9-= 10-9-0 i a9-°1 10-50 10-9-0 1 10-9-0 10-9-0 I Scale=1:34.8 3x4= 4x4= 3x4 = 3x4 = 3x4= 3x4 = 3x4= 3x6 FP= 4x4= 3x4 = 3x4= 4x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 e is o •o o e - e - e •: / \ /\ /\ /\ e a � o e o / v ./N o . o v e v e� a \ /\ / \ / \e cl 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 4x5 = 3x6 FP=3x5 = 3x5= 3x5 = 3x5= 4x5 = 3x5= 4x5= 4x5 = 3x4= 1.5x3 SP= 3x6= 14-7-12 I 13-5-12 114-0-12i 1 20-4-13 I 13-5-12 13-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Ina YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012ITP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-2518/0,5-6=-2518/0,6-7=-3371/0,7-8=3371/0, 8-9=-3953/0,9-10=3953/0,10-11=-4267/0,11-12=4267/0,12-13=-4306/0, 13-14=-4306/0,14-15=-4116/0,15-16=-4116/0,16-17=-4116/0,17-18=-3686/0, 18-19=-3121/0,19-20=-3121/0,20-21=-2331/0,21-22=-2331/0,22-23=-1277/0, 23-24=1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=-355/0,18-30=0/383,2-40=-1126/0,2-39=0/1017,4-39=910/0,4-38=0/810, 6-38=-704/0,6-36=0/603,8-36=-496/0,8-35=0/396,10-35=291/0,16-32=-281/0, 17-32=0/823,24-26=-1086/0,24-27=0/990,22-27=904/0,22-28=0/812,20-28=713/0, 20-29=0/570,18-29=-1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �Q`�� PR QFes 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ,, cr be attached to walls at their outer ends or restrained by other means. �\ ��G� 2PE �Q2 870 2PE yr 7 c% OREG N rim OIY on -BER 'N ,- LI A HER EXPIRES:06/30/2017 November 30,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml/-7473 rev.10/03/2015 BEFORE USE. Mil. Design valid for use only with MTeke connectors.This design is based only upon parameters shown,and is for an individual building component,riot a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek_ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and ICS'Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury WINDimensions are in ft-in-sixteenths. j44Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-146 wide truss spacing,individual lateral braces themselves r)1 161 WEBS 4 may require bracing,or alternative Tor I p AliriaM bracing should be considered. A411 i 3. Never exceed the design loading shown and never IMAp U Al stack materials on inadequately braced trusses. U 1 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C6-7 C5-6 designer,erection supervisor,property owner and plates 0-1hg' 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/TP1 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-131 1,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 #1. Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. 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. ■M O reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only...--=.40lilt 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 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, ile 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. 10/03/2015 MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-A REVISED 1 1-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1560775 thru K1560790 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. '\<<- � N‘ko PR ores s 7GIN \ 1 89782PE V OREGON O ¢ "9,9k I4AY 1 ; U L ' /E4EP(11121,1_12.Qtfi, November 30,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 15'— 2.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF k16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-07-02 7-06-14 T ' T 12 IIM-4x4 12 10.90 [77 3 10.90 Iii VAIAMIIIIIIIII A co lull o O M-3x4 M-3x4 �E� P R QpF y1-00 y 15-02 y1-00 y ��' NGINEL�`,4 `S/O 4t- 89782PE 1- • JOB NAME : 3413—A REV. POLYGON NW — Al .. .,_.,1� `00.' ' • Scale: 0.3404 WARNINGS: GENERAL NOTES, unless otherwise noted: V ("� 1.Builder and erection contractor should be advised ofd General Notes 1.This deign is based only upon the parameters shown and h for an Individual �j f_OREGON h" Truss: A1 and Warnings before construction commences. budding component.Applicability of design parameters and proper j// V M 2.So4 compression web bracing must be installed where shown c. incorporation of component Is the responsibility of the building designer. +1J V A C\h 3.Additional temporary bracing to Insure stability during construction 2.Deign oderassu10 the top and cetybottu chords to W laterally braced at 7 'l Y 1 �L! le the reaponsbltty of lin erector.Additional permanent bracing of 7 o.e,and al 10'o.c.respectively unless braced throughout their length by v continuous sheathing such as plywood sheething(TC)end/or drywel(BC). p. 1 I 1 v, DATE: 11/30/2015 the overall structure is the responslblity of the bolding designer. 3.2a Impact bridging or lateral bracing required where shown n c I'7 fv j L. SEQ.: K 15 6 0 7 7 5 4.No bad should be applied to any component until snar all bsedng and 4.Installation Ohms Is the responsibility of the respective contrador. fasteners are complete and at no time should any bads greater than 5.Deign assumes trusses are to be used in a non-corrosive environment. deign bads be applied to any component. and ere for'dry condition"of use. TRANS I D: LINK6.Design assumes full bearing at el supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over end assumes no responsibility for the necessary. I,, fabrication,handling,shipment end Instiss tetion of components. 7.Deign assumes adequate drainage Is provided. November 30,201 5 6.TMs design is banished subject to the limitations ut forth by 5.Pates shall be bated on both faces of truss,and placed ec their anter TPWVTCA In SCSI,copies of which wIN be furnished upon request. tree coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA.Inc./CompxiTrus Software 7.6.6(1L)-E 10.For bask connector plate design values see ESR-1311.ESR-1966(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA; LOAD DURATION INCREASE = 1.15 1- 3=(-724) 317 1- 8-(-421) 531 3- 9=(-412) 423 2x6 KDDF #1&BTR T1 SPACED 24.0" O.C. 2- 4-) 0) 0 8- 9=(-387) 534 4- 9-)-284) 490 BC: 2x4 KDDF #1&BTR 3- 4=(-545) 308 9- 6-(-185) 448 9- 5-)-164) 138 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-566) 370 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=)-716) 355 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF ________= LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"0C UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -750/ 622V -126/ 134H 153.50" 1.00 KDDF ( 625) _____----_____ ___= REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12'- 9.5" 0/ 318V 0/ OH 153.50" 0.51 KDDF ( 625) 27'- 6.0" -269/ 778V 0/ OH 5.50" 1.24 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. vertical members (uon), VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REFER TO COMPUTRUS STANDARD MAX LL DEFL = 0.015" @ 19'- 11.0" Allowed = 0.712" Unbalanced live loads have been GABLE END DETAIL FOR COMPLETE MAX TL CREEP DEFL = -0.020" @ 19'- 11.0" Allowed = 0.950" considered for this design. SPECIFICATIONS. MAX LL DEFL = -0.002" @ 28'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 28'- 6.0" Allowed - 0.133" 1-00 27-06 ,( ,( ,r MAX HORIZ. LL DEFL - -0.007" @ 27'- 0.5" 14-09 2-06-05 3-07-11 3-08-09 3-10-07 MAX HORIZ. TL DEFL - 0.009" @ 27'- 0.5" 1' ,r i' ' 1' T 2 12 =M-4x4+ .. 12 Design conforms to main windforce-resisting 10.90 7 N10.90 system and components and cladding criteria. Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.a, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. s,:-4x6 , illiiil1iJPlli5x3 . 141 1 ,I" AI .O M-3A s 0.25" M-3x4 - 0D p it 04, M-3x4+ M-5x12(S) .. :(:5'N 1; 1, 19-11 /, 7-07 1• ��.� ,NGINE�C� rot 1, 1, 1, �" 89782PE 9c' 1-00 27-06 1-00 • JOB NAME: 3413-A REV. POLYGON NW - B1 "�� . -.OW' Nig Scale: 0.1890 OREGON 40 w WARNINGS: GENERAL NOTES, unless otherwise noted: 174, �O�' 1.Suede and erection contrador should be advleed of al General Notes 1.This design h based only upon the parameters shown and is for en Individual ..A j/G�/ Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 '1 R y '1 !' Incorporation 2.2x4 compression web bradng must be installed where shown*. 2. of component Is the responsibility of the budding designer. f,...U temporary bracing to Insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at 1Y 3.Additlon `` [1��(/ le the responsibility of the erector.Additional permanent bracing of 7 o.c,and at 17 o.c.respectNely unless braced throughout their length by /q U L `, continuous sheathing such as ptywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bndng required where shown** SEQ.: K1560776 4.No bad should be applied to any component until after a1 bradng and 4.Installation of truss lathe responsibility of the rsspsctiva contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses areto be used In a non-corrosive environment, TRANS IDLINK desgnbadsbeapplledtoanycomponeM. and are for"dry condition"of use. EXPIRES: 12/31/2016 5.CompuTrus has no control over and mourn.,no reaponsibllly for the 6.Design assumes full bearing al ell supports shown.Shim or wedge If necessary. November 30,2015 fabrk:atlen,hanMkp,shipment and installation of components. 7.Design assumes adequate drainage le provided. 8.This design M furnished sub)ect to the Imitations tet forth by e.Plates shall be located on both faces of truss,and placed so their center TPIW CA In BCSI,copies of which will be furnished upon request. Ines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 27-06-00 GIRDER SUPPORTING 40-02-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-13563) 3066 1- 6=(-2136) 9789 2- 6=(-1272) 6129 BC: 2x8 KDDF #1&BTR 2- 3=) -9054) 2199 6- 7=(-2136) 9795 2- 7=(-4539) 1203 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -9054) 2199 7- 8=(-2136) 9795 7- 3=(-2814) 11598 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 9- 5=(-13563) 3066 8- 5=(-2136) 9789 7- 4=(-4539) 1203 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0^ TO 27'- 6.0" V 8- 4=(-1272) 6129 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 477.1)+DL( 394.4)= 821.5 PLF 0'- 0.0" TO 27'- 6.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -2759/ 12176V -314/ 319H 5.50" 19.98 KDDF ( 625) II' ( 3 ) complete trusses required. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 27'- 6.0" -2759/ 12176V 0/ OH 5.50" 19.48 KDDF ( 625) Join together 3 ply with 3"x.131 DIA GUN nails staggered at: ... 9" oc in 2 row(s) throughout 2x6 top chords, NA 4" oc in 2 row(s) throughout 2x8 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.091" @ 20'- 2.0" Allowed = 1.329" MAX TL CREEP DEFL = -0.184" @ 20'- 2.0" Allowed = 1.772" 13-09 / 13-09 MAX HORIZ. LL DEFL = 0.032" @ 27'- 0.5" / I I f MAX HORIZ. TL DEFL = 0.053" @ 27'- 0.5" 7-05-12 6-03-04 6-03-04 7-05-12 T T T T T 12 12 Design conforms to main windforce-resisting M-4x10system and components and cladding criteria. 10.90 17 a 10.90 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 it( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 1 Truss designed for wind loads in the plane of the truss only. M-3x8 M-3x8 M-5x16 M-5x16 r Y �li��1111Iiiii Y 1 M-4x10 -M-10x10 M-4x10 M-7x8(S) y 7-04 y 6-05 y 6-05 y 7-04 y �?`vo P R()FFS' 0. y 15-06 l 12-00 y \�<, ..... t s�' 27-06 �- :9782PE �v JOB NAME : 3413-A REV. POLYGON NW - B2 .r Scale: 0.1866 �/ WARNINGS: GENERAL NOTES, unless otherwise noted: r-,'4Z/ OREGON X40 I.Builder and erection contractor shook be advised of al General Notes I This design N based only upon the parameters shown end N for en individual O �� Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.214 compression web bracing mutt be Installed where shown a. Incorporation of component is the rosponstblity of the budding dsslgner. .e9A pt C 3.Additional temporary Wacap to Insure stability during construction 2.Design assumes the lop end bottom ..ion to be throughoutaterally braced at 7 `1 Is the responsibility of the ardor.Additional permanent bracing of n o.e.and at ea10'o.c.respectively unless Weed d/their length by continuous sheathing such es plywood sheething(TC)and/or drywel(BC). PA U L DATE: 11/30/2015 the overal atmcture Is the responsibility of the building designer. 3.21 Impact bridging or lateral bracing required where shown++ S E K1560777 4.No bad should be applied to any component ural after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. Q' feateners ere complete and at no time should any beds greater than 5.Design assumes tenses are to be used Ina noncorrosive environment, design bade be applied to any component. end are for"dry condition'of use. TRANS I D: LINK 6.Design assumes full bearing st all supports shown.Shim or wedge If EXPIRES: 12/3112016 5.CompuTrus has no control over and assures a responsibility for the euesery. Imbrication,handling,shipment and Instalistion of components. 7.Design assumes adequate drainage Is provided. November 30,201 5 8.This design is furnished subject to the limitations set forth by 8.Metes steal be located on both faces of truss,and placed so their center TPVWTCA In BCSI,copies of vetch will be furnished upon request. lines coincide with)ohm center lines. 9.Digits Indicate sloe of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For bass connector plate design values see ESR-1311,ESR-t988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 16'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 8-00 8-00 f 1 '1 12 IIM-4x4 1z 10.90 177 2 a 10.90 MMEMMEMMEMMEMMEMMEMMEMEMMEMMEMMEMMEMMEMMEMMED o �, rNiii o =M-4x4 =M-4x4 y yy `����'0 P R QFF•16-00 1-00 CNGINE. `4-1 2 ...c-- 89782P E 9r JOB NAME : 3413—A REV. POLYGON NW — GGE • Scale: 0.3299 / J WARNINGS: GENERAL NOTES, unles.otherwise noted: V 4) 1.Builder and erection contractor should be advised of a1 General Notes 1.This design Is based only upon the parameters shown and h for an Individual OREGON ". Truss: GGE and Waminge before construction commences. building component.Applicability of design parameters and proper ► `' ('J ,` 2.2114 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. V L' (}� 3.Additional temporary bracing to Insure stability during construction 2.Deelgn assume.the top and bottom chords to be laterally braced d �°9 r n y { <<„ Is the responsibility of the erector.Additional permanent bracing of T o.c,and et 10'o.c.respectively unless bnwd throughout thele length by • \N1 continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). p/�U DATE: 11/30/2015 the overal stmdure Is the responsiblity of the binding designer, 3,2.Impact bridging or lateral bracing required where shown++ �"1 1.. SEQ.: K 15 6 0 7 7 8 4.No bad should be applied to any component until alter all bracing and 4.Instillation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design beds be applied to any component. end are for"dry condition"of use. r7 r�{/r� .l�* TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for me 6.Design assumes full bearing al all supports shown.Shim or wedge If EXPIRES: 12/3 i/20 1 V necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drsinege is provided. November 30 8.This design le furnished subject to the limitations set forth by 8.Plates shill be located on both has of truss,and placed so their center ,2015 TPUWTCA In SCSI,copies of which will be Nmished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plata In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 40'— 0.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD - 42.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 19-11-08 20-01 T T T 13-03-01 6-08-07 6-08-07 13-04-09 T f T T f 12 IIM-4x4 12 7.50 F77 Q 7.50 M-3x5(S) M-3x5(S) ♦01/17 44 u, vo 0 0 L L.] -C7 v, 0 0 o o M-3x5(S) M-3x5(S) I M-3x4 M-3x4 1.— 15-09-08 y 8-04 y 15-11 '�-�`� PROr`vLr y ,,CaNGINEF�Airrqt,, 40-00-08 1-0g182PE '�C,, JOB NAME : 3413-A REV. POLYGON NW - Cl ,,,_,,,.,1'. . Scale: 0.2000 WARNINGS: GENERAL NOTES, unless other,dse noted: V 1Budder 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 ,� 'VA OREGON o Truss: Cl and. ~flings before constnxlbn commences. bulking component.Applicability of design parameters and proper f/ I(y 2.2x4 compression web bracing must be entailed where shown+. incorporation of component Is the rospo chords to of the budding designer. .,�y�4 ` �� 3.Additional temporary bracing to insure stability during construction 2.Oesign assumes til top and bottom dards to ba latanly braced at 77 '1 by Is the responsibility of Me erector.Addtional permanent brodng of 7 nein and st 1 Q o.c.rsuch a.ety unless braced Throughout their length) NI continuous sheathing such as plywood eheathing(TC)and/or drywall(BC). PA U t DATE: 11/30/2015 the overal structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ 1 4 SEQ.: K1560779 4.No bad should be applied to any component until after all bracing and 4.Installation of true is the neaponalbilty of the respective contracto, fasteners aro complete and at no time should any bads greater than 5.Design assumes trusses ars to be used Ina noncorrosive environment, T RAN S 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 assumes hid bearing at ell supports Shawn.Shim or wedge If EXPIRES: 12131/2016 necessary. Imbrication,handling,sidpmsnt and installation of component.. 7.Design assumes adequate drainage is provided. November 30 6.This design is banished subject to the limitations sit forth by 8.Plates shall be boiled on both faces of tons,and placed so their center ,2015 TPWVICA In BCSI,copies of*filch v41 be furnished upon request. Ines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc,/CompuTrus Software 7.6,7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1-2633) 1077 1- 9=(-750) 2322 2- 9=(-277) 387 BC: 2x4 KDDF $l&BTR SPACED 24.0" O.C. 2- 3=(-2520) 1212 9-10=(-471) 1952 9- 3=(-309) 550 WEBS: 2x4 KDDF STAND 3- 4=1-2032) 1105 10-11=(-195) 1440 3-10=(-674) 563 LOADING 4- 5=(-2035) 1088 11-12=(-504) 1816 10- 4=(-471) 1029 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2540) 1157 12- 7=1-727) 2107 4-11=(-476) 1040 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2650) 1035 11- 5=1-686) 568 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 83 5-12=(-262) 573 OVERHANGS: 0.0" 16.5" 12- 6=(-297) 346 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -264/ 1707V -313/ 303H 5.50" 2.73 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 0.5" -326/ 1643V 0/ OH 5.50" 2.95 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.135" 9 26'- 7.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.250" 9 15'- 9.5" Allowed= 2.608" MAX LL DEFL = -0.008" 0 41'- 5.0" Allowed= 0.138" MAX TL CREEP DEFL = -0.010" 0 41'- 5.0" Allowed= 0.183" MAX HORIZ. LL DEFL = 0.060" 9 39'- 7.0" MAX HORIZ. TL DEFL = 0.095" 8 39'- 7.0" 19-11-08 20-01 .f 1 f Design conforms to main windforoe-resisting 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 system and components and cladding criteria. Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 p M-9x6 Q 7.50 load duration factor=l.6, 4.0" End vertical(s) are exposed to wind, i- 4 45( Truss designed for wind loads Siin the plane of the truss only. M-5x6(S) M-5x6(5) .25" 0.25" 47.° eY 1'e e-I N , M-1.5x3 M-1.5x3 in 0Al111111 / • /dililliilliblde.. 0 O l r 9 10 11 12v. I -3x6 M-3x4 0.25" 0.25" M-3x4 6 (� y y M=5 (S) M=5xy(s) y �`�"J J�L7iIN �c� /ems y 8-02 7-07-08 8-04 7-07-08 8-03-08 y y �� CW:97g2PE -� 40-00-08 1-04-08 JOB NAME : 3413-A REV. POLYGON NW - C2 yr Mir Scale: 0.1555 L,,. / WAIWINOB: GENERAL NOTEl, anima otherwfee noted: v,, •REGON 1.Budder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parametew shown and Is loran Mdividuel �� 5 ♦', <1,- Truss: C2 and VWmirps before construction commences. budding component.Applicability of design parameters and proper V 2.2e4 cempree n web bndng must be Installed where shown e. Incorporation of component is the responsibility of the buddesigner. ding desi 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom dards to be laterally braced at [ti VI Is the responsibility of the erector.Additional permanent bracing of c o.e,and et 1D'o.e.respectively unless braced throughout their el)N by A U L `i DATE: 11/30/2015 the ovenl structure is the reaponsiblity of the budding designer. continuous sheathing such as plywoodre uh.dsheatl ere ehoan)and/or drywsA(BC). 3.2z Impact bridging or lateral bracing required where dawn•+ SEQ.: K1560780 4.No bad should be applied to any component until after al bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and al no time ahoutd any bus ads greater than 5.Design assumes trses are to be used In a non-corrosive environment. end are for-dry condition-of use. EXPIRES: 12/31/2016 design bads be applied to any component. T RAN 5 I D: LINK 8.Design assumes full bearing al al supports shown.Shim or wedge If 5.CompuTrw has no control over end sewmee no responsibility for the nece.e.ry. November 30,2015 fabrication,handling.shipment and installation of components. 7.Design assumes edequete drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center TPVWICA In BCSI.copies of which ell be furnished upon request. Ines celndde with joint renter Ones. 9.MITek USA,InciCom Trus Software+7.6.6-SP2 1 L E 10.ForDigb sicicon elm of piste a Nukes. Pu ( )- For basic connector plate design values we ESR-7311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x4 KDDF Nl&BTR LOAD DURATION INCREASE = 1.15 1- 2=1-4162) 1836 1-11=(-1458) 3621 11- 2=( -405) 1158 6-16=(-473) 1050 BC: 2x4 KDDF i116BTR SPACED 24.0" O.C. 2- 3=(-2777) 1172 11-12=(-1311) 3229 2-12=( -791) 555 16- 7=(-686) 568 WEBS: 2x4 KDDF STAND 3- 4=(-2251) 1067 12-14=( -766) 2440 12- 3=( -28) 349 7-17=(-263) 573 LOADING 4- 5=(-2168) 1170 13-15=( -26) 64 3-14=) -618) 363 17- 8=(-297) 346 TC LATERAL SUPPORT 6= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1929) 1166 15-16-) -196) 1380 13-14=( -87) 0 BC LATERAL SUPPORT 6= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1969) 1088 16-17=( -504) 1759 14- 4=( -197) 180 TOTAL LOAD = 42.0 PSF 7- 8=(-2474) 1157 17- 9=( -728) 2080 14- 5=( -503) 1037 OVERHANGS: 0.0" 16.5" 8- 9=(-2607) 1035 14-15=( -358) 1722 LL = 25 POE Ground Snow (Pg) 9-10-) 0) 83 5-15=(-1103) 733 15- 6=( -587) 996 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -264/ 1681V -312/ 303H 5.50" 2.69 KDDF ( 625) 40'- 0.5" -326/ 1843V 0/ OH 5.50" 2.95 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.197" @ 13'- 4.0" Allowed= 1.956" MAX TL CREEP DEFL = -0.344" @ 13'- 4.0" Allowed = 2.608" MAX LL DEFL = -0.008" @ 41'- 5.0" Allowed= 0.138" MAX TL CREEP DEFL = -0.010" @ 41'- 5.0" Allowed= 0.183" 19-11-08 20-01 I ' MAX HORIZ. LL DEFL = 0.099" @ 39'- 7.0" 2-05-12 5-05 5-05 2-04 4-03-12 6-06-10 6-06-10 6-11-13 MAX HORIZ. TL DEFL = 0.159" @ 39'- 7.0" f f ' f f f f f 12 12 Design conforms to main windforce-resisting 7.50 M-4x6 Q 7 50 system and components and cladding criteria. 4'0rr Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f M-3x5 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-5x6(S) % M-5X6(S) End vertical(s) are exposed to wind, Truss designed for wind loads 0.25" 5 0. 5 N in the plane of the truss only. .-r 1 M-3x4 3 ,-i M-1.5x3 M-3x5 2 OD rn -3x8.0iiiiiiMMME!..-111111111L ,c, i j1 l M- x. 12 r 14 ,. 1a of of 1 M-3x4+ M-3x4 ID M-13 5x3 15 06.25" M-3x4 "M- 6 0 I 0 0 M-3x4+ 0 0 M-5x8 03.75 M-4x10 M-5x6(5) cp PROFES ;2 r y J' )" - y y cam' .�``GINE LI/ 2-05-12 5-05 5-05 2-04 8-05-12 7-07-08 8-03-08 �, �`4 i9 c2 y j y 1 1 12-04 10-10 26-10-08 1-04-081 ��" :9782PE �� 40-00-08 40 ...OrJOB NAME: 3413-A REV. POLYGON NW - C3 ;/ / - Scale: 0.1297 WARNINGS: GENERAL NOTES, unless otherwise noted: �j}_OREGON ,...„.7.- � - 1.solder and erection contractor should be advleed or ed/General Notes 1.This design Is based only upon the parameters shown and is for en Indlvk ��ual -5:9 (../ Q� Truss: C3 end Warnings before construction commences. building component.Applicability of design parameters end proper Pi Y '` < `. 2.2x4 compression web bredng must be Subbed when shown a. Incorporation of component Is the responsibility of the building designer. it ` sure stebhty during construction 2 Design assumes the top and bottom chords to M laterally braced at 3.Additional temporary bracing to irrI1 t� Is int responstbNly of the sudor.Additional permanent txaeErg of 7 o.c.and al 10'o.c.respectively unless braced throughout their length by /"��U�,,, `' continuous sheathing such as plywood eheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impart bridging or lateral bracing required where shown a. SEQ.: K 15 6 0 7 81 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 et no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, EXPIRES: 12/3112016 and are for"dry condition"of use. T RAN S I D: LINK destgn bads be applied to any component. 8,Design assumes NN bearing at ed/supports shown.Shim or wedge If assumes5.CompuTrus has no control over and assumes no responsibility for me necessary. November 30,2 015 fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to Se limitations set brth by 8.Plates shed/be located on both faces of truss,and placed so their center TPINVICA in SCSI.copies of which will be furnished upon request. Ines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA Irsc./CompuTrus Software+7,6.6-5P2(1 L)-E 10.For basic connector plate design value.see ESR-1311,ESR-19138(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4154) 1835 1-10=(-1458) 3603 10- 2=( -405) 1153 14- 6=(-586) 996 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2778) 1172 10-11=(-1311) 3212 2-11=( -787) 555 6-15=(-473) 1053 WEBS: 2x4 KDDF STAND 3- 4=(-2252) 1066 11-13=( -766) 2427 11- 3=( -28) 349 15- 7=(-688) 568 LOADING 4- 5=(-2169) 1170 12-14=) -26) 63 3-13=( -617) 363 7-16=(-322) 583 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1929) 1165 14-15=) -202) 1369 12-13=( -87) 0 16- 8=(-306) 399 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1972) 1106 15-16=1 -503) 1748 13- 4=) -197) 180 TOTAL LOAD = 42.0 PSF 7- 8=(-2485) 1224 16- 9=) -769) 2083 13- 5=( -503) 1033 8- 9=(-2610) 1087 13-14=( -396) 1711 ** For hanger specs. - See approved plans LL = 25 POE' Ground Snow (Pg) 5-14=(-1100) 744 BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -266/ 1682V -297/ 298H 5.50" 2.69 KDDF ( 625) 40'- 0.5" -265/ 1682V 0/ OH 5.50" 2.69 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.197" @ 13'- 4.0" Allowed = 1.956" MAX TL CREEP DEFL - -0.343" @ 13'- 4.0" Allowed = 2.608" 19-11-08 20-01 MAX HORIZ. LL DEFL = 0.098" @ 39'- 7.0" MAX HORIZ. TL DEFL = 0.158" @ 39'- 7.0" 2-07-08 5-05 5-03-04 2-02-04 4-05-08 6-06-10 6-06-10 6-11-13 f 1' T 'I' '' T ' ' ' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 7.50 17 Q 7.50 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 .19' load duration factor=1.6, *S% End vertical(s) are exposed to wind, M-3x55 % Truss designed for wind loads M-5x6(5) M-5x6(5) in the plane of the truss only. 0.25" 0.25" M-3x9 141111 III 3 M-1.5x3 M-3x8M-3x5 i .20.111111111 .h..„,„ ...,,,,_ / 4iiii... if, ko ui ' M-5x6 11 r- 13 •• 441 0 1M-3x4+ M-3x4 o 12 14 15 16 .8 0 IIM-3x4+ 1 M-1.5x3 0.25" M-3x4 M-3x6 0l 0 M-5x8 ..3.75 M-4x10 M-5x6(5) �O) PRQ1c y 2 y ), y y ), y y ,.....44, ,`GINS C �f y2-04y 5-05 5-06-12 2-04 8-05-12 7-07-08 8-03-08 ,I• �\ �`�' 19 cA_ y2-04 to-10 26-10-08 y ��L •9782PE YAC' 40-00-08 ./ JOB NAME: 3413-A REV. POLYGON NW - C4 Scale: 0.1347 / /,., NM WARNINGS: GENERAL NOTES, unleu otherwise noted: �� 7 OREGON o'., 1.Builder and erection contractor should be advised of el General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ' / '�'( 4 Y 5 2 �� Truss: C4 and Warning.before construction commences. building component.Applicability or design parameters and proper 2.244 compression web bracing must be Installed where shown.. Incorporation of component Is the responsibility of the buldin g designer. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom dards to be letenly brand el ' Is the naponsibilly of the erector.Additional permanent bracing of 7 o.c.and at 10'c.c.rb ob a.sly union braced throughout rtdry length by A U L �, DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. continuous sheathing or such a acinplywg reod uirshst when s erection drywal(BC). 3.2x Impact bridging or Wirral bracing required where shown•+ SEQ.: K1560782 4.No bad should be applied to any component untl after el bradng and 4.Installation of truss Is the responsibility of the respective contractor. 12/31/2016 fastener aro complete and at no time should any bads greater then 5.Design assumes busses are to be used Ina noncorrosive environment, EXPIRES: TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the O.Design assumes full bearing et el supports shovm.Shim or wedge If November 30,20 5 fsbrlcatlon,handling.*Omen and Installation of components. necessary. 7.Design assumes adequate drainage Is provided. 6.This resign Is furnished subject to the Imitations set forth by 8.Plates shall be located on both feces of truss,and placed so their canter TPWuTCA In 8CSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Olds indicate size of plate In Inches, MiTek USA,Ina./CompuTrus Software 7.6.7(1L(E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 8=(-750) 2311 2- 8=(-277) 387 11- 6=(-304) 399 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2520) 1212 8- 9=(-507) 1941 8- 3=(-309) 550 WEBS: 2x4 KDDF STAND 3- 4=(-2033) 1105 9-10=(-202) 1429 3- 9=(-674) 563 LOADING 4- 5=(-2038) 1107 10-11=(-503) 1805 9- 4=(-471) 1029 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2552) 1223 11- 7=(-769) 2122 4-10=(-476) 1043 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2659) 1087 10- 5=(-688) 567 TOTAL LOAD = 42.0 PSF 5-11=(-321) 583 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -267/ 1707V -298/ 298H 5.50" 2.73 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 40'- 0.5" -265/ 1706V 0/ OH 5.50" 2.73 ROOF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.135" @ 26'- 7.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.250" @ 15'- 9.5" Allowed = 2.608" MAX HORIZ. LL DEFL = 0.060" @ 39'- 7.0" MAX HORIZ. TL DEFL = 0.095" @ 39'- 7.0" Design conforms to main windforce-resisting 19-11-08 20-01 system and components and cladding criteria. f f 1' Wind: 140 mph, h=25.5ft, TCDL=4"2,BCDL=6,0, ASCE 7-10, 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 I f f f f 1 f load duration factor=ld6,Cat.2, Exp.B, MWFRS(Dir), ,I ♦ 12 12 End vertical(s) are exposed to wind, 7.50 M-4x6 Q 7 50 Truss designed for wind loads 4.0" in the plane of the truss only. 4 •hf )\ i M-5x6(5) M-5x6(S) 0.25" • 0.25" 3 \ / M-1.5x3 M-1"5x3 2 in Ag 0 0 in _ ... -0-........ ..............0...--... .....- ,...........-.- 4 0 1 M-3x6 M-3x4 8.25" b0.25" M-3x4 *M-3x6 I ,�Q��rt P R opz, M-5x6(S) M-5x6(S) .) J' y ) ). C,5 GI N ' `s/�l 8-02 7-07-08 8-04 7-07-08 8-03-08 C . {GN19 •2, y 40-00-08 Cr :97$2PE 17_,..... JOB NAME : 3413-A REV. POLYGON NW - C5 Scale: 0.1533 WARNINGS: GENERAL NOTES, unless otherwise noted: ' C/ _) 1.Builder and erection conbador should be advised of al General Notes 1.This design Is based only upon the parameters shown end Is for an individual '74Z, OREGON O�- Truss: C 5 and Warnings before construction commences. building component.Applicability of design parameters and proper /', 2 2.2x4 compression web bracing must be installed where shown*. Incorporation of component Is the responsibility o11M binding designer. .9 (/i1 G . 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom dards to d t latently Meed at 7 `1/Q "1 J ��j_ la the responsibility of the erector.Additional permanent bracing of 7 o.c.end at 10'o.c.respectively unless Mud throughout their length by V continuous sheathing such as plywood sheathing(TC)andlor drywal(SC). p/i U L 0 DATE: 11/30/2015 the overall structure Is the responelbliy of the building designer. 3.Z.Impact bridging or lateral bracing required where shown..* / SEQ.: K 15 6 0 7 8 3 4.No bad should be applied to any component until after al bracing end 4.Installation of truss la the responsibility of the respective contractor. fasteners aro complete and at no time should any bads greater then 5.Deign assumes trusses aro to be used in a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. and era for dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes lull bearing at sl supports shown.Shim or wedge If necessary. EXPIRES: 12/31/2016 fabrication.handling.aldpment and installation of components. 7.Design assumes adequate drainage la provided. November t ove m{•,e r 30 302015 8.This design is furnished sub)ad to the limitations set forth by 8.Pietas shell be located on both faces of tens.and piaud so their center l L! , TPWYTCA M SCSI,copies of vfikh WI be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate M inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 411&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2667) 1091 1- 9=(-766) 2364 2- 9=(-303) 399 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2560) 1227 9-10=(-477) 1968 9- 3=(-321) 582 WEBS: 2x4 KDDF STAND 3- 4=(-2047) 1110 10-11=(-198) 1449 3-10=(-688) 568 LOADING 4- 5=(-2045) 1092 11-12=(-507) 1824 10- 4=(-476) 1043 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2549) 1160 12- 7=(-730) 2114 4-11=(-476) 1040 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP 6- 7=(-2659) 1038 11- 5=(-686) 568 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 83 5-12=(-262) 573 OVERHANGS: 0.0" 16.5" 12- 6=(-296) 346 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0,- 0.0" -264/ 1711V -313/ 304H 5.50" 2.74 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIP. 40'- 2.0" -327/ 1849V 0/ OH 5.50" 2.96 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.137" @ 26'- 8.5" Allowed = 1.963" MAX TL CREEP DEFL = -0.255" @ 15'- 11.0" Allowed = 2.617" MAX LL DEFL = -0.008" @ 41'- 6.5" Allowed = 0.137" MAX TL CREEP DEFL = -0.010" @ 41'- 6.5" Allowed = 0.1830 MAX HORIZ. LL DEFL = 0.061" @ 39'- 8.5" MAX HORIZ. TL DEFL = 0.096" @ 39'- 8.5" 20-01 20-01 6-11-13 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 Design conforms to main windforce-resisting f ,( f f f ,( ' system and components and cladding criteria. 12 12 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ko 7.50 p M-9x6 ' 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 4 End vertical(s) are exposed to wind, n\ Truss designed for wind loads in the plane of the truss only. M-5x6(5)" 0.2M-Sx6(S) .255" 3 41 Ire M-1.5x3 M-1.5x3 iirAilhillit 0 0 4 ^' i Cil = .* .,i1 _0 PROF I 1 M-3x6 M-3x4 60 25" 1.25" M-3x4 +M- 6 1 M-5x6(S) M-5x6(5) y 8-03-08 y 7-07-08 y 8-04 y 7-07-08 y 8-03-08 y �`���NOON� i9 sra 40-02 1-04-08 4:t"' 89782PE fir" JOB NAME : 3413-A REV. POLYGON NW - C6 • . Scale: 0.1516 ^"'d WARNINGS: GENERAL NOTES, arise otherwise noted: V 40 1.Builder and eredlon contractor should be advised ofd General Notes 1.This design Is based only upon the parameters shown and is for an Individual 9 OR E G O N Truss: C6 and Warnings before construction commences. building component.Applicability of design parameters and proper �i O �` 2.2x4 compression web bracing mud be Installed where shown+, 2.Dedpn assumes the top and bottom chords to W teleran,/braced a '17,e, (/Incorporation of component Is the responsibility of the building designer. .e74Ry Ab ��'+ 3 Additional temporary bracing to Insure stability during construction Is the raspondblly of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by VSli continuous sheathing such as plywood sheathing(TC)andlor drywsl(BC). p U t DATE: 11/30/2015 the overal structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown+• A L SEQ.: K 15 6 0 7 8 4 4.No load should be applied to any component unll slier all bracing and 4.Installation of truss Is the responsiblaty of the respective contrador. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. T RAN S I D: LINK design bads be applied to any component. and are for-dry condition'of use. no6.Design assumes Mi bearing d all supports shown.Shim or wedge if EXPIRES: 12/31/2016 5.CompuTrus hes control over and assume.no spomibllity for the necessary labrlutlon,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished aub)ect to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 30,201 5 TPVWfCA in BCSI,copies of which all be furnished upon request. lines coindde with)old center lines. MITek USA,Inc./CompuTrus Software 7.6.7(1L}E 10.Digits,basclooncate ecstore pilef inches.values design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 40'— 2.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC; 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 20-01 20-01 T T T 13-04-09 6-08-07 6-08-07 13-04-09 T T T T ' 12 HM-4x4 12 7.50 1 2 Q 7.50 M-3x5(S) M-3x5(S) 111107V t0 w O O a M-3x5(S) M-3x5(S) of M-3x4 M-3x4 EO PR n1 y 15-11 y 8-04 y 15-11 �G,'� �NG,IN��� `rr0 40-02 Er 1-0,- '3C' ` �82PE JOB NAME : 3413—A REV. POLYGON NW — C7 ,.✓,� � Sca1 - 01993 WARNINGS: GENERAL NOTES, unless otherwise noted: / C., n 40 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 9,S OREGON r Truss: C7 and Wemings before construction commences, building component.Applicability or design parameters and proper 'Vi �1`r 2.2z4 compreeelon web bracing must be installed where shown•. incorporation of component Is the responsibility of the building designer. .A /► 3.Addeionel temporary bracing to insure stability during construction 2.Design aswmes the lap and bottom chords l0 d throughout aterally brand at � ^i Is the rseponsiDilty et the erector.Additional permanent bracing of 7 o.c.and 0 10'o.e.respectively unless braced their length by continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). rb/� DATE: 11/30/2015 the avers'structure Is the responsibility of the building designer. 3.So Impact bridging or lateral bracing required store shown•• �-5 U L SEQ.: K1560785 4.No bad should be applied to any component untl after al bracing end 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 ere to be used In a non-corrosive environment, T RAN S 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 6.Design assumes hail bearing at ail supports Mown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,MNpment and installation of components. 7.Design assumes adequate drainage is provided, November m b,e r 30 201 C 8.This design h furnished subject to the limitations sat forth by 8.Plates shall be located on both faun of truss,and placed so their center I V U r L V I�J TPUWiCA In SCSI,copies of which all be furnished upon request. Anes coincide with joint center Iines. 9.Digits Indicate size of plate In Inches. MTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1980(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 6.5" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, M-1.5x4 or equal at non-structural End vertical(s) are exposed to wind, vertical members (uon). LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. -- 12-06-08 1' 1' 12 4.00 v 2 -/ N O O cr ( 1 71 I//I/Ill/I//////////////////////////////////////////////////////////////////////////l/////// 0 3 1 M-3x4 1 ,I, .1- 1-00 1-00 11-06-08 y 12-06-08 PRO ,��c6-61 s ,` �NGINE , ro� 2° 89782PE -r JOB NAME : 3413-A REV. POLYGON NW - D1 Scale: 0.4806 .f,./ WARNINGS: GENERAL NOTES, unless otherwise noted. V (r) 1.Builder and erection contrador should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual -vim OREGON 7. Truss: D1 and Warnings before construction commences. building component,Applicability of design parameters and proper /, (1.2 'l 2.2x4 compression web bracing must be Installed where shorn,-. Incorporation of component Is the responsibility of the building designer. .9 '4 Fly A G `V �(Zr 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced al �7 :.l Ie the responcl6llity of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by lr continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). PA /�U L DATE: 11/30/2015 the overall structure la the responNbNlty of the building designer. 3.2x lisped bridging or lateral bracing required where shown++ /7 SEQ. : K1560786 4.No load should be applied to any component until atter all bradng and 4.Installation of truss Is the responsibility of the respective contractor, fasteners are complete and al no time should any bads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design Wads be applied to any component. and are for"dry condition"of use. 5.CompuTrua hes no control over and assumes no responsibility for the 6.Design assumes lull bearing at ell supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. 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 laces of truss.and placed so their center November 30,2015 TPIM/TCA In ECM,copies of which will be furnished upon request. lines coincide with Joint center Imes. 9.Digits Indicate size of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.7(10-E to.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 12.- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=)-721) 169 1-5=(-235) 630 5-2=) 0) 234 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-106) 98 5-6=(-238) 626 2-6=(-686) 208 WEBS: 2x4 KDDF STAND; 3-4=( -7) 3 6-3=(-165) 128 2x4 DF STAND 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 = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -66/ 559V -56/ 152H 5.50" 0.84 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 12'- 6.5" -66/ 495V 0/ OH 5.50" 0.79 KDDF ( 625) Unbalanced live loads have been - considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 1: Heel to plate corner = 5.25" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP '• For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.008" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.020" @ 6'- 8.1" Allowed = 0.531" MAX TL CREEP DEFL = -0.042" @ 6'- 8.1" Allowed = 0.708" 6-09-14 / f 5-04-14 0-03-12 MAX HORIZ. LL DEFL = -0.005" @ 12'- 1.0" 1' I ' MAX HORIZ. TL DEFL - 0.009" @ 12'- 1.0" 12 I 4.00 v M-1.5x3 4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. IIIF Wind: 140 mph, h=21.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, II (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-3x9 in the plane of the truss only. 2 N oO 1 of 7.� 5 6 o M-3x8 M-1.5x3 M-3x4 y y y 6-08-02 5-10-06 k Jr •1 1-00 11-06-08 c y 12-06-08 y ,(����D PROpCss )�`� ANG4NE�l4 r'2 C 89782PE /!.1- JOB NAME : 3413-A REV. POLYGON NW - D2 . Scale: 0.4181 '"RI WARNINGS: GENERAL NOTES, unless otherwise noted: Es" /' h 1.Bulder and cradles contractor atrould be advised of ail General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Jj/_OREGON O). Truss: D 2 and Warnings beton construction commences. building component,Applicability of design parameters and proper VI/� 2.2x4 compression web bracing must be Installed where shown•. Incorporation of component Is the responsibility of the building designer. C/ �'► 3.Addllonal temporary bracing to Insure'Sibley during construction 2•DsMpn assumes IM top and bottom asschob,to d throughout aterally bread U Y 1 G� Is the responstbiley of the erecter.Additional permanent bracing of 7 o.e.and et e.10'o.c.respectively unless bead rtdry length by �� `N v continuous sheathing such as plywood aired where a and/or drywal(BC). Pd U L DATE: 11/30/2015 the overall structure Is the responsibility of the balding designer. 3.Zx Impact bridging or lateral bracing required where shown.... SEQ.: K15 6 0 7 8 7 4.No bad should be applied to any component urdl eller el bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no lima should any bads greater then 5.Design assumes trusses are to be used Ina non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and stems.no responsibility for the 6.Design assumes full bearing al as supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. faMkation,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. November be r 30 8.This design Is furnished subject la the timealbns sat forth by 8.Plates shall be bated on both faces of truss,and placed so their center ,2015 TPUWTCA In SCSI,copies of which WI be Nmlahed upon request. Ines coincide with Joint center lines. 9.Digits Indk:ale size of plata in Inches. MITek USA,Inc./CompuTrus Software 7.6.7(114-E 10.For basic connector plate design values sea ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-447) 176 1-5=(-220) 392 2-5=(-432) 199 BC: 2x4 KDDF #1LBTR SPACED 24.0" O.C. 2-3=( -83) 77 5-3=(-129) 111 WEBS: 2x4 KDDF STAND; 3-4=( 0) 0 2x4 DF STAND 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 = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -52/ 440V -43/ 114H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 8.5" -48/ 376V 0/ OH 5.50" 0.60 KDDF ( 625) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 1: Heel to plate corner = 5.25" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 00 For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.006" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.014" @ 5'- 2.6" Allowed = 0.390" MAX TL CREEP DEFL = 0.021" @ 5'- 2.6" Allowed - 0.519" 5-03-02 4-01-10 0-03-12 T 4 4 T MAX HORIZ. LL DEFL = -0.003" @ 9'- 3.0" 12 MAX HORIZ. TL DEFL = 0.004" @ 9'- 3.0" 4.00 v M-1.5X3 Design conforms to main windforce-resisting 3 4 -/ system and components and cladding criteria. i Wind: 140 mph, h=20,8ft, 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, M-1.5x3 Truss designed for wind loads in the plane of the truss only. 2 N O iri ....iaitgiordimiimmuimmnglglaillIllIllIllr‘''.14IllikIIIIIIIIIIIIIIIIIIIbGHRA 'III t ri oM-3x8 M-3x4 y y y 9-03 0-05-08 y ), y 1-00 8-08-08 y y 9-08-08 „vp PRoFp ��,.., ANG N E /, dif02 cc :9782PE ter" JOB NAME : 3413-A REV. POLYGON NW - D3 ,. -.iiii' Scale: 0.4704OMRWARNINGS: GENERAL NOTES, unless otherwise noted: ,,� � , 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the perimeters shown and Is for en individual -9ti OREGON �''`� Q,,, Truss: D 3 and Warnings beconstruction commences. building component.Applicability of design parameters end proper ( / �y 2.2a4 compression web bracing must be installed where shown+. Incorporation of component Ica the responsibility of the budding designer. „�y� (J^ V Q+ 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top end bottom dohs to W throughoutterally braced et 77 'l '1 is lis responsibility of IM candor.Additional permanent bracing of 7 o.e.and at 10'o.c.respectively unless brand their length by ��/ DATE: 11/30/2015 the overall structure Is the re continuous sheathing such)b plywood aired sheathing(TC)and/or drywaA(BC). p/I U t �` spornlbaay of the budding designer. 3.2a Impact bridging or literal bracing requited where shown.... /`1 L,. SEQ.: K15 6 0 7 8 8 4.No bad should be applied to any component until alter ail bracing and 4.Installation of tans Is the rssponsibidty of the respective contractor. fasteners ars complete and et no time should any beds greater than 5.Design sssumee trusses ire to be used Ins noncorrosive environment, TRANS I D" LINK design beds be applied to any component. and ere for"dry condition"of use. " 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes lull bearing et ail supports show.shim or wedge If EXPIRES: 12/31/2016 necessary. I,, fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. November 30 201 5 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 r TPWVTCA In SCSI,copies of which WIN be furnished upon request. lines coincide with Joint center Iles. Trus Software 7.6.7 1L E 9.Digits indbete size of piste in Inches. MITek USA.Inc./Com fw ( )" 10.For basic connector piste design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 8.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.8ft, TCDL=4.2,13CDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD - 42.0 PSF load duration factor=1.6, M-1.5x4 or equal at non—structural End vertical(s) are exposed to wind, vertical members (uon). LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous ** For hanger specs. — See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 9-08-08 1 f 12 - 4.00 G,"" N I ko0 I u1 I1 AIN 0 3 4 M-3x4 l k y 1-00 8-08-08 9—oa—oa fs, ,c\tiD PRpf.6-ss So,� NGINLET /,2 �' 89782PE s4.1 �r JOB NAME : 3413—A REV. POLYGON NW — D4 Scale: 0.5079 .4(1\1. _ WARNINGS: GENERAL NOTES, unless otherwise noted: (/ OREGON � 40 Mould 1.Builder and erection contractor be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 17A O_ R EGO N Off` tz,. Truss: D4 and Warnings before construction commences. building component.Applicability of design parameters and proper jf/, 2.2s4 compression web bracing must be Metalled where shown*. incorporation of component h the roeponslbliy of IM balding designer. . JA 3.Additional temporary bracing to Insure stability during construction 2.Design assumesthe top and bottom chords to los laterally brace79 (d at 'l Y AJ Is the responslblky of the erector.Additional permanent bracing of o.c.and at 10'c.c.respectively ashcan Mead throughout thele length by DATE: 11/30/2015 the oven)structure Is the ro NI continuous sheathing such es plywood required sheathing(TC)and/or drywell(BC). P/(1 1,L V` sponetbllty of the balding designer. 3.Dr Impact bridging or lateral bracing where shown** /"1 u SEQ.: K1560789 4.No bed should be applied to any component until Mer al bredng end 4.Installation of buss Is the respon tbllty of the respective oordndor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses aro to be used M•non-corrosive environment. TRANS I D• LINK design loads be applied to any component. and are for"dry andiron"of use. 5.CompuTnus has no control over end assumes no responsibility for the S Dedgn assumes lull bearing al al supports shown.Shim or wedge If EXPIRES: 12/31/2016 neaeury. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. N Oven Ise r 7 30 r 201 5 6.This design is furnished subject to the)lmllallons set forth by 6.Plates shall be located on both faces of truss,snd placed so their center TPW1?CA M SCSI.copies of which will be furnished upon request. Ines coMdde With Joint center lines. 9.MITek USA,Inc,/Com Trus Software 7.6.7 1L E o ForDigbts oto contenector ectstzr plaid in Inches. values( � 10,For beMc connector plate design values ssa ESR-1311,ESR-1966(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-27) 19 TC LATERAL SUPPORT <= 12"0C. 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" -73/ 248V 0/ 24H 1.50" 0.40 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -34/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) 4.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" • Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 -e End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. al 2 ,--i •11111111111111111111111111111111111111111111111111111111111111111111.1.06 al71o M litill O I ,_ rilliM M-3x5 y 1-00 ' DV 1-oo y <�,wp PR Qp IPR IDE FULL BEARING;Jts:2r9,4 �1� 0N61 NEEq /27 t C' :9782PE ter" JOB NAME : 3413-A REV. POLYGON NW - El " 7`• Scale: 1.1020 , / MS WARNINGS: GENERAL NOTES, unless otherwise noted: V /� J.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters sham and is for en Individual 174/1 .1 •R E G ON Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper 'V IP incorp2.2x4 compression web brsdng must be Installed where shown... Design aeac,of component la the responsibility of the budding designer. 1,9 (/4 R Y A G l 3.Adddlenal temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords Io W laterally braced at 77 J �vV_ is the responsiblltty of the erecter.Additional permanent bracing o} 2'o.c.and at 10'o.c.respectively unless traced throughout their length by DATE: 11/30/2015 the overall structure is the responsibility of the building designer. continuous*writhing such as edng rplywooe airedsheatmere s andl•r dryvnl(8C). p/�U t " 3.2x Impact bridging or lateral bndng required where shawl•� �`S 4 SEQ.: K 1 5 e O 7 n 0 4.No bad should be applied to any component until after el bradng and 4.Installation of tens Is the responsibility of the reapedive contractor. K1560790 7 fasteners are complete end at no time should any bads greeter then 5.Design assumes traces are to be used Inc non-corrosive environment, T RAN S I D• LINK design bads be applied to eny component. and era for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished sullied to the limitations set forth by 8.Plates shall be bated on both faces of truss,and placed so their center November 30,2015 TP WVrCA In SCSI.copies of which Al be furnished upon request. Mee coincide with joint center lines. 9.Digits Indicate sin of plate In Inches. MiTek USA,Inc./CompuTrue Software 7.6.7(10-E 10.For basic connector piste design values see ESR-1311.ESR-1988(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury MEDimensions are in ft-in-sixteenths. illik 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 C1-2 C2-3 2. Truss bracing must be designed by an engineer.For 0" 6"/1 46, wide truss spacing,individual lateral braces themselves WEBS may require bracing,or alternative TorI _ ., bracing should be considered. 11.11411110, U O= 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building C7-8 Co-7 CS-6 For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-1/16'.' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1 31 1,ESR-1 352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397, ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that / Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSO approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekOO All Rights Reserved approval of an engineer. 414 reaction section indicates joint1=1.11 WI number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. Id0 project engineer before use.18.Use of green or treated lumber may pose unacceptable ►--� environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI l: National Design Specification for Metal 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTekANSI/TPI 1 Quality Criteria. Installing &Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013