Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Plans (28)
[- /k( crd( 5 - UU70 I•5/7 7RECEIVE!) DrJ Engineering, LLC (FKA:DrJ Consulting,LLC) TM ENGINEERING ac JUL 2 9 2015 6300 Enterprise Lane CITY OFTIGARD Madison,Wisconsin 53719 BUILDING DIVISION Re: B1505266 MiTek 20/20 7.4 The Truss Design Drawing(s)(TDD[s])referenced have been prepared based on the construction documents (also referred to at times as "Structural Engineering Documents")provided by the Building Designer indicating the nature and character of the work.The design criteria therein have been transferred to DrJ Engineering(DrJ) by ProBuild (Beaverton). These TDDs(also referred to at times as "Structural Delegated Engineering Documents")are specialty structural component designs and may be part of the project's deferred or phased submittals.As a Truss Design Engineer(i.e., Specialty Engineer),the seal here and on any TDD represents an acceptance of professional engineering responsibility for the design of the single Truss depicted on the TDD only. The Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements.Please review all TDDs and all related notes. Pages or sheets covered by this seal: I10236464 thru I10236515 My license renewal date for the state of Oregon is December 31,2015. Important Notice: Each TDD uses Metal Connector Plate(MCP)design values published by MCP manufacturers. Any referenced connectors use design values published by the connector manufacturer or the American Wood Council per the National Design Specification(NDS)for Wood Construction.The TDD further uses lumber design values published by the applicable lumber rules-writing agency as approved by the American Lumber Standards • Committee.These are incorporated into lumber design provisions and equations created by the American Wood Council and input into modeling and analysis TDD software created and owned by the MCP manufacturers. The lumber design values correspond with the grade stamp identified by the Truss Manufacturer on the lumber prior to cross cuttin_.The lumber grading rules published by the rules-writing agency shall apply to the Owner, Building D .a. y r•, actor.All capitalized terms are as defined in ANSI/TPI 1,the National Design Standar. 1, z' -cted Wood Truss Construction(TPI 1). 85525P v •R GON 94 &41'12,2°'\ .�� .DOSE P 4 RENEWAL DATE 12/31/2015 July 29,2015 Ryan Dexter,P.E. The design assumptions, loading conditions,suitability and use of this set of Truss designs for any Building is the responsibility of the Owner,the Owner's authorized agent or the Building Designer, in the context of the IRC,the IBC, the local building code and TPI 1.The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing,shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of Building Component Safety Information(BCSI)published by TPI and SBCA are referenced for general guidance.TPI 1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by the parties involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any Building. Copyright 0 2014 DrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from DrJ. • art DrJ Engineering, LLC (FKA:DrJ Consulting,LLC) TM ENGINEERING ac 6300 Enterprise Lane Madison, Wisconsin 53719 Re: B1505266 MiTek 20/20 7.4 The Truss Design Drawing(s)(TDD[s])referenced have been prepared based on the construction documents (also referred to at times as "Structural Engineering Documents")provided by the Building Designer indicating the nature and character of the work.The design criteria therein have been transferred to DrJ Engineering(DrJ) by ProBuild (Beaverton). These TDDs(also referred to at times as"Structural Delegated Engineering Documents")are specialty structural component designs and may be part of the project's deferred or phased submittals. As a Truss Design Engineer(i.e., Specialty Engineer),the seal here and on any TDD represents an acceptance of professional engineering responsibility for the design of the single Truss depicted on the TDD only. The Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements.Please review all TDDs and all related notes. Pages or sheets covered by this seal: I10236464 thru 110236515 My license renewal date for the state of Washington is May 18,2016. Registration#2932 Important Notice:Each TDD uses Metal Connector Plate(MCP)design values published by MCP manufacturers. Any referenced connectors use design values published by the connector manufacturer or the American Wood Council per the National Design Specification(NDS)for Wood Construction. The TDD further uses lumber design values published by the applicable lumber rules-writing agency as approved by the American Lumber Standards Committee. These are incorporated into lumber design provisions and equations created by the American Wood Council and input into modeling and analysis TDD software created and owned by the MCP manufacturers. The lumber design values correspond with the grade stamp identified by the Truss Manufacturer on the lumber prior to cross cutting. The lumber grading rules published by the rules-writing agency shall apply to the Owner, Building Designer and Contractor.All capitalized terms are as defined in ANSI/TPI 1,the National Design Standard for - . '1 e Connected Wood Truss Construction(TPI 1). .1oSBPH o .� SVAftko U., alb%i, July 29,2015 Ryan Dexter,P.E. The design assumptions, loading conditions,suitability and use of this set of Truss designs for any Building is the responsibility of the Owner,the Owner's authorized agent or the Building Designer, in the context of the IRC,the IBC, the local building code and TPI I.The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing,shall be the responsibility of the Building Designer and Contractor.All notes set out in the TDD and the practices and guidelines of Building Component Safety Information(BCSI)published by TPI and SBCA are referenced for general guidance.TPI 1 defines the responsibilities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by the parties involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any Building. Copyright C 2014 DrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from DrJ. Job Truss Truss Type Oty Ply a- a 110236464 61505266 A01 ROOF SPECIAL GIRDER 1 2 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.800 s Oct 3 2014 MTek Industries,Inc.Tue Jul28 13:10:12 2015 Page 1 ID:X1wBD5YPago7UQ9RwLcP0Ez7jzR-SNMnYy3tTy65mF3RtfgyIXKX9PP8ovOiVv g5gytX1v 3-8-13 1 7-7-9 7-19115 15-5-10 I 23-5-11 I 31-5-12 I 38-3-14 I 45-2-0 -1_013-8-13 3-10-12 04-6 7-6-11 8-0-1 8-0-1 6-10-2 6-10-2 Scale=1:80.7 5x6 .� 4x8 = 3x8 II 3x8 = 5x12 = 2x4 II 4x6 = 8.00 12 4 Asaa2o = l 5--e-�44 34 46 7 26 27W 214,, 8 2Q N 31, 32 w 543 d4 5 10 2x4 N11 6. ri co 10. 1 i.4 3l ,VC 18 p�5-18 8-15 8.15 3 9.12 1 r „do � di - riti 2 11 ' r za - 4x6 38 37 38 18 39 40 41 17 16 42 43 44 45 15 48 47 14 48 49 13 50 51 52 12 53 54 55 11 4x8= 4x6 5x10 = 4x6 4x8 II 4x10 = 3x4 II 2x4 I I 7-7-9 I 15-5-10 I 23-5-11 I 31-5-12 I 38-3-14 I 45-2-0 I 7-7-9 7-10-1 8-0-1 8-0-1 6-10-2 6-10-2 Plate Offsets(X,Y)- [2:0-3-0,0-1-13],[4:0.2-5,0-2-81,[5:0-4-0,0-2-8],[8:0-0-1,0-0-0],(13:0-4-12,0-2-01,[15:0-1-15,0-2-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL) 0.20 15-16 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.47 Vert(TL) -0.30 15-16 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.05 13 n/a n/a BCLL 0.0 BCDL 10.0 , Code IBC2012/TP12007 (Matrix) Weight 532 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF No.2 end verticals,and 2-0-0 oc purlins(6-0-0 max.):4-10. 1iEEBS 2x4 DF Std G"Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 5-15,8-15:2x4 DF No.1&Btr G WEBS 1 Row at midpt 8-15 REACTIONS. (lb/size) 11=510/Mechanical,2=2739/0-5-8 (min.0-1-8),13=6752/0-3-8 (req.0-3-10) Max Horz 2=313(LC 8) Max Uplift!1=347(LC 4),2=1899(LC 8),13-5313(LC 8) Max Gray 11=773(LC 14),2=2756(LC 31),13=6835(LC 31) Note-Truss requires larger bearing area. Refer to information FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. below for location(s). g Designer is responsible for specifying,supplementary bearing blocks,enhancers,plates, TOP CHORD 2-3=4292/3178,3-4=4212/3213,419=3529/2804,19-20=3529/2804, column caps or other sr- ial anchorage required to provide 20-21=3529/2804,5-21=-3529/2804,5-22=-3058/2446,22-23=-3058/2446, adequate bean 23-24=-3058/2446,2425=3058/2446,6-25=-3058/2446,0.26=3058/2446, 7-26=-3058/2446,7-27=-3058/2446,27-28=-3058/2446,28-29=3058/2446, A OAP" 14.4., 8-29=-3058/2446,8-30=-582/150,30-31=-582/150,31-32=582/150,9-32=-582/150, wwQA 1' 9-33=-582/150,33-34=582/150,3435-582/150,10.35=582/150,10-11=641/393 ,, 4.O4 - +[ BOT CHORD 2-36=-2789/3528,36-37=-2789/3528,37-38=-2789/3528,18-38=2789/3528, 1'rt�' .p 18-39=-3865/4839,39-40=-3865/4839,40-41=-3865/4839,17-41=-3865/4839, Of a 16-17=-3865/4839,1642=3865/4839,42-43=-3865/4839,43-44=-3865/4839, / 44-45=-3865/4839,15-45=-3865/4839,15-46=-2363/1810,46-47=2363/1810, 14-47=2363/1810,14-48=2363/1810,48-49=-2363/1810,13-49=-2363/1810, . f 13-50=2363/1810,50-51=-2363/1810,51-52=-2363/1810,12-52=2363/1810 x 0� sEp PROFF WEB$ 3-18=-455/488,4-18=439/1196,5-18=1690/1480,5-16=0/634,5-15=-2122/1671, ritll �, O 6-15=-1884/2078,8-15=-5012/6382,8-13=-6374/5404,8-12=2102/2789, ' ANG%NE- �'/p 9-12=-1309/1390,10-12=-228/680 w� t'9 NOTES- Q 8 25P r" 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. ,n Webs connected as follows:2x4-1 row at 0-9-0 cc. J� OREGON ,` �Q 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 94/ 64 Y12 20k' -1- 3)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS 410 cft" (envelope)gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 SEPIA 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. RENEWAL DATE-12/31/2015 6)Provide adequate drainage to prevent water ponding. July 29,2015 G7irTtim4684s It +gen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 A WARNING-Please thoroughly review the'Customers Acknowledgement of ProBuib Standard Terms ler Manufactured Products'form.Verity decpn parametersand reed nates on"'nee' is Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Unless other wise stated on the TDD,only MITek connector plates shall be used for this TDD to be nate.Ase Truss Design Engineer(.e..Specialty Engineer), the seal lyon any TDD represents an acceptanrcee of the professional engineering responeibifty for the design of the single TrusssdpeeNcted on the TDO only,under WI 1.The design assumptions,basting con6aons, appiobval oft euriza d amy's fiord usseany of theed Tnres Indudnge handingthsorpge,fidallahon end bred Zig,shhaag ctbe the rresporrrsldHy of tl e'Buikt:ig minae ane co hes Cr.'AS note!sset out In theeTOOTannd Bre e practices and guidelinesiiii7;i of Building Component Safety Information(SCSI)published by WI and SBCA are referenced for general guidance.WI 1 dentes the responsibilities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties Involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building.All capitalized terms are as defined in TP1. NI ENGINEERING ac Copyright 0 2014 ProBud-0rJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBuld-DrJ. Job Truss Truss Type Qty Ply • e 110236464 B1505266 A01 ROOF SPECIAL GIRDER 1 2 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MTek Industnes,Inc.Tue Jul 28 13:10:12 2015 Page 2 ID:X 1wBD5YPago7UQ9RwLcPoEz7jzR-SNMnYy3tTy65mF3RtfgylXKX9PP8ovOiVv_g5gytXt v NOTES- 8)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)WARNING:Required bearing size at joint(s)13 greater than input bearing size. 11)Refer to girder(s)for truss to truss connections. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 347 lb uplift at joint 11,1899 lb uplift at joint 2 and 5313 lb uplift at joint 13. 13)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)555 lb down and 828 lb up at 7-9-5,262 lb down and 281 lb up at 10-0-12, 312 lb down and 354 lb up at 12-0-12,355 lb down and 427 lb up at 14-0-12,374 lb down and 459 lb up at 16-0-12,375 lb down and 429 lb up at 18-0-12,375 lb down and 431 lb up at 20-0-12,376 lb down and 432 lb up at 22-0-12,376 lb down and 433 lb up at 23-4-0,376 lb down and 432 lb up at 24-7-4,375 lb down and 431 lb up at 26-7-4, 375 lb down and 429 lb up at 28-7-4,330 lb down and 385 lb up at 30-7-4,323 lb down and 372 lb up at 32-7-4,332 lb down and 387 lb up at 34-7-4,310 lb down and 371 lb up at 36-0-12,310 lb down and 371 lb up at 38-0-12,310 lb down and 371 lb up at 40-0-12,and 310 lb down and 371 lb up at 42-0-12,and 245 lb down and 268 lb up at 44-0-12 on top chord,and 112 Ib down at 2-0-12,114 lb down at 4-0-12,114 lb down at 6-0-12,83 Ib down at 8-0-12,83 lb down at 10-0-12,83 Ib down at 12-0-12,83 lb down at 14-0-12,83 lb down at 16-0-12,84 lb down at 18-0-12,84 lb down at 20-0-12,84 lb down at 22-0-12,84 lb down at 23-4-0,84 lb down at 24-7-4,84 lb down at 26-7-4,84 lb down at 28-7-4,83 lb down at 30-7-4,83 lb down at 32-7-4,83 lb down at 34-7-4,83 lb down at 36-0-12,83 lb down at 38-0-12,83 lb down at 40-0-12,and 83 lb down at 42-0-12,and 83 lb down at 44-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-10=-64,2-11=20 Concentrated Loads(Ib) Vert:17=-52(F)4=-484 6=-266 15=-56(F)9=-231 12=-50(F)19=-135 20=-190 21=254 22=-282 23=-266 24=-266 25=266 26=266 27=266 28=-266 29=-217 30=206 31=-247 32=-231 33=231 34=231 35=-135 36=-56(F)37=-57(F)38=-57(F)39=-51(F)40=-52(F)41=-52(F)42=-52(F)43=-56(F)44=-56(F)45=-56(F)46=-56(F) 47=-56(F)48=-56(F)49=-52(F)50=-52(F)51=50(F)52=-50(F)53=-50(F)54=-50(F)55=-52(F) WARNING-Please thoroughlyreview the'Customers Acknowledgement of ProSuild Standard Terme for Manufactured Products"tam.Verify rleapn parameters and read notes on this Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-t!)before use.Unless otherwise stated on the TDD,only Mu sk connector plates shall be used for this TDD to be void.Ase Trues Design Engineer p.e.,S ally Engineer), the seal lyon any TDD represents an acceptanncge of the is the responsibility engineering responsIbilty for the design of the single Truss sdpeepiictted on the TDO only,under WI 1.The design assumptions,lowing concitions, suitabiliapproval of the TOD and aand use of this ny field use offor any uthe Truss,inducing handing, orage�rmtallation and Ga,the Owners authorized zg,shallnt or bebe the resporsibiity of the Bufldng Designer and Contractor.All notes setsigner,in the contain of theIRC,the IBC,the local lout in the TDD andnd code and 1.the The Eradtices and guidelines of Building Component Safety Information(SCSI)published by WI and SBCA are referenced for general guidance.TPI 1 defines the responsibilities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all paries involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any bulking.All capitalized tame are as defined in WI 1. ENGINEERING l[C Copyngh 0 2014 ProBuild-OrJ Engineering,LLC,(Dr4.Reproduction of this document,in any form,is prohibited without written permission from ProBiik1-0rJ. Job Truss Truss Type Qty Ply U 8 110236465 81505266 A02 CAL HIP 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:10:15 2015 Page 1 ID:X1wBD5YPago7UQ9RwLcPoEz7jzR-ty2vA 51mtUfdjoOYoOfN9y65cSZ?Fj8CtCVh?yt)(1s 45-2-0 -1-0. 9 4-8-13 1 9-6-1 9-tpi15 16-9-10 I 24-1-11 I 31-5-12 I 37-10-9 I 43-9-12 44,1-2 1 0.0 4-8-13 4-9-5 4 6-10-11 7-4-1 7-4-1 6-4-13 5-11-3 0-3-6 1 1�1Scale=1:82.1 7x14 MT18H i 10x10 = 3x4 II 6x10 = 3x8 II 4x6 = 3x8 II 6x8 = 1.' 4 20. 1 .22 235 24 _ 25 - 26 _7 82[-• _ • 7 8 ,• ..3 _ 9= n0 11 8.00 12 `1P7 r� 0 y.rt,„„ q 2x4 Q 5-17 • g3/•••••/ 2 d rb11/,, 2 18 m t7 16 18 ~�/8.14\ ren 12 16 z.r. 4x8 = 19 18 17 37 16 1538 14 39 13 40 4112 5x8 = 2x4 I I 6x10= 3x8 4x8= 5x12 MT18H I I 4x10 = 5x6 = I 9-6-1 I 16-9-10 I 24-1-11 I 31-5-8 31A-12 37-10-9 I 45-2-0 I 9-6-1 7-3-9 7-4-1 7-3-13 4 6-4-13 7-3-7 Plate Offsets(X,Y)- [4:0-4-1,0-3-8],[5:0-5-0,0-4-4],[6:0-4-8,0-1-8],[8:0-4-0,0-5-0],[9:0-4-0,0-1-8],[10:0-4-0,0-1-8],[12:0-3-0,0-3-0],[13:0-4-8,0-1-12],[16:0-1-12,0-2-4] LOADING(pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) 0.27 16-17 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.42 Vert(TL) -0.45 2-19 >824 180 MT18H 220/195 TCDL 7.0 Rep Stress!nor Yes WB 0.95 Horz(TL) 0.10 14 n/a n/a BCLL 0.0 ' Code IBC2012/TP12007 (Matrix) Weight 283 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G'Except* TOP CHORD Structural wood sheathing directly applied or 3-7-14 oc purlins, except 7-10,4-7:2x6 DF No.2 end verticals,and 2-0-0 oc purlins(4-5-1 max.):4-10. IjOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-11-1 oc bracing. WEBS 2x4 DF No.1&Btr G*Except' WEBS 1 Row at midpt 5-19,5-16,8-14,8- c • .. 3-19,4-19,8-13,10-13,11-12,10-12:2x4 DF Std G 2 Rows at 1/3 pts 8-16 IhpcSPH o REACTIONS. (lb/size) 2=1996/0-5-8 (min.0-2-3),14=5508/0-3-8 (req.0-6-3),12=1030/Mechanical '-%,1 WAST ?.lt Max Horz 2=370(LC 28) 4 $' /`yi. L'.. Max Uplift2=-1466(LC 10),14=5136(LC 10),12=-862(LC 11) ,Y pr- - Qty Max Gray 2=2030(LC 34),14=5789(LC 34),12=1030(LC 1) Note-Truss requires larger bearing area. Ref,- o inf. ' atio ur, below for location(s). Building Designer is res.- sible or FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. specifying,supplementary bearing blocks,enh-r -rs, ates, -r TOP CHORD 2-3=3076/2374,3-4=-2874/2313,4-20=-2354/2006,20-21=-2354/2006, column caps or other special anchorage requir-•I 0 'de 21-22=2354/2006,22-23=-2354/2006,5-23=-2354/2006,5-24=-2094/1933, adequate bearing. ,,, 2425=2094/1933,25-26=2094/1933,26-27=-2094/1933,6-27=2094/1933, r ,i 6-28=-2094/1933,28-29=-2094/1933,29-30=2094/1933,7-30=2094/1933, ALOw 7-31=-2094/1933,8-31=-2094/1933,8-32=-538/233,32-33=-538/233,33-34=-538/233, 9-34=-538/233,9-35=-556/252,35-36=541/240,10-36=-529/227 BOT CHORD 2-19=-2180/2557,18-19=-2872/3257,17-18=2872/3257,17-37=2872/3257, 16-37=2872/3257,15-16=1241/1064,15-38=-1241/1064,14-38=1241/1064, 14-39=1241/1064,13-39=-1241/1064 WEBS 3-19=-532/433,419=-770/1084,5-19=-1366/1535,5-17=0/335,5-16=-1533/1257, 6-16=-1707/1933,8-16=-3934/4399,8-14=5501/5189,8-13=-1692/1915, �� ED PROF 6.ss - 9-13=-1237/1333,10-13=162/608,10-12=947/958 NGIN�F� % NOTES- �� '9 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS Q 855 PE r (eQvelope)gable end zone and C-C Exterior(2)-1-0-0 to 16-0-8,Interior(1)16-0-8 to 37-7-3,Exterior(2)37-7-3 to 43-11-13 zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. OF3EGON a' 4)Provide adequate drainage to prevent water ponding. ✓ '� <C/ 5)All plates are MT20 plates unless otherwise indicated. 9/L &Z Y 12 201 -�c 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r✓ ti 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 0SE P H Q fit between the bottom chord and any other members,with BCDL=10.0psf. 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)WARNING:Required bearing size at joint(s)14 greater than input bearing size. RENEWAL DATE: 12/31/2015 10)Refer to girder(s)for truss to truss connections. Continued on page 2 July 29,2015 i 1 AWARNING-Please thoroughly review the"Customer's Acknowledgement of Proauid Standard Tame for Manufactured Products"form.Verify design parameters and read notes on this Truss Design Drawing 11001 and the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TDD,Doty Mifek connector plates shall be used for this TDD to be veld.Asa Trues Design Engineer f e.,Spedalty Engineer), the east on any TOD represents an acceptanncge of the is ths rpprsoffeessioniall engineering respomnibilty for tire design of the single Trusnt or the s sdpeepiicted on the TOD only,under WI 1.The design assumptions,baring carnations,1 suilaNity and use of this Truss for I approval of the TDD and any field use of the Truss,including handing storage,y of the Owner., irmtafation and bracing,,• dshhall be the esporrsibilty of the Bulking Deeigne a Contractor.All notes set signer,in yrs contest of the IRC,the IBC,the local lout in the g aTDD and Tand the The Practices and guidelines of Bulking Component Safety Information(SCSI)published by WI and SBCA are referenced for general guidance.WI 1 defines the responsibilities and duties of the Truss Designer,Truss Design Engineer end Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties Involved.The Truss Design Engineer is NOT the Briding Designer or Truss System Engineer for any bulking.All capitalized terms are as defined in WI 1. ENGINEERING LLC CopyrightO 2014 PmBriklOJ Engineering,LLC,(D r4.Reproduction of this document,in any form,is prohibited without written permission from ProBuild-OrJ. Job Truss Truss Type Qty Ply rs a 110236465 B1505266 A02 CAL HIP 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:10:16 2015 Page 2 ID:X1wBD5YPago7UQ9RwLcPoEz7jzR-L8cHOK6NXACWFtNC6VvuwNUHrOookiyHQXy2ERytX1 r NOTES- 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1466 lb uplift at joint 2,5136 lb uplift at joint 14 and 862 lb uplift at joint 12. 12)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)207 lb down and 322 lb up at 9-11-12,130 lb down and 166 lb up at • 12-0-12,358 lb down and 492 lb up at 14-0-12,374 lb down and 524 lb up at 16-0-12,375 lb down and 495 lb up at 18-0-12,375 lb down and 496 lb up at 20-0-12,376 lb down and 498 lb up at 22-0-12,376 lb down and 499 lb up at 23-4-0,376 lb down and 498 lb up at 24-7-4,375 lb down and 496 lb up at 26-7-4,375 lb down and 495 lb up at 28-7-4,330 lb down and 451 Ib up at 30-7-4,323 lb down and 438 lb up at 32-7-4,332 lb down and 453 lb up at 34-7-4,310 lb down and 437 lb up at 36-0-12,313 lb down and 437 lb up at 38-0-12,313 lb down and 437 lb up at 40-0-12,and 313 lb down and 437 lb up at 42-0-12,and 544 lb down and 600 lb up at 43-11-13 on top chord. The • design/selection of such connection device(s)is the responsibility of others. 16)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-10=-64,10-11=-64,2-12=-20 Concentrated Loads(Ib) Vert:10=-544(F)9=-231 20=-102 21=-55(F)22=-254 23=282 24=-266 25=-266 26=-266 27=-266 28=-266 29=-266 30=-266 31=-217 32=-206 33=247 34=231 35=-231 36=-231 • t , WARNING-Please thoroughly review the"Customers Acknowledgement of Protodd Standard Terns for Manufactured Products"form.Verily design parameters and read notes on this Truss Design Drawing(TDD) and the DrJ Reference Sheet(ran.11-14)before use.Unless otherwise stated on the TDD,ony MiTek connector plates shall be used for this TDD to be valid.Asa Truss Design Engineer(d.e.,Spedady Engineer), the seal lyon any TDD represents an acceptanrcee of the professional engineering responsibilty for the design of the single Truss depictedng peeon the TDD only,under WI 1.The dessigncaassunpdons,loadiirng cccon isons, approval of the TTOOO this d any%Id use of the Truss,indu�6ngg hardinngkty of,&ag,n IIaathe h and authorized shall be or reresWnsidsty of the in D�gnne of and Cont IBC,cttothet notes setlout in theg eTDD and)the e I practices and guidelines of Building Component Safety Information(SCSI)published by WI and SBCA are referenced for general guidance.WI 1 dentes the responsibilities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon In writing by all parties Involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any bulking.At capitalized terns are as defined in WI 1. ENGINEERING[LC Copyright 0 2014 ProBuild-DrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBWkd-OrJ. Job Truss Truss Type Oty Ply II ! 110236466 B1505266 A03 ROOF SPECIAL 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:10:19 2015 Page 1 ID:X1wBD5YPago7UQ9RwLcPoEz7jzR-IjHQ0M8Gg5?56K5nndSbX?6ozDgHx6hk6VAigmytX10 i O Q 4-8-13 1 11-10-15 1 16-9-10 1 24-1-U I 3'L-6-12 - 36-149 1 41-0-0 1 45-2-0 1 1.p� 4-8-13 7-2-2 4-10-11 7-4-1 7-4-1 1-8-4 3-8-0 4-2-0 4-2-0 Scale=1:82.1 11 6x6 i 5 5x8= 3x6 I I 4x8 =8x8= 5x8 a 12 4 / 6 7 9 �i� 5x6 = 3 = 3x4 II ,. 6.00 rj sa as w �-B as as 7 oo w w ri•. 'w X10 ♦•'1 12 14 24 " 8 29 30 31 32 33 34 8 •`aa 36 37 1 ,, rl' `- 8 2x4 co Y 1 :19 9-1• ap 3 8,Z) 7-19 1 12.'6 1 : 1 1415 Z 23 '''Itiiii 9.17 2 12 21 .-, 164 8 18.21 .y :- --• �•• A. 21 39 1840 41 42 4x6 = 22 20 19 17 16 15 3x8= 4x6 2x4 II 4x12 = 3x8 5x6= 3x6= 5x6 = I 11-10-15 I 16-9-10 i 24-1-11 I 31-5-12 (33-2-01 36-10-0 1 45 -2-0 I 11-10-15 4-10-11 7-4-1 7-4-1 1-8-4 3-8-0 8-4-0 Plate Offsets(X,Y)- [4:0-2-4,0-3-0],[6:0-4-0,0-3-8],[7:0-3-8,0-1-8],[9:0-4-0,0-4-4],[10:0-4-0,0-2-12],[12:0-2-4,0-3-4],[15:0-3-0,0-2-12],[17:0-2-4,0-3-4],[19:0-1-15,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) 0.18 19-20 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.37 Vert(TL) -0.45 2-22 >842 180 TCDL 7.0 Rep Stress Incr Yes WB 0.76 Horz(TL) 0.10 15 n/a n/a BCLL 0.0 BCDL 10.0 • Code 1BC2012/TP12007 (Matrix) Weight:279 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G'Except' TOP CHORD Structural wood sheathing directly applied or 3-9-4 oc purlins, except 8-10,4-8:2x6 DF No.2 end verticals,and 2-0-0 oc purlins(4-7-12 max.):4-10,12-14. 60T CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 4-5-4 oc bracing. . WEBS 2x4 DF Std G'Except' WEBS 1 Row at midpt 6-22,6-19,9-19,9- 6-22,6-19,9-19:2x4 DF No.1&Btr G pSBPH Op, S w REACTIONS. (lb/size) 15=444/Mechanical,2=1824/0-5-8 (min.0-1-15),17=3429/0-3-8 (req.0-3-11) . O� 'WY ip Max Horz 2=402(LC 10) '4' * /j. C� Max Uplift15-380(LC 30),2=-1066(LC 10),17=-2511(LC 7) Note-Truss requires larger bearing area. '1 -r to •‘.. /[��• 0 Max Gray 15=506(LC 20),2=1824(LC 1),17=3429(LC 1) below for location(s). Building Designer is pons.le for `Q.i FORCES. Ib -Max.Com /Max.Ten.-All forces 250 Ib or less except when shown. specifying,supplementary other entpry al bearing blocks, . ed ,ala �r ( ) P� ( ) column caps or other special anchorage r-• ed o r rovl• TOP CHORD 2-23=-2710/2015,3-23=2604/2021,3-24=-2522/2029,4-24=-2367/2039, adequate bearing. .fR 9$ 4-25=-2060/2098,25-26=-2060/2098,26-27=2060/2098,6-27=2060/2098, •6-28=-1695/1933,28-29=-1695/1933,29-30=-1695/1933,30.31=1695/1933, `i1L�ax 7-31=-1695/1933,7-32=1695/1933,32-33=1695/1933,33-34=1695/1933,• 8-34=-1695/1933,8-35-1695/1933,9-35=1695/1933,9-36=492/858,36-37=-492/858, 10-37=-492/858,10-12=-410/593,12-38=-365/513,13-38=364/513 BOT CHORD 2-22=-1805/2165,21-22=-2272/2528,20-21=-2272/2528,20-39=-2272/2528, 19-39=2272/2528,18-19=550/468,18-40=550/468,17-40=550/468,16-17=522/364, 16-41=329/252,41-42=-329/252,15-42=-329/252 WEBS 3-22=-508/345,4-22=-412/731,6-22=875/975,6-19=1099/868,12-17=-722/332, 12-16=169/350,13-16=-317/328,13-15=-409/568,6-20=0/332,9-19=-2276/2751, '(N.- � tD PROF ss 7-19=-912/1068,9-17=-2776/2338 G%NE*&� /O NOTES- Q�C7 29 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS 855 .•PE r (egvelope)gable end zone and C-C Exterior(2)-1-0-0 to 3-6-3,Interior(1)3-6-3 to 7-4-12,Exterior(2)7-4-12 to 11-10-15,Interior(1) 142-1 to 31-3-3,Exterior(2)33-2-0 to 45-0-3 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp C;Fully Exp.;Ct=1 3)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 11 OREGON y �4- non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 94/ �/f 12,201 -}� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. f f 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 0SE P N IO fit between the bottom chord and any other members,with BCDL=10.0psf. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)WARNING:Required bearing size at joint(s)17 greater than input bearing size. RENEWAL DATE'12/31/2 015 9)Refer to girder(s)for truss to truss connections. Continued on page 2 July 29,2015 I MKWARNING-Please thoroughly review the-CustomerTema s Acknowledgement of ProBuild Standard Tes for Manufactured Products-form.Vanfy design parameters and read notes on this Truss Design Drawing(TDD) and the etyDrJ Reference Sheet(rev.11-14)befTruss for any ore use.Unless othe Is ilia erywise stated on the TDD,only MTekeccopnnector plates shale l gbepused for this TDD to be valid.As a Truss Design the ocEnginel er a(pl.e.,Specialcode and ty Engineer), the seal on any TDD nts nce of the professional responsibility for the n of the single Truss depioted on the TDD only,under Wi 1.The design ons,lowing ons, approval of the TDD ause of nd eany fieldnusee of�8re Truss including handlingof thst�er, ion r's and bracing, agentbe the resporoibirity of the Bulking Designer and CIn lho context of the ontracthe tor.NI NI notes set out In the TDD and the1. Eitel Practices and guidelines of Building Component Safety Information(BCSI)pubished by WI and SBCA are referenced for general guidance.TPI 1 defines the responsibiites and duties of the Truss Designer,Tnes Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Truss Design Engineer is NOT the Bolding Designer or Truss System Engineer for any building.All capitaized terms are as defined in WI 1. ENGINEERING LLC Copyright 0 2014 ProBuild-DrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBWkI-DrJ. Job Truss Truss Type Qty Ply U e 110236466 131505268 A03 ROOF SPECIAL 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:10:19 2015 Page 2 ID:X1wBD5YPago7UQ9RwLcPoEz7jzR-IjHQOM8Gg5?56K5nndSbX?6ozDgHx6hk6VAigmytXl o NOTES- 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 380 lb uplift at joint 15,1066 lb uplift at joint 2 and 2511 lb uplift at joint 17. 11)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)245 lb down and 385 lb up at 11-11-12,173 lb down and 239 lb up at 14-0-12,190 lb down and 271 lb up at 16-0-12,209 lb down and 268 lb up at 18-0-12,209 lb down and 268 lb up at 20-0-12,209 lb down and 268 lb up at 22-0-12,317 lb down and 435 lb up at 23-4-0,209 lb down and 268 lb up at 24-7-4,209 lb down and 268 lb up at 26-7-4,209 lb down and 268 lb up at 28-7-4,209 lb down and 268 lb up at 30-7-4,and 140 lb down and 185 lb up at 32-7-4,and 408 lb down and 175 lb up at 33-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 115)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-5=-64,4-10=-64,10-11=-64,10-12=-64,12-14=-64,2-15=20 Concentrated Loads(Ib) Vert:25=-162 26=119(F)27=-147(F)28=-82 29=82 30=82 31=-199 32=-82 33=-82 34=-82 35=-82 36=-71(F)37=-270(F) / A&WARNING-Please thoroughlyreview the"Customer's Acknowledgement of ProBuild Standard Terns for Manufactured Products"form.Verily _design parameters and read notes on this Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TDD,only MiTek connector plates shall be used for this TDO to be valid.As a Truss Design Engineer(I.e.,Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibiity for the design of the single Trussss depicted ted on the TDD only,under WI 1.The design assumptions,Waring conditions, suitabilitapproval of the TTOO anuse of d any field any of the Truss,Indis the ucing handing f sto e�r�allaat Br's authorized and bracing,shall agent theor erresponsibility of the Bulking contextsigner,In the of the CContrraaclttor.At notesel set out In thee and TODTannd the e EmIt practices and guideines of Building Component Safety Information(SCSI)pubished by WI and SBCA are referenced for general guidance.TPI 1 defines the responsibilities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Truss Design Engineer le NOT the Building Designer or Truss System Engineer for any bulking.A0 capitaized terms are as defined In WI 1. ENGINEERING uc Copyright 0 2014 ProBrrid.OrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBuild-OrJ. Job Truss Truss Type Qty Ply rr 110236487 B1505266 A04 CALIFORNIA GIRDER 1 2 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc. Tue Jul 28 13:10:23 2015 Page 1 ID:X1wBD5YPago7UQ9RwLcPoEi7jzR-eUXxsjBmuKVXaxPYOTXXirHRfg2htwyJ178w Xy0(1k 32-11-8 6-1-4 I 12-2-8 12-5/13 17-4-4 24-5-0 I 31-5-12 5311 39-0-12 I 45-2-0 I 6-1-4 6-1-4 4 5 4-10-7 7-0-12 7-0-12 2.7 6-1-4 6-1-4 0-3-5 Scale=1:80.5 2x4 I I 5x8= 3x6 = 10x20 = 2x4 II 5x8 3 ?42, 38m 2141 5W22 W23 _ 24�825� 4 gi 7 828 a 8.00 12 3x8 i 3x6 :13 2 • 3.18 4-15 8-15 7 1' 09 v 2-13 1°.°°°°"9-11ao 1 7. 10 it a 1-17 • ® C14-17 737 ® r 16-14 a v Ii 4x8 i 19 18 15 29 30 31 1732 33 34 18 35 36 37 38 39 14 13 12 11 5x6= 2x4 8x6 = 4x6 8x8= 4x8 I I 4x8 8x8 = 2x4 I I 4x4 = I 6-1-4 I 12-2-8 I 1744 I 24-5-0 I 31-5-12 111 39-0-12 I 45-2-0 I 6-1-4 6-1-4 5-1-12 7-0-12 7-0-12 15-12 6-1-4 6-1-4 Plate Offsets(X,Y)- [1:0-2-15,0-1-13],[3:0-3-12,0-1-4],[8:0-2-4,0-1-12],[10:0-3-0,0-2-11],[13:0-2-8,0-4-12],[15:0-4-12,0-2-0],[16:0-4-0,0-4-4],[18:0-2-8,0-4-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) 0.19 18-19 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.98 Vert(TL) -0.40 15-16 >942 180 TCDL 7.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.10 13 n/a n/a BCLL 0.0 Code IBC2012/TPI20070 BCDL 10.0 (Matrix) Weight 663 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-9-9 oc purlins,except 11OT CHORD 2x6 DF No.2 2-0-0 oc purlins(5-4-6 max.):3-8. WEBS 2x4 DF Std G`Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6-16,6-13:2x6 DF No.2,6-15:2x10 DF SS WEBS 1 Row at midpt 6-13 . ,, 'OHQ REACTIONS. (lb/size) 1=4745/0-5-8 (min.0-2-8),10=-1463/Mechanical,13=11181/0-3-8 (req.0-5-15) �1 Li'l. Max Horz 1=-289(LC 6) Note-Truss requires larger bearing area. --friOtt • --43/44 Max Uplift1=2531(LC 8),10=-1463(LC 1),13=-6744(LC 9) below for location(s). Building Designer" -sik1 r., - • �• 0,,>. Max Gray 1=4745(LC 1),10=1360(LC 7),13=11181(LC 1) specifying,supplementary bearing bloc -nha" ' , qr Q_ column caps or other special anchorags • •ui •p. �( FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. adequate bearing. / TOP CHORD 1-2=-8213/4383,2-3=-6894/3994,3-20=-6015/3621,20-21=-6015/3621,4-21=-6015/3621, -r 4-22=6015/3621,5-22=-6015/3621,5-23=6015/3621,23-24=-6015/3621, • 24-25=-6015/3621,6-25=6015/3621,6-26=1806/3365,26-27=-1806/3365, r 27-28=1806/3365,7-28=1806/3365,7-8=1806/3365,8-9=-2040/3701,9-10=2226/3064 NsiiiN •-ti=1L'f BOT CHORD 1-19=-3686/6681,19-29=3686/6681,29-30=-3686/6681,30-31=3686/6681, AL 18-31=3686/6681,18-32=3256/5671,17-32=-3256/5671,17-33=-3256/5671, 33-34=-3256/5671,16-34=-3256/5671,16-35=-2692/3908,35-36=-2692/3908, 36-37=2692/3908,37-38=-2692/3908,15-38=-2692/3908,15-39=-2692/3908, 14-39=2692/3908,13-14=-2692/3908,12-13=-3066/1954,11-12=-2447/1795, 10-11=-2447/1795 WEBS 2-19=-346/1186,2-18=-1155/581,3-18=-1305/2523,3-16=-770/826,4-16=-764/856, 6-16=-1449/3190,6-15=2897/4953,6-13=11011/6736,8-12=204/322,9-12=-765/504, PROF ' 9-11=0/320,7-13=-692/763,8-13=-1989/1054 rtcst0 i) NFFe`rs'/� NOTES- c rG 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: �� 855 •PE 297 Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-2-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc,2x10-2 rows staggered at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. OREGONQ' 3)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS �- ✓ '� �/ (envelope)gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 9/1/ �1 f$'1 2 2(1‘!,,�'' 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 41� rO . 5)Provide adequate drainage to prevent water ponding. SFr H 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. RENEWAL DATE-12/31/2015 8)A plate rating reduction of 20%has been applied for the green lumber members. 61,149WilbliGoitimired bearing size at joint(s)13 greater than input bearing size. July 29,2015 AWARNING-Please thoroughy reve'Customers Ackrwwledgamem of ProBUik Standard Terms for Manufactured Products'form.Verify resign parameters and read notes on Ills Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.Jr11-14)before use.Unbss otherwise stated on the TDD,ony MTek connector plates shag be used for this TDD to be void.Asa Truss Design Engineer(.e.,Spedafy Engineer), the seal on any TDD represents an acceptanncpe of the professional is the fengineering responsidity for the design of the single Trunt or the ss dDeepiicted on the TDD only,under WI 1.The design assumptions,lowingcordbons, suitabiapproval of the TDD and any field usand use of this Truss for e oftheTruss,ind rg handling,storage,of the it installation and bracing,swner's authorized hall be the responsibility of the Bulking Designer Csigner,in the context of the ontractor.All notes set the IBC,the local ort in the TDD code and a and the The 1. practices and guideines of Building Component Safety Infomration(SCSI)pubrished by TPI and SBCA are referenced for general guidance.TPI 1 defines the responeibiities and duties of the Truss Designer,Truss fin Enpneer and Truss Manufacturer,unless otherw se defined by a Contract agreed upon m writs g by all parties Involved.The Truss Design Engineer is NOT the BW king Designer or Truss System Engineer for any bulking.All capitaized terms are as defined in WI 1. ref Copyright O 2014 ProBWk-orJ Engineering,LLC,(orJ).Reproduction of this document,in arty form,is prohibited without written pernisaion from ProBWk-DrJ. ENGINEERING LLC Job Truss Truss Type Qty Ply 'a • 110236467 B1505266 A04 CALIFORNIA GIRDER 1 2 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc. Tue Jul 28 13:10:23 2015 Page 2 ID:X1wBD5YPago7UQ9RwLcPoEz7jzR-eUXxsjBmuKVXaxPYOTXXirHRfg2htwyJ178w XytX1k NOTES- 10)Refer to girder(s)for truss to truss connections. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2531 lb uplift at joint 1,1463 lb uplift at joint 10 and 6744 lb uplift at joint 13. 12)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 24)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 1'5)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement at the bearings.Building designer must provide for uplift reactions indicated. 16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)241 lb down and 292 lb up at 12-44,171 lb down and 206 lb up at 14-0-12 ,190 Ib down and 239 lb up at 16-0-12,209 lb down and 213 lb up at 18-0-12,209 lb down and 213 lb up at 20-0-12,209 Ib down and 213 lb up at 22-0-12,317 Ib down and 369 lb up at 23-4-0,209 lb down and 213 lb up at 24-7-4,209 lb down and 213 lb up at 26-7-4,209 lb down and 213 lb up at 28-7-4,and 209 lb down and 213 lb up at 30-7-4 ,and 329 lb down and 236 lb up at 32-8-7 on top chord,and 584 lb down and 216 lb up at 6-6-12,583 lb down and 275 lb up at 8-6-12,609 lb down and 313 lb up at 10-6-12, 599 lb down and 382 lb up at 12-6-12,745 lb down and 486 lb up at 14-6-12,593 lb down and 159 lb up at 16-6-12,607 lb down and 179 lb up at 18-6-12,616 lb down and 123 lb up at 20-6-12,and 580 lb down and 214 lb up at 22-6-12,and 4052 lb down and 2819 lb up at 24-4-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-8=-04,8-10=-64,1-10=-20 Concentrated Loads(Ib) Vert:3=162 15=-4052(B)6=82 8=75(F)20=119(F)21=-147(F)22-82 23=-82 24=82 25=-199 26=-82 27=-82 28=-82 29=-584(B)30=-583(B)31=-609(B)32=-599(B) 33=-745(B)34=-593(B)35=607(B)36=-616(B)37=-580(B) 1 - WARNING-Please thoroughly review the-Customers Acknowledgement of ProBuild Standard Terms for Manufactured Products-form.verify design parameters and read notes on this Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TDD,only MiTek connector plates shall be used for this TDD to be valid.As a Truss Design Engineer(i.e.,Specialty Engineer), the seal lyon any TDD represents an acceptanrcee of the responsibility engineering responsibility for the design of the single Truss depictedng Dpion the TDD only,under WI 1.The design assunpfions,loading conditions, suitabiliapproval of the TTOO anuse of d Truss y held use o thee Truss,inducng herding,storage,ins the Owner's bracing shah be thee rrtheesporeibiity of the'Buddiding nDe Designer and IRC, aco'MI notes sl setout in eand TOO and TPI lMee Aradices and guidelines of Buil ing Conponent Safely Infonnetion(BCSI)published by TPI and SBCA are referenced for general guidance.TPI 1 defines the resporreibi ibes and duties of Me Truss Designer,Truss Design Engineer end Truax Manufacturer,unless otherwise defined by a Contract agreed upon in writing by dl parties imoNed.The Trues Design Engineer is NOT the BWkling Designer or Truss System Engineer for any bulling.AN capitalized terms are as defined in WI 1. ENGINEERING ac Copyright 0 2014 ProBW Id-DO Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBW d-DrJ. Job Truss Truss Type Oty Ply k e 110236468 61505266 Bol Roof Special Girder 1 2 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:10:27 2015 Page 1 ID:X1wBD5YPago7UQ9RwLcPoEz7jzR-WGmSh5EHxZ?y3ZiJFJcTshR7yRadpg_vy1677lytX1 g LI�-0 0 3-8-13 I 779 7-1 115 15211 { 22-1112 29-45 I 35-7-1 1 41-8-0 I 3 .13 3-10:12 0 73-12 7-9-1 6-4-8 6-2-12 6-0-15 Scale=1:74.6 5x12 MT18H "� 2x4 I I 3x8= 3x8= 3x8 = 2x4 I I 4x8 = - 4 rA9 rsP ,1 :5 rmi23 Ess24 61 7 a§ 33 eA e19 A 49 Al r1 8.00 12 7418 _9-16 - 715 • 8-13 9.12 1. 1011 2 .. 7 w 1r.i 2- n ® S 1417 V ® 9 11- t7 __ 32 33 34 18 35 38 37 17 16 38 39 40 41 1542 43 14 44 45 48 12 47 48 4x64x8 = 4x8 = 11 6x8 2x4 II 4x8 = 3x8 II 2x4 I I 4x8 = I 7-7-9 1 15-2-11 I 22-11-12 I 29-4-5 I 35-7-1 I 41-8-0 7-7-9 7-7-2 7-9-1 6-4-8 6-2-12 6-0-15 Plate Offsets(X,Y)- [4:0-2-5,0-2-81,[5:0-1-12,0-1-81,[15:0-4-0,0-4-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) 0.06 16-18 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.28 Vert(TL) -0.10 16-18 >999 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.03 11 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2012/TP12007 (Matrix) Weight 499 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF No.2 end verticals,and 2-0-0 oc purlins(6-0-0 max.):4-10. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=1232/0-5-8 (min.0-1-8),2=1690/0-5-8 (min.0-1-8),15=4686/0-3-8 (min.0-2-9) Max Horz 2=313(LC 8) Max Uplift11=846(LC 4),2=-1017(LC 8),15=-3367(LC 8) Max Gray 11=1233(LC 20),2=1690(LC 1),15=4754(LC 31) AOSePH t) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,%11 a1Asift- �t TOP CHORD 2-3=-2471/1686,3-4=-2299/1626,4-19=1891/1445,19-20=1891/1445, 4 �•;, A 20-21=1891/1445,5-21=1891/1445,5-22=-747/1067,22-23=747/1067, �j J O� 23-24=747/1067,6-24=-747/1067,6-7=-747/1067,7-25=-747/1067,25-26=-747/1067, 26-27=747/1067,8-27=747/1067,8-28=1091/759,28-29=1091/759,9-29=1091/759, 9-30=-1091/759,30-31=1091/759,10-31=1091/759,10-11=1146/887 7 f BOT CHORD 2-32=-1584/2050,32-33=-1584/2050,33-34=-1584/2050,18-34=1584/2050, ' 18-35=1238/1631,35-36=1238/1631,36-37=-1238/1631,17-37=1238/1631, 16-17=1238/1631,16-38=1238/1631,38-39=-1238/1631,39-40=-1238/1631, �-c!1Lv�O 40-41=1238/1631,15-41=-1238/1631,15-42=-524/729,42-43=-524/729,43-44=-524/729, 14-44=-524/729,13-14=524/729,13-45=-524/729,4546=524/729,12-46=524/729 WEBS 3-18=-330/358,4-18=0/580,5-18=248/310,5-16=0/596,5-15=-3206/2358, 7-15=-1218/1301,8-15=2230/1547,8-13=0/455,8-12=332/488,9-12=-892/999, 10-12-991/1424 ��stp PRO,c 1)NOTES-ytrussto be connected together with 1 od(0.131•x3°)nails as follows: c.5 tNG%NE 4 /02 Top chords connected as follows:2x4-1 row at 0-5-0 oc. Q 8552 ,IA, 9{ Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS �� 09EGO • ,� �� (envelope)gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 9jt. 64 12 r`La1�-}' 1//O 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Y non-concurrent with other live loads. SEPIA O 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. RENEWAL DATE-12/31./2015 9)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will July 29,2015 CorfOr @Rf> Pttom chord and any other members. 1 I WARNING-Please thoroughly review the'Cuslomers Acknowledgement of ProBu ld Standard Terns for Manufactured Products-form.Verify design parameters and read notes on ahs Truss Design Drawing(POD) and the DrJ Reference Sheet(rev.11-14)before use.unless otherwise stated on the TDD,ony MTek connector pates shall be used for this TOO to be vakd.Asa Truss Design Engineer(.e.,Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only,under WI 1.The design assumptions,daring conditions, suaabifily and use of this Truss for any Bulling is the resporwibity of the Owner,the Owners authorized agent or the Bulling Designer,in the context of the IRC,the IBC,the local bnikinf code and WI 1.The appmvaf of the TDD and any field use of the Truss,inducing handing,storage,installation and bracing,shall be the resporsr'bity Maheand Designer and Contactor.All notes set out in the TDD the practices and guideines of Building Component Safety Information(SCSI)published by WI and SBCA are referenced for general guidance.TPI 1 defines the responsibilities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon In writing by all parties involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any bulking.All capitalized terms areas defined In TPI 1. ref ENGINEERING LLC Copyright 0 2014 ProBuirJ Engineering,LLC,(Dr.!).Reproduction of this document,in any form,s prohibited without written permission from ProBuid-OrJ. kd-0 Job Truss Truss Type Qty Ply • • 110236468 81505286 B01 Roof Special Girder 1 2 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc. Tue Jul 28 13:10:27 2015 Page 2 ID:X 1wBD5YPago7UQ9RwLcPoEz7jzR-W GmSh5EHxZ?y3ZiJFJcTshR7yRadpg_vy16771ytX1 g NOTES- 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 846 lb uplift at joint 11,1017 lb uplift at joint 2 and 3367 lb uplift at joint 15. 12)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15 )Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)555 lb down and 828 lb up at 7-9-5,262 lb down and 281 lb up at 10-0-12, 271 lb down and 289 lb up at 12-0-12,271 lb down and 289 lb up at 14-0-12,316 lb down and 333 lb up at 16-0-12,316 lb down and 334 lb up at 18-0-12,317 lb down and 336 lb up at 20-0-12,317 lb down and 337 lb up at 21-10-0,317 lb down and 336 lb up at 23-7-4,316 lb down and 334 lb up at 25-7-4,316 lb down and 333 lb up at 27-7-4, 271 lb down and 289 lb up at 29-7-4,271 lb down and 289 lb up at 31-7-4,271 lb down and 289 lb up at 33-7-4,271 lb down and 289 lb up at 35-5-12,and 271 lb down and 289 lb up at 37-5-12,and 271 lb down and 289 lb up at 39-5-12 on top chord,and 112 lb down at 2-0-12,114 Ib down at 4-0-12,114 Ib down at 6-0-12,83 Ib down at 8-0-12, 83 lb down at 10-0-12,83 lb down at 12-0-12,83 lb down at 14-0"12,64 lb down at 16-0-12,64 lb down at 18-0-12,84 lb down at 20-0-12,84 lb down at 21-10-0,84 lb down at 23-7-4,84 lb down at 25-7-4,84 lb down at 27-7-4,83 lb down at 29-7-4,83 lb down at 31-7-4,83 lb down at 33-7-4,83 lb down at 35-5-12,and 83 lb down at 37-5-12,and 83 lb down at 39-5-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-10=-64,2-11=-20 Concentrated Loads(Ib) Vert:6=-184 17=52(B)4=484(B)13=52(B)8=-135 9=-135 12=-52(B)19=-135 20=-135 21=-135 22=-184 23=-184 24=-184 25=-184 26=-184 27=-184 28=-135 29=-135 30=-135 31=-135 32=-56(B)33=-57(B)34=-57(B)35=-51(B)36=-52(B)37=-52(B)38=-56(B)39=-56(B)40=56(B)41=-56(B)42=-56(B)43=-56(B)44=-56(B) 45=-52(B)46=-52(B)47=-52(B)48=-52(B) AWARNING-Please thoroughy review the"Customefs Acknowledgement ox ProBuid Standard Terre for Manufactured Products"form.Vent'design parameters and read noses on this Truss Design Drawing(TOD) and the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TDD,ony MiTek connector plates shall be used for this TDD to be veld.As a Trues Design Engineer(.e.,Specialty Engineer), the seal on any TDD represents an acceptanncpe of the professionalfengineering responsibility for the design of the single Truss dding epicted on the TDO only,under WI 1.The design assumptions,lowing Tcconditions, mal ityoftthhe TDD this d a�eldld any of the MISSis, ndudng handling,aty nf the Owner., tallaboon anti bbrading,shalled hagentor tine esporrmibiity of the Buillinthe g Dees�igne and Co the IBC, 'the I notes bulking ni ththeeand TDD and Bre e practices and guidelines of Building Component Safety Information(SCSI)published by WI and SBCA are referenced for general guidance.WI 1 defines the responsibilities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties Involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any bullring.All capitalized terms are as defined in WI 1. Emit/ ENGINEERING LCC Copyright 02014 ProSdd gin -DrJ Erewing,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBud-OrJ. Job Truss Truss Type Qty Ply r s 110236469 B1505266 B02 Roof Special 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:10:30 2015 Pape 1 I D:X1wBD5YPago7UQ9RwLcPoEz7jzR-xrSaK6H9EUNXwORuxR9AUJ3f4faD04MLejLnjdytXl d 1 4-8-13 I 9-6-2 9- r 15 16-2-11 I 22-11-12 I 32-5-11 I 41-8-0 �-0 4-8-13 4-9-5 r -4 6-3-12 6-9-1 9-5-14 9-2-5 Scale=1:74.6 3x6 II 5x6 -", 5x8= 4x8= 6x8 = 2x4 I I _ 9 . 7. •In ii ' ' -ri 8.00 12 2x4 m 0 9 10 I rb A000000001718 'b 2 4x6= 16 15 14 35 13 12 36 11 37 10 3x8= 3x6 = 2x4 II 5x8 = 3x6 = 2x4 II 5x6 = I 9-6-2 I 16-2-11 I 22-11-12 I 32-5-11 I 41-8-0 9-6-2 6-8-9 6-9-1 9-5-14 9-2-5 Plate Offsets(X,Y)— [5:0-4-0,0-2-12],[7:0-4-8,0-1-8],[8:0-4-0,0-3-12],[10:0-3-0,0-3-0],[13:0-4-0,0-3-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.15 10-11 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.35 Vert(TL) -0.47 10-11 >477 180 TCDL 7.0 Rep Stress Incr Yes WB 0.76 Horz(TL) 0.05 10 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight 247 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 5-10-9 oc purlins, except 1-4:2x4 DF No.1&Btr G end verticals,and 2-0-0 oc purlins(6-0-0 max.):4-9. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 7-3-12 oc bracing. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 5-13,8-13,8-10 8-13,8-10:2x4 DF No.1&Btr G yosraPH D REACTIONS. (lb/size) 10=823/0-5-8 (min.0-1-8),2=936/0-5-8 (min.0-1-8),13=3121/0 3 8 (req.0-3-10) .� r WA^ ,Q Max Horz 2=384(LC 10) Note-Truss requires larger bearing area. Refer to inform= n leg? i• I') Max Upliftl0=-713(LC 6),2=-489(LC 10),13=2713(LC 10) below for location(s). Building Designer is responsible for /« �y'. Max Gray 10=911(LC 37),2=963(LC 35),13=3411(LC 35) specifying,supplementary bearing blocks,enhancers,pla , column caps or other special anchorage required to provir .-. FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shownadequate bearing. r TOP CHORD 2-17=-1245/678,17-18=1152/693,3-18=-1141/697,3-4=-993/591,4-19=-783/568, K 19-20=-783/568,20-21=-783/568,21-22=-783/568,5-22=-783/568,5-23=-482/680, ' 40( 2324=-482/680,6-24=-482/680,6-7=482/680,7-25=-482/680,25-26=-482/680, \ L :• - � 26-27--482/680,27-28=-482/680,28-29=-482/680,8-29=-482/680,9-10=305/320, BOT CHORD 2-16=431/1068,16-34=463/580,15-34=-463/580,14-15=-463/580,14-35=-463/580, 13-35=-463/580,12-13=422/790,12-36=-622/790,11-36=-622/790,11-37=-622/790, 10-37=-622/790 WEBS 3-16=-436/362,5-16=-212/374,5-14=0/291,5-13=-1724/1293,7-13=-1095/1244, 8-13=-1707/1247,8-11=0/471,8-10=963/759 NOTES- 1)lA Ild:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS ,��,t�EO PROre SS (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 3-2-0,Interior(1)3-2-0 to 3-9-3,Exterior(2)3-9-3 to 9-7-14,Interior(1)15-6-9 to �Gj• �NG1 NFF9 /O W 37-4-4 zone;cantilever left and right exposed;C-C for members and forces&MFRS for reactions shown;Lumber DOL=1.60 plate V' grip 2)TGLL::ASCE D 77-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 �� 855 PE -57 , 3)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OREGON '� <C/ 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �/ fit between the bottom chord and any other members,with BCDL=10.0psf. 9A. GC'12,2a' $ 7)A plate rating reduction of 20%has been applied for the green lumber members. VV (i� 8)WARNING:Required bearing size at joint(s)13 greater than input bearing size. c%SEPIA O 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 713 lb uplift at joint 10,489 lb uplift at joint 2 and 2713 lb uplift at joint 13. 10)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. RENEWAL DATE 12/31/2015 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. July29,2015 datRE SVA irkrepresentation does not depict the size or the orientation of the purlin along the top and/or bottom chord. t I AWARNING.Please thoroughly review Me'Cusforrers Acknowledgement of ProBuikl Standard Terms for Manufactured Products'form.Verify design parameters and read notes on this Truss Deeipn Drawing(TDD) and the OrJ Reference Sheet(rev.11-14)before use.Unlesa otherwise stated on the TDD,only MiTek connector plates shall be used for this TDO to be veld.As a Truss Design Engineer(e.,Specialty Engineer), the seal on any TDD represents an acceptanrcee of the g is the rppsoffeessioniall engineering responaidlly for the design of the single Trunt or the ssss depicted on the TDD only,under WI 1.The design assumptions,loafing conditions, suitabiliapproval of the TDO and ay and use of this ny faid usfor e of the Truss,including handing storage,ity of the nstallation and bracing,shthe Owner's authorized all be the responsibility of the Sulking Designer and Cner,in the context of the ontractor.the SAN notes set the local building thee and TDDTannd the Etpractices and grideines of Buil ding Component Safety Information(SCSI)published by TPI and SBCA are referenced for general guidance.TPI 1 defines the responeibilties and duties of the Truss Designer,Truss TrDesign Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties Involved.The uss Design Engineer is NOT the Building Designer or Truss System Engineer for any building.All capitalized terms are as defined in TPI 1. ENGINEERING LLC Copyright 0 2014 PmBUld-DrJ Engineering,LLC,(DrJ).Reproduction of this document,In any form,is prohibited without written permission from ProBtild-OrJ. Job Truss Truss Type Qty Ply a a 110235469 81505266 B02 Roof Special 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:10:30 2015 Papa 2 ID:X1 wBD5YPago7UO9RwLcPoEz7jzR-xrSaK6H9EUNXwORuxR9AUJ3f4faDO4MLeJLnjdytX1 d NOTES- 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down and 278 lb up at 9-11-8,172 lb down and 193 lb up at 12-0-12 220 lb down and 269 lb up at 14-0-12,261 lb down and 342 lb up at 16-0-12,266 lb down and 350 lb up at 18-0-12,266 lb down and 350 lb up at 20-0-12,266 lb down and 350 lb up at 21-10-0,266 lb down and 350 lb up at 23-7-4,266 lb down and 350 lb up at 25-7-4,261 lb down and 342 lb up at 27-7-4,224 lb down and 279 lb up at 29-7-4, 224 lb down and 279 lb up at 31-7-4,224 lb down and 279 lb up at 33-7-4,224 lb down and 279 lb up at 35-5-12,and 226 lb down and 279 lb up at 37-5-12,and 226 lb down and 279 lb up at 39-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pH) Vert 1-4=-64,49=-64,2-10=-20 Concentrated Loads(Ib) Vert 6=-128 5=-121 19=2(B)20=0 21=-57 23=-128 24=-128 25=-128 26=-128 27=-121 28=-66 29=-66 30=-66 31=-66 32=-66 33=-66 AWARNING-Please thoroughly review the-Customers Acknowledgement edgemam of Proeuild Standard Terms for Manufactured Products'form.Verdi design parameters and read notes on Ills Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise staled on the TOO,only MiTek connector plates shall be used for this TDD to be veld.As a Truss Design Engineer fi.e.,Specialty Engineer), the seal on any TDD represents an acceptanncge of the professionalpeengineering respareldity for the design of the single Trussdepictedon the TDO only,under TPI 1.The design assumprtions,looting con3Uons, pp approval of tthhe TDO use a d Truss for any ofut a Truss,nducng handiity ng thstoage.in IIathe ati anb authorized hhall be the r sporwibiity of the in Desigihe contest nee Contractor.ra 'the Afi tnotees sl etoutinththeeTDDio ndl Me e practices and guidelines of Bulking Component Safety Information(SCSI)published by WI and SBCA are referenced for general guidance.WI 1 defines the responsibiities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all pelves involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building.All capitalized terms are as defined in WI 1. Emit ENGINEERINGccc Copyright 0 2014 ProBnild-Dd Engineering,ILC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProB ild-Da Job Truss Truss Type Qty Ply a s 110236470 81505286 803 Roof Special 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.800 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:10:32 2015 Page 1 ID:X1wBD5YPago7UQ9RwLcPoEz7jzR-tDaLkolQm5dFAKbH2sBeZk93ASEkUz7e61 quoWyIX1 b j1-0 4-8-13 9-6-1 111-10.151 16-2-11 1 22-11-12 1 32-5-11 135-241 1 41-8-0 1 1.0-0 4 13 4-9-5 2-4-14 4-3-12 6-9-1 9-5-14 2-9-1 6-5-5 Scale=1:74.6 2x4 11 2x4 11 5 7 5x6 ---% ,, 4x8= 4x8= 4x10 = 2x4 II 4 18 10 11 12 ' 8.00 12 • = 4-9 R El $._. 6-12 22 9 23 M 2x4 ' 21 3 8-19 1-13 tib 12 3 20 4' 9 &17 8-1. 10,8 -18 11,.4 3-1' /1 2 2 18 ••' 1a $ Is is Ibb $ 131.5 V �' 18 24 25 s. 15 26 27 4x6= 19 17 16 14 13 3x8= 4x8 2x4 11 3x10 = 4x8 2x4 11 5x6 I 9-6-1 I 16-2-11 I 22-11-12 1 32-5-11 I 41-8-0 I 9-6-1 6-8-9 6-9-1 9-5-14 9-2-5 Plate Offsets(X,V)– [13:0-3-0,0-3-0],[16:0-3-0,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.18 14-16 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.48 Vert(TL) -0.54 13-14 >916 180 TCDL 7.0 Rep Stress Incr Yes WB 0.81 Horz(TL) 0.17 13 n/a n/a BCLL 0.0 BCDL 10.0 ' Code IBC2012/TP12007 (Matrix) Weight 252 lb FT=10% LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-9-9 oc purlins, except 1-7:2x4 DF No.1&Btr G end verticals,and 2-0-0 oc purlins(4-2-11 max.):4-12. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-2-8 oc bracing. WEBS 2x4 DF Std G'Except' WEBS 1 Row at midpt 8-19 11-16,11-13:2x4 DF No.1&Btr G 2 Rows at 1/3 pts 11-13 OTHERS 2x4 DF Std G REACTIONS. (lb/size) 13=1742/0-5-8 (min.0-1-14),2=1836/0-5-8 (min.0-1-15) j� ' Max Horz 2=478(LC 10) SO nkr, Max Uplift13=-727(LC 7),2=-499(LC 7) 4V O*91ASk FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. /��. �0,_ TOP CHORD 2-20=-2740/946,3-20=-2647/965,3-21=-2538/895,4-21=-2383/911,4-6=-2054/923, as I 6-8=-2054/923,8-22=2898/1187,9-22=2898/1187,9-10=2898/1187,10-11=2898/1187 BOT CHORD 2-19=-1088/2194,19-24=-1161/2762,18-24=-1161/2762,17-18=-1161/2762, -r 17-25=1161/2762,16-25=1161/2762,15-16=-861/2074,15-26=861/2074, - 14-26=-861/2074,14-27=-861/2074,13-27=-861/2074 .5 .• WEBS 8-19=-1016/458,8-17=0/293,8-16=114/262,3-19=273/271,4-19=263/934, `.1!!✓ 10-16=-511/381,11-16=-424/993,11-14=0/472,11-13=-2529/1049 IONALIM— NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 3-2-0,Interior(1)3-2-0 to 6-0-4,Exterior(2)6-0-4 to 11-10-15,Interior(1)17-6-6 ��'EU PROFFss to 37-4-3 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 Gj• �NGiN F�9 /� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 i� y 3)This truss has been designed for greater of min roof live Iced of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Q : ,52 PE 9r non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 15.4. OREGON ,� �Q' 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 727 lb uplift at joint 13 and 499 lb uplift at l'4, &Z12,21 �4� joint 2. rJ 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 0SEPH 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. RENEWAL DATE' 12/31/2015 LOAD CASE(S) Standard July 29,2015 A WRNN -Reearee thoroughlywreewthe'bCefoousmesUnAceowleedrwgeisne entaod PorBn the SDtDanoanrd MeTmcooManufactured sPherdesemr tVhdesignbeparameters eTnrdusrseaDdenotes EornptriesrTrpueSDeigttDy rawnggne(eOD) the seal on any TDD represents an acceptanrcee of the is tha responsibility engineering responsibility for the design of the single Trunt or the ss depictedpeeon the TDD only,under WI 1.The design assumptions,loading conditions, suitabilitapproval of the TDD and aand use of this ny field usfor e of the Truss,inducing handing,storage,uWallabon and bradthe Orers dnig shed all be the responsibility of the Building De pne and Contr cor..'the setl out in thenp a and TDD and 1.the The Emilkil practices end guidelines of Building Component Safety Information(SCSI)published by WI and SBCA are referenced for general guidance.WI 1 defines the responsibiities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Truss Design Engineer us NOT the Building Designer or Truss System Engineer for any building.NI capitalized terms are as defined in WI 1. INGINEEIRING LLC Copyright 0 2014 ProBuld-DrJ Engineering,LLC,(Dr..).Reproduction of this document in any form,is prohibited without written permission from ProBuikt-DrJ. Job Truss Truss Type Qty Ply e 110236471 B1505266 1304 Roof Special 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc. Tue Jul 28 13:10:34 2015 Pape 1 ID:X1 wBD5YPago7UQ9RwLcPoEz7jzR-pch59UKgliuzPelgAHE6e9EPgGwCytcxZKJ7sOytxl Z 1 48-13 1 919-2 1 13.1413 116-231 t 22-11-12 I 325-1] I 2-11 I 41-8-0 -0-0 4 8-13 4-9-5 4-4-14 2-3-12 6-9-1 9-5-14 2-9-1 65-5 Scale=1:74.6 2x4 I I ' 5 7 r 2x4 I I 5x6 /� 4x8= 4x8= 4x10 = 2x4 II 5$ 8.00 12 q 2sf H 8 10 11 12 _ im rsa 5a cm ea ea f91w Nil w ea 5t 0 50 49 R 6 9-12 n a 21 22 9 23 et is 2x4 d' 8-19 1-13 3 12-13 6 20 419 8-17 8-1' 1016 -18 11.14 3-1• q 2 y1 _.,1R .. Ibb it 15-1R I� @ •r g1 U d/1 C- 4x6= 19 18 24 17 25 16 15 26 14 27 13 3x8 = 4x8 2x4 II 3x10 = 4x8 2x4 II 5x8 1 9-6-2 16-2-11 1 22-11-12 1 32-5-11 i 41-8-0 I 9-6-2 6-8-9 6-9-1 9-5-14 9-2-5 Plate Offsets(X,Y)— [13:0-3-0,0-3-0],[16:0-3-0,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.18 14-16 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.48 Vert(TL) -0.54 13-14 >916 180 TCDL 7.0 Rep Stress!nor Yes WB 0.81 Horz(TL) 0.17 13 n/a n/a BCLL 0.0 ' Code IBC2012/TP12007 (Matrix) Weight 257 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-9-9 oc purlins, except 1-7:2x4 DF No.1&Btr G end verticals,and 2-0-0 oc purlins(4-2-11 max.):4-12. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-12 oc bracing. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 8-19 11-16,11-13:2x4 DF No.1&Btr G 2 Rows at 1/3 pts 11-13 OTHERS 2x4 DF Std G REACTIONS. (lb/size) 13=1743/0-5-8 (min.0-1-14),2=1835/0-5-8 (min.0-1-15) Max Horz 2=553(LC 10) sos PH QT Max Uplift13=721(LC 7),2=-509(LC 10) 4' 0*WASjr .4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. killJi�1. t.i TOP CHORD 2-20=-2737/900,3-20=-2645/919,3-21=-2536/881,4-21=-2380/873,4-6=-2052/958, . 6-8=-2052/958,8-22=-2903/1187,9-22=-2903/1187,9-10=2903/1187,10-11=-2903/1187 I BOT CHORD 2-19=-1108/2200,19-24=-1218/2767,18-24=1218/2767,17-18=1218/2767, f 17-25=1218/2767,16-25=-1218/2767,15-16=-852/2076,15-26=852/2076, • 14-26=-852/2076,14-27=-852/2076,13-27=852/2076 1 s `. 4, WEBS 8-19=-1024/454,8-17=0/293,8-16=-158/307,3-19=-261/260,4-i9=-262/939, .-ci11. 10-16=512/385,11-16=-453/996,11-14=0/472,11-13=2531/1039 iONALV- NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 3-2-0,Interior(1)3-2-0 to 8-0-4,Exterior(2)8-0-4 to 13-10-15,Interior(1)19-6-6 El) PROF to 37-4-3 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate ,`�,� �s.0 grip DOL=1.60 GJ NGI{NEF /0 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 9 3)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs y"9 nonconcurrent with other live loads. Q 85 5PE r 4)Provide adequate drainage to prevent water ponding. / 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. /5OREGON •• ¢ 7)A plate rating reduction of 20%has been applied for the green lumber members. ✓ '� 40 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 721 lb uplift at joint 13 and 509 lb uplift at .14/ Gf)'i 2 201 --.V. joint 2. 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ✓0SEPIA 0I 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. RENEWAL DATE-12/31/2015 LOAD CASE(S) Standard July 29,2015 t WARNING-Please thoroughy review the"Customer's Acknowledgement of Pro8uikd Standard Terms for Manufactured Products"form.Verily design parameters and read notes on this Truss Design Drawing(T)D) end the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise elated on the TDD,only MTek connector plates abet be used for this TDD to be void.As a Truss Design Engineer(I.e.,Specially Engineer), the seal l�on any TDD represents an acceptance of the rpprsoffeessionall engineering responsibilly for the design of the single Trussssdepiictted on the TDO only,under WI 1.The design assumptions loafing conditions, suitability p oval of the TDO this d any felted uanysee of the Tens the handing,nsitiity of the ,ii the and bracing,suthorized hall agentor the espponini'biBy of Designer,Buildi g D igne and IRC, eoo'At notes sl et out in theeTOO end Me eEmit practices and gudeines of Bulking Component Safety Information(SCSI)pubished by WI end SBCA are referenced for general guidance.WI 1 defines the responsibilities and duties of the Truss Designer,Truss Design Engineer and Trues Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any bulking.All capitalized terms are as defined in TPI 1. ENGINEERING LLC Copyright 0 2014 ProBuild-DrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBuld-DrJ. a Job Truss Truss Type Qty Ply • 110238472 B1505266 805 CALIFORNIA 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industnes,Inc.Tue Jul 28 13:10:37 2015 Page 1 p ID:X1 WBD5YPago7UQ9RwLcPoEz7jzR-EBNDoWMYbdGYG5TErPnpGosgnTxy9EGNFIXfTjytX1 W 1-0 7-8-13 I 7-10-10- 1 0 3--85 6-110--11 5-11-1 0 7 34-11-3 6-10-12 I 6-8-13 I Scale=1:80.9 5x12 MT18H= 5x12 MT18H= 3x6 8.00 12 5 sa 19 w 206 ,„ 21 w22„ 4x8'III.' ! • f dig 23 3x4 3x4 -i 418 8 �'' 13 7-1 , f 3 k 24 5-14 6-13 7.12 d 17: 4 &1 5x6 17 9 n 2 IF I 1]1 lLL - F. ... WM- ��. Iai Yls•� if O /I 4x8= 16 15 14 25 13 26 12 27 11 10 2x4 I I 5x8 4x8= 5x8= 4x8 = 5x6 I I 3x4= I 7-8-13 15-7-7 I 21-10-0 I 28-0-7 I 34-11-3 I 41-8-0 I 7-8-13 7-10-10 6-2-9 6-2-7 6-10-12 6-8-13 Plate Offsets(X,Y)— [2:0-0-0,0-0-1],[3:0-1-12,0-1-8],[5:0-7-12,0-1-4],[7:0-7-8,0-1-4],[8:0-1-12,0-1-8],[9:0-3-0,0-1-12],[10:Edge,0-3-9],[11:0-2-4,0-1-8],[12:0-4-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) 0.25 13-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.47 Vert(TL) -0.41 14-16 >999 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr Yes WB 0.81 Horz(TL) 0.16 10 n/a n/a BCLL 0.0 ' Code IBC2012/TPI2007e BCDL 10.0 (Matrix) Weight 250 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 1.7E*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 5-7,7-9:2x4 DF No.1&Btr G end verticals,and 2-0-0 oc purlins(3-1-2 max.):5-7. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 4-5-8 oc bracing. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 3-14,5-13,6-13,7-13,8-12 9-11:2x4 DF No.1&Btr G REACTIONS. (lb/size) 2=2401/0-5-8 (min.0-2-9),10=2349/0-5-8 (min.0-2-9) Max Horz 2=383(LC 7) Max Uplift2=-1476(LC 10),10=1406(LC 11) ,SPH Max Gray 2=2401(LC 1),10=2373(LC 35) , 0*WA jz _ 4sli �. G> FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. /l p� TOP CHORD 2-17=-3740/2324,3-17=-3618/2346,3-4=-3155/2236,4-18=-3091/2239,5-18=-3004/2266, 5-19=-2790/2232,19-20=-2790/2232,6-20=-2790/2232,6-21=-2790/2232, i 21-22=-2790/2232,7-22=2790/2232,7-23=-2820/2044,8-23=2928/2015, •-•y 8-24=-2816/1824,9-24=2985/1807,9-10=2312/1435 BOT CHORD 2-16=-2076/3183,15-16=-2076/3183,14-15=2076/3183,14-25=-1736/2662, r3 A i13-25=-1736/2662,13-26=1441/2398,12-26=-1441/2398,12-27=-1398/2388, 11-27=1398/2388WEBS 3-16=0/340,3-14=851/550,5-14=208/619,5-13=705/716,6-13=1087/1316, 7-13=-995/989,7-12=-274/602,8-12=-737/550,8-11=-377/394,9-11=-1354/2331 NOTES- ) PROP en Wind:ASCE 7-10;Vutt=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed;MWFRS "k�`5� �u_Cs (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 3-2-0,Interior(1)3-2-0 to 9-10-8,Exterior(2)9-10-8 to 33-9-6,Interior(1)33-9-6 Gj �NG1 NFF9 /O to 37-4-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate 2 grip DOL=1.60 it 9t✓ 2)TGLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category It;Exp C;Fully Exp.;Ct=1 vic 85Fr 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 44EGON 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1711/- t,' O,IN <0 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Z Y 12 2 fit between the bottom chord and any other members,with BCDL=10.0psf. "OSEPH d� 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1476 lb uplift at joint 2 and 1406 lb uplift at joint 10. 10)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. RENEWAL DATE' 12/3 1/2 015 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. July29,2015 (j )JT( I trprepresentation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 1 A WARNING-Please thoroughy review the'Customefs Acknowledgement of ProBuikd Standard Terms for Manufactured Products'form Verity design parameters and read notes on this Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TOO,ony MiTek connector plates shall be used for this TDD to be veld.Asa Truss Design Engineer(.e.,Speaatiy Engineer), the seal yon any TDD represents an acceptance of the professional engineering responeibilty for the design of the single Truss depicted on the TDD only,under TPI 1.The design assumptions,loading corMtions, suitaNapproval a me use this d afield use of rib Tn�includingr `handling, the and authorized shall agentor me esponsibi ing the in nen B ae IRC,Contractor.r 'NI notes set local hout in thecode TOD and n the e practices and guidelines of Bulking Component Safety Information(SCSI)published by WI and SBCA are referenced for general guidance.WI 1 defines the responsibilities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all aeries involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any bulking.NI capitalized tames are as defined in WI 1. Zit Copyright 0 2014 ProBuikd-DrJ Engineering,LLC,(Dr4.Reproducion of this document,in any form,is prohibited without written permission from ProBnal d-0rJ. ENGINEERING LLC Job Truss Truss Type Qty Ply a 110236472 131505286 B05 CALIFORNIA 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MTek Industries,Inc.Tue Jul 28 13:10:37 2015 Page 2 ID:X1wBD5YPago7UQ9RwLcPoEz7jzR-EBNDoWMYbdGYG5TErPnpGosgnTxy9EGNFIXfTjytX1 W NOTES- 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)289 lb down and 498 lb up at 15-9-3,261 lb down and 342 lb up at 18-0-12 ,310 lb down and 419 lb up at 20-0-12,315 lb down and 426 lb up at 21-10-0,310 lb down and 419 lb up at 23-7-4,and 261 lb down and 342 lb up at 25-7-4,and 165 lb down and 234 lb up at 27-10-11 on top chord. The design/selection of such connection device(s)is the responsibility of others. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(ptf) Vert:1-5=-64,5-7=-64,7-9=-64,2-10=-20 Concentrated Loads(Ib) Vert:5=239(B)7=146(B)6=-192 19=-128 20=-185 21=-185 22=-128 a&WARNING-Please thoroughlyreview the"Customer's Acknowledgement of ProBuild Standard Terms for Manufactured Products'form.Verify design parameters and read notes on this Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TDD,only MiTek connector plates shall be used for this TDD to be valid.As a Truss Design Engineer(i.e.,Specialty Engineer), the seal lyon any TDD represents an acceptance of the is the rpprsoffeessioniall engineering responsibility for the ddzeesign of the single Truss sdepiicted on the TDD only,under WI 1.The design assumptions,looting conditions, suapproval of to TDD this d any hell use offor any theTTmss,inducing handingof,storage,rrwtat ae abon and bracing,shall be be the the responnsibility of Designer,Bulking the content Designer a Contractor.All notes set local building ut in thecode TOO aptthe e ;Emit d�aaad,�ices end gudeinea of Building Component Safety Information(BCSI)pubished M TPI end SBCA ere referenced for general gudance.WI 1 defines the resporhhhldhtiesend duties of Me Truss Designer,Truss Design Engineer end Trues Manufacturer,unless otherwise defined by a CoMred agreed upon m wrltlrg by all parties Involved.The Truss Design Engineer is NOT the Balding Designer or Truss System Engineer for any bulking.M capitalized terms are as defined in WI 1. Copyright 0 2014 Pro8Wrm id-DrJ Engineering,LLC,(DrJ).Reproduction of this document,In any form,is prohibited without written pession from ProBWl-DrJ. �GIN�ILLC r Job Truss Truss Type Qty Pty e 110238473 81505286 B06 California 1 1 Job Reference(optional Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 a Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:10:40 2015 Page 1 ID:X1wBD5YPago7UQ9RwLcPoEi7jzR-em3MQXORtYe67ZCpWYLWu000Jh?3MZigxGmJ42ytX1 T [-0 7-8-13 I 15-7-9 p7-10.15 21-10-0 1 25-9-1 128-0-7 1 34-11-3 41-8-0 -0 7-8-13 7-10-12 2-3-6 3-11-1 3-11-1 2-3-6 6-10-12 6-8-13 Scale=1:88.3 _ 2x4 I I 2x4 I I 8.00 12 5x851 4 II 94 II 11``1;5 \ Y� \ 4. 25 3x6'::- 244 26 co 3x4'� 4 ,I 3x4 �� 14 0. ose3 , alb 8 d d ` S ' 8-16 19 1318 27 0 14,1- 15 5x12MT18H 23 322 8 oti 2 �`_ IZI 11100,71.. ...5 : rn ..>..x --- 4x8 = 22 21 20 28 19 29 18 30 17 16 2x4 I I 3x8 3x8= 5x8= 5x8 = 3x6 I I 3x4 = I 7-8-13 I 15-7-9 I 21-10-0 I 28-0-7 I 34-11-3 I 41-8-0 I 7-8-13 7-10-12 6-2-7 6-2-7 6-10-12 6-8-13 Plate Offsets(X,Y)— [2:0-0-0,0-0-4],[3:0-1-12,0-1-8],[5:0-4-0,0-2-0],[13:0-4-0,0-2-0],[14:0-1-12,0-1-8],[17:0-3-0,0-2-4],[18:0-4-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) 0.14 2-22 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.38 Vert(TL) -0.31 20-22 >999 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr Yes WB 0.90 Horz(TL) 0.11 16 n/a n/a BCLL 0.0 ' Code IBC2012/TP120070 BCDL 10.0 (Matrix) Weight:260 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc purlins, except ROT CHORD 2x4 DF No.1&Btr G end verticals,and 2-0-0 oc purlins(4-11-5 max.):5-13. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 7-0-12 oc bracing. OTHERS 2x4 DF Std G WEBS 1 Row at midpt 3-20,9-19,14-18 REACTIONS. (lb/size) 2=1795/0-5-8 (min.0-1-15),16=1688/0-5-8 (min.0-1-13) Max Horz 2=440(LC 7) Max Uplift2=-583(LC 10),16=-506(LC 11) �$�A Q . FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WA3lr.. {C+, TOP CHORD 2-23=-2678/871,3-23=2555/893,3-4=2081/819,424=-1930/833,5-24=1929/850, 'W 7 5-7=1692/923,7-9=1692/923,9-25=1692/923,10.25=-1692/923,10-13=1692/923, 4 � i*RPS OA0 13-26=-1771/805,14-26=-1902/776,14-27=-1864/721,15-27=2051/702, 04 15-16=1635/614 I. BOT CHORD 2-22=-833/2253,21-22=833/2253,20-21=-833/2253,20.28=448/1703,19-28=-448/1703, -r 19-29=332/1488,18-29=-332/1488,18-30=-495/1650,17-30=-495/1650 ' WEBS 3-22=0/340,3-20=-710/460,5-20=-160/572,5-19=307/303,9-19=-329/269, ! •ej ,. , , 13-19=-350/412,13-18=-149/438,14-18=-380/350,15-17=-507/1692 r<L:li'�� ' ALD NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 3-2-0,Interior(1)3-2-0 to 12-0-4,Exterior(2)12-0-4 to 31-7-12,Interior(1) 31-7-12 to 37-4-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DdL=1.60 plate grip DOL=1.60 `�•C ,. '"0 pNFFFs`ro 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 9 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof Iced of 25.0 psf on overhangs non-concurrent with other live loads. Q� y'f� 4)Provide adequate drainage to prevent water ponding. 855P 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will •' fit between the bottom chord and any other members,with BCDL=10.Opsf. OREGON 8)A plate rating reduction of 20%has been applied for the green lumber members. 4/ k, 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 583 lb uplift at joint 2 and 506 lb uplift at 'yip &z>'f 2 20'` —(44' t. joint 16. 10)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4/0SEF 4 V 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)208 lb down and 147 lb up at RENEWAL DATE' 12/31/2 015 25-8-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. July29,2015 dddtIRt[i9 b b SE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). WARNING-Please thoroughly review the'Custorrera Acknowledgement of Proeuild Standard Tetras for Manufactured Products'form.Veri design Parameters and read notes on ass Truss Design Drawing(TDD) fy a and the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TDO,ony MiTek connector plates shall be used for this TOO to be veld.Asa Truss Design Engineer(e.,Specialty Engineer), Bre seal lyon any TDD represents an acceptance of theti reprsoffeessionall engineering responsibility for the design of the single Truss sdDeepiicteed on the TDD only,under WI 1.The design assumptions,kredninng cccon66ors, suitabikapproval of Me TDO end anuse of this yy fess ld any of 8�Touts, handing,storage,nsibiity of ir,installation and bbradrg sodzed hall agentor the rreasponsibiity of the Bulking Deser,in the it of igner and Contractor.e Allll noteskse ildut code on the T andd l Mee I =coil rectices and guideanes of Bulking Component Safety Infomstion(SCSI)pubished by TPI end SBCA ere referenced for general guidance.TPI 1 dentes the resporsidities end doses of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon m wdtlrg by ell parties involved.The Tress Design Engineer is NOT the Building Designer or Truss System Engineer for any bulking.All capitaized terms are as defined in WI 1. TM ENGINEERING LLC Copyright 0 2014 ProBtdkf-DrJ Engineering,LLC,(kJ).Reproduction of fids document,in any form,is prohibited without written permission from ProBtidd-OrJ. Job Truss Truss Type Qty Ply a e 110236473 81505286 1306 California 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc. Tue Jul 28 13:10:40 2015 Page 2 ID:X1wBD5YPago7UQ9RwLcPoE1TzR-em3MQXORtYe67ZCpwYLt JQUoJh73MZigxGmJ42ytx1T LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-64,5-6=-64,6-8=-114,7-25=-64,10-25=-114,11-12=-114,12-13=-64,13-15=-64,2-16=-20 Concentrated Loads(Ib) Vert:25=144(B) AWARNING-Please thoroughly review the"Customers Acknowledgement of ProBuild Standard Terms for Manufactured Products"form.Verify design parameters end read notes on this Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Unlees otherwise stated on the TDD,only MiTek connector plates shall be used for this TOD to be valid.Asa Truss Design Engineer 0i.e.,Spesalty Engineer), the seal on any TDD represents an acceptance of the professionaliengineering responsibiity for the design of the single Tines d nt or the Bulking pe ap i gcte ed on the TDD only,under TPI 1.The designassumptitigons,bluing code and ccondihons, aproofand use oD and Trussfield fids any ofthe is�e including handing,storage,of the in instathe llation andeulhaized braa g,shall be be the resporen'biiy of the Bulking Designer and Cer,in the context of the ontractor.the 'the local set out in the TDD and 1.the The Emit,/ approval the TDD and any fieo use Building the T practices and gudeines of Bulking Component Safety Intometion(SCSI)published by WI end SBCA are referenced for general guidance.TPI 1 dentes the responsibilities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building.All capitalized terns are as defined in WI 1. ENfINEERll11Ca uC Copyright 0 2014 ProBtild-DrJ Engineering,LLC,(DrJ).Reproduction of this document,In any form,is prohibited without written permission from ProBWldDrJ. Job Truss Truss Type Qty Ply e 110236474 61505266 B07 CAL HIP 3 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc. Tue Jul 28 13:10:42 2015 Page 1 ID:X1WBD5YPago7UQ9RWLcPoEz7jzR-a8A6rDQhPAugMsMCezN_zrZiRUhcgWy6PaFQ8xytX1R 1 '0°1 7-8-13 I - 7-10-12 1A}15 01 5-1 I 27- -0 281Q-7 5-19-0 04-7 6-10-12 I 6-8-13 1 Scale=1:80.9 5x12 MT18H = 800 12 2x4 11 5x8 O 5 6 • so on onI .6_09F m. {\ 3x6-2. -, 3x4 4418 19 3x4 8 a -t 3lg 0 d 44%4400004 5-14 5- 6-13 3 7-12 lossits 14 6-1 4x6 1 17 9 000III��� 2 _ °b /7T T RL t •• YRL KZ. loco 4 = 16 15 14 21 1322 12 23 11 uQ1SS0 2x4 11 3x8 3x8= 5x8= 5x6 = 3x8 I I 3x4= I 7-8-13 I 15-7-9 1 21-10-0 1 28-0-7 1 34-11-3 I 41-8-0 1 7-8-13 7-10-12 6-2-7 6-2-7 6-10-12 6-8-13 Plate Offsets(X,Y)— [2:0-0-0,0-0-4],[3:0-1-12,0-1-8],[5:0-7-8,0-1-4],[7:0-2-4,0-2-0],[8:0-1-12,0-1-8],[9:Edge,0-1-8],[11:0-3-0,0-2-4],[12:0-4-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) 1/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.13 13-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.38 Vert(TL) -0.31 14-16 >999 180 MT18H 220/195 TCDL 7.0 Rep Stress!nor Yes WB 0.72 Horz(TL) 0.12 10 n/a n/a BCLL 0.0 ' Code IBC2012/TP12007 BCDL 10.0 (Matrix) Weight 250 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except S,OT CHORD 2x4 DF No.1&BV G end verticals,and 2-0-0 oc purlins(4-9-9 max.):5-7. WEBS 2x4 DF Std G'Except' BOT CHORD Rigid ceiling directly applied or 7-4-7 oc bracing. 5-14,5-13,6-13,7-13,7-12:2x4 DF No.1&Btr G WEBS 1 Row at midpt 3-14,6-13,8-12 REACTIONS. (lb/size) 2=1814/0-5-8 (min.0-1-15),10=1733/0-5-8 (min.0-1-14) Max Horz 2=383(LC 7) Max Uplift2=562(LC 10),10=-484(LC 11) �$�A O ' FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 4 0*WAS 44701/4 TOP CHORD 2-17=-2716/982,3-17=-2597/1004,3-4=-2112/918;4-18=-2033/921,5-18=1948/948, 5-6=1743/955,6-7=1743/955,7-19=1834/924,8-19=1969/895,8-20=1929/839, `j� eta r �O� 9-20=-2139/821,9-10=-1670/695 �j BOT CHORD 2-16=-771/2134,15-16=771/2134,14-15=-771/2134,14-21=451/1635,13-21=451/1635, 13-22=-419/1541,12-22=-419/1541,12-23=588/1697,11-23=588/1697 -r WEBS 3-16=0/340,3-14=738/486,5-14=-175/591,5-13=318/307,6-13=-415/341, • 7-13=-328/402,7-12=-144/465,8-12=-374/343,9-11=-542/1631 1,.. C ,. NOTES- t �° A, 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 3-2-0,Interior(1)3-2-0 to 9-10-10,Exterior(2)9-10-10 to 33-9-6,Interior(1) 33-9-6 to 37-4-3 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ED PROP tis,TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 ,�t� F�'s 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof Iced of 25.0 psf on overhangs Cj �1�G I N F9 /Q non-concurrent with other live loads. (y 2 4)Provide adequate drainage to prevent water ponding. Q� 'fes 5)Altplates are MT20 plates unless otherwise indicated. 855 PE_ 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will t fit between the bottom chord and any other members,with BCDL=10.0psf. ,e� 8)A n f 20%has 9)Prolvideerating mechanical oononection(by of been of(truss to bearing green pla a capable a of withstanding 562 lb uplift at joint 2 and 484 lb uplift at r1-- ✓ OREGON ,\ � joint 10. '9� 60 ° sl°1 -(-44/ 10)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. (k)SEPIA O O�Ci 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. SE PH 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard RENEWAL DATE-12/31/2015 July 29,2015 1 WARNING-Please thoroughly review the'Customers Acknowledgement of ProBUlld Standard Terns for Manufactured Products-form.Verily design parameters and read notes on this Truss DesiiQn Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.unfess otirerwlse stated on fire TDD,only MiTek connector plates shall be used for this TDD to be vaid.Asa Truss Design Engineer p.e.,Speoady Engineer), the seal on any TDD represents an acceptancen1ggof the is the rrepprssopfeeossioniall engineering responalbilty for the design of the single Truse s sdepicted on the TDD ony,under WI 1.The design assurtthe IBC,the local bu ldpnlpons lowing ccconditions, suitability and use of this TIUSS for approval of the TDO and any field use of the Truss,including handing,storagely of the ,installation end bracing,shallbe the the Ovmer's authodzed agent or responsibility of the Bulking Designer Cigner,In tha context of the ontractor.NI notes set out in the TDD and code nd the The 1. EtpradloesandguideinesofBuikfingComponentSafelyInfemletion(SSIpubishedby TPIendSBCAerereferencedfor generalgu da .TPI1definestheresponsidltiesenddutiesoftheTrussDesigner,TrussDesignEngineer endTus Manufedurer,unlessotherwisedefinedbaContredagruponInngbyell parties invoked.TheTruss gn Engineer is NOT theBuildingDesignerorTrSystemEngineerfor any bullring.All capitalized terms are as defined in WI 1. ENGINEERING LLC Copyright 0 2014 ProBrild-DrJ Erpneedrp,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBuild-DrJ. Job Truss Truss Type Qty Ply 4 a 110236475 81505266 808 CAL HIP 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MTek Industries,Inc. Tue Jul 28 13:10:45 2015 Page 1 ID:X1 wBD5YPago7UQ9RwLcP0Ez7]zR-7jsFTFSZI5GPDK4nJ5whbUBBbiiA1 rgZ5YT4IGytX1 O I 6-2-13 I 12-7-9 12-11-15 18-10-0 I 24-9-2 25tq-7 31-113 I 38-8-0 I 6-2-13 6-4-12 0 5-11-1 5-11-2 p S 6 6-10-12 6-8-13 Scale=1:73.5 5x8= 2x4 II 5x8= 3 �84 W w ► ` w . 14e 3 1. 8.00 12 ,! 4x4�i 18 21 4x4 6 y; 12 5-1, • 17 g g d 412 :-11 22 4000 5x10 8-1jj4MT18H 1 7 1 Illim ri__ 4t11• 16 15 23 13 24 25 10 26 14 12 11 9 8 6x8= 4x8 = 3x6- 4x8 = 3x6 = 4x8 5x12 MT18H = 5x12 MT18H I 6-2-13 12-7-9 I 18-10-0 I 25-0-7 I 31-11-3 I 38-8-0 6-2-13 6-4-12 6-2-7 6-2-7 6-10-12 6-8-13 Plate Offsets(X,Y)- [1:0-5-0,0-1-12],[2:0-1-8,0-1-8],[3:0-3-12,0-1-4],[5:0-3-12,0-1-4],[6:0-1-8,0-2-01,[9:0-3-8,0-2-8],[12:0-4-0,0-1-8],[15:0-2-12,0-1-12],[16:0-0-0,0-3-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.94 Vert(LL) -0,11 9-11 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.32 Vert(TL) -0.23 9-11 >999 180 MT18H 220/195 TCDL 7.0 Rep Stress Ina Yes WB 0.84 Horz(TL) 0.07 8 n/a n/a BCLL 0.0 BCDL 10.0 ' Code IBC2012/TP12007 (Matrix) Weight:253 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals,and BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(3-10-10 max.):3-5. WEBS 2x4 DF No.1&Btr G'Except' BOT CHORD Rigid ceiling directly applied or 4-3-0 oc bracing. 2-15,2-14,6-11,6-9:2x4 DF Std G,1-16,7-8:2x6 DF No.2 WEBS 1 Row at midpt 2-14,3-14,3-12,4-12,5-12,5-11,6-11,1-15, 7-9 REACTIONS. (lb/size) 16=1605/0-5-8 (min.0-4-4),8=1605/0-5-8 (min.0-4-6) Max Horz 16=-316(LC 24) Max Uplift16=-3645(LC 31),8=3825(LC 34) .sp$EPR D Max Gray 16=3960(LC 22),8=4077(LC 21) ,,Agp,, FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 41, `r'►'3 TOP CHORD 1-17=-4482/4175,2-17=3110/2577,2-18=3746/3282,3-18=-2852/2200, J Q� 3-19=-2534/1907,4-19=-1603/854,4-20=-1803/854,5-20=-2738/2181,5-21=-3208/2614, � 6-21=4173/3777,6-22=-4056/3264,7-22=-5260/4995,1-16= %. BOT 7-8=4010/3847 F.1 BOT CHORD 15-16=1791/1821,15-23=2064/2632,14-23=-759/1553,13-14=-1137/1877, -r 13-24=-436/1347,12-24=-1205/1928,12-25=-779/1770,11-25=-1259/2130, ' 10-11=1364/1924,10.26=1451/2633,9-26=-2435/3088,8-9=1640/1645 15 WEBS 2-15=-1199/1313,2-14=-1300/1313,3-14=836/1028,3-12-1648/1517,4-12=-422/341, �'2✓ 5-12=-1639/1507,5-11=-681/882,6-11=-1168/1178,6-9=880/1037,1-15=3545/3833, ;•110,TALS14- 7-9=-4055/4368 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS tGVJ PRQFr (envelope)gable end zone and C-C Exterior(2)0-2-12 to 4-1-2,Interior(1)4-1-2 to 7-3-11,Exterior(2)7-3-11 to 12-9-5,Interior(1) kN, css 18-2-15 to 19-5-1,Exterior(2)24-10-11 to 38-5-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for Gj• 1tG%NE4- /p reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,C7 9 2'9 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 Q 855 PE c- 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live bad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 1� v OREGON ,` iGQ 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 3645 lb uplift at joint 16 and 3825 lb uplift at 9/y Gf/'12 2.0 ,. joint 8. 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. OSE r'N 10)This truss has been designed for a total drag load of 250 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 38-8-0 for 250.0 plf. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. RENEWAL DATE 12/31/2015 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. July 29,2015 LOAD CASE(S) Standard AkWARNING-Please thoroughlyreview the"Customers Acknowledgement of ProBurld Standard Terrre ler Manufactured Products"form.Verily Nsign parameters and read notes on this Truss D esrgn Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before u eertatess otherwise stated on the TDD,ony MiTek connector plates shall ie used for this TDD to be veld.Ass Truss Design Engineer p.e.,Spedetiy Engineer), the seal on any TDD represents an acceptance of the rpprsoffeessionaall engineering responsibilty for the design or the single Trussss depictedpeon the TOD only,under WI 1.The design assumptions,baring conditions, ppro al oitability f the TTOO this d Truss ufor se offut the Trus,the nducing herding storage,of the installation Ores bracing,,shhed at be tt e esponsibility of t e Bullring Dentext signer and the IRC, aIBC,the ssetout in thecode TOO andl Bre e Et practices and guidelines of Bulking Component Safety Information(SCSI)published by WI and SBCA are referenced for general guidance.WI 1 dentes the responsibilities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building.At capeaized terms are as defined in WI 1. ENGINEERING LLC Copyright*2014 ProButd-DrJ Engineering,LLC,(Dr..Reproduction of this document,in any form,is prohibited without written permission from ProBuiid-DrJ. Job Truss Truss Type Qty Ply a e 110236476 B1505266 809 CAL HIP 1 2 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:10:49 2015 Page 1 ID:X1wBD5YPago7UQ9RwLcPoEz7jzR-tV5mJcV4mJnrixOYYx?dlKMxiJwvzdw80ARIu1 ytX1 K I 6-3-12 I 12-7-9 12-10-15 19-11-0 1 24-9-2 25tQ-7 31-10-4 I 38-8-0 6-3-12 6-3-13 0.3=6 7-0-1 4-10-2 0- 6 6-9-13 6-9-12 Scale=1:73.5 i 5x6 10x20 = 5x10 3 4 °a °a °a _ w NI on r- • 3-- 8.00 12 3x4 i 3x4 \ 11000,._ 212 6 d 3.15 d 4x8"� 1 yi7 11' mr, %,LET Y r Y!E7 41111116 8-10 17 18 19 16 20 21 22 15 244 24 25 28 13 27 28 29 12 11 10 9 B 8x86x6_ 4x8= 4x8 I I 5x6 = 8x8= 4x4 = 3x8 I I 8x8= 4x8 = I 6-3-12 I 12-7-9 19-11-0 I 25-0-7 1 27-1-4 1 31-10-4 1 38-8-0 I 6-3-12 6-3-13 7-3-7 5-1-7 2-0-13 4-9-0 6-9-12 Plate Offsets(X,Y)- [1:0-4-0,0-1-8],[2:0-1-12,0-1-8],[3:0-2-5,0-2-8],[5:0-1-4,0-2-8],[6:0-1-12,0-1-8],[11:0-4-0,0-4-12],[12:0-2-7,0-2-8],[13:0-4-12,0-2-0],[15:0-4-0,0-4-12], [16:0-2-0.0-4-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) 0.20 13-15 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.98 Vert(TL) -0.35 13-15 >927 180 TCDL 7.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.05 8 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 BCDL 10.0 (Matrix) Weight:625 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-9-6 oc purlins, except BOT CHORD 2x6 DF No.2 end verticals,and 2-0-0 oc purlins(6-0-0 max.):3-5. WEBS 2x4 DF Std G*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-15,4-15,5-12,1-16,5-11:2x4 DF No.1&Btr G,4-13:2x10 DF SS WEBS 1 Row at midpt 4-12,5-11 _ 4-12:2x4 DF 2400F 1.7E,1-17:2x6 DF No.2 REACTIONS. (lb/size) 17=5472/0-5-8 (min.0-2-15),11=6295/0-3-8 (min.0-3-6),8=432/0-5-8 (min.0-1-8) Max Horz 17=-316(LC 4) ipSEPH D Max Upliftl7=-3101(LC 29),11=-3305(LC 32),8=-872(LC 32) At* 0*WASjjj4- �C+. Max Gray 17=5502(LC 20),11=6295(LC 1),8=934(LC 47) /( , O FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=5879/3401,2-3=-5219/3279,3-4=-4211/2442,4-5=-1161/1017,5-6=-604/772, / 6-7=1089/1073,1-17=-4960/2930,7-8=-867/883 �-f 1:1BOT CHORD 17-18=507/455,18-19=-636/498,16.19=782/643,16-20=2593/4689,20-21=2480/4689, 21-22=-2351/4689,22-23=2226/4689,15-23=2185/4689,14-15=-2764/3957, 14-24=2588/3880,24-25=-2541/3880,25-26=-2541/3880,26-27=2412/3880, 1.,40.:"`�-i=li%� 13-27=2292/3880,13-28=2292/3880,28-29=-2267/3880,12-29=2513/3880,1 ' 11-12=934/1155,10-11_104/279,9-10=-378/475,8-9=-488/466 �vl� WEBS 2-16=-245/588,2-15=-718/462,3-15=1291/2294,4-15=-353/1012,4-13=-2962/4794, 4-12=-6359/3903,5-12=-2918/4808,6-11=-711/487,6-9=-234/416,1-16=-2758/4848, 7-9=-819/895,5-11=-5223/2910 ��GQ PROFrss NOTES- cos NG 1 NE • /0 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: �(O� 9 4. Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Q 5 5P E 1.-- Bottom chords connected as follows:2x6-2 rows staggered at 0-2-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,2x10-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. / 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)W(envelope)gable end z nescantilever�left and night exposed Lumber DOL 1560 plate grip DOL=1 60 Cat.II;Exp C;enclosed;MWFRS �I- ✓ OREGON ,� �Q 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 1'4/� f 1,12 201�-ii. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OSEPH 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 8)A plate rating reduction of 20%has been applied for the green lumber members. RENEWAL DATE"12/31/2 015 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 3101 lb uplift at joint 17,3305 lb uplift at July29,2015 COI I% d 8R c2 ib uplift at joint 8. t WARNING-Please thoroughly review the'Customer's Acknowledgement of ProSulld Standard Terms for Manufactured Products-form.Verify design parameters and read notes onthis Truss Design Drawing(TDD) Alls and the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TDD,only MiTek connector plates shall be used for this TDD to be valid.As a Truss Design Engineer(i.e.,Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsiblity for the design of the single Truss depicted on the TDO only,under WI 1.The design assumptions,loading conditons, suitability and use of this Truss for any Bulking is the reaponsihiry of the Owner,the Owner's authorized agent or the Bulking Designer,in the context of the IRC,the IBC,the local bulking code and TPI 1.The approval of the Too and any field use of the Tres,inducing handing,storage,installation and bracing,shall be the responsibifty of the Buiking Designer and Contractor.AN notes set out in the TDO and the I Mtn and prideines of Bulking Component Safety Information(SCSI)pubished by TPI anti SBCA ere referenced for general guidance.TPI 1 defines the resporeibliies end doles of the Trues Designer,Truss iprree�n E neer and Truss Manufacturer,unless otherwise defined a Contract a reed u n in wnti all des involved.The Truss n E Ineer nt NOT the Buildi nen or Trues S em E inesr DeiWg by 0 Po ng�' py Desp ng n fid dull )'ct n9 for any bulking.All capitalized terns areas defined in WI 1. "' Copyright 02014 ProBuild-0rJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written pemission from ProBtild-0rJ. ENGINEERING LLC Job Truss Truss Type Qty Ply to 110236476 B1505266 1309 CAL HIP 1 A L Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:10:50 2015 Page 2 ID:X 1wBD5YPago7UQ9RwLcPoEz7jzR-Lhf8WyWXdvhK5zk6eWslXu6RjF7i4AIFgBrRTytX 1 J NOTES- 10)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11)This truss has been designed for a total drag load of 2500 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 38-8-0 for 64.7 plf. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)584 lb down and 197 lb up at 2-0-12,584 lb down and 164 lb up at 4-0-12, 603 lb down and 199 lb up at 6-0-12,588 lb down and 167 lb up at 8-0-12,621 lb down and 118 lb up at 10-0-12,582 lb down and 286 lb up at 12-0-12,590 lb down and 337 lb up at 14-0-12,605 lb down and 365 lb up at 16-0-12,and 580 lb down and 294 lb up at 18-0-12,and 3646 lb down and 2473 lb up at 19-10-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-5=-64,5-7=-64,8-17=20 Concentrated Loads(lb) Vert:14=590(F)16=-603(F)13=-3646(F)18=584(F)19=584(F)20=-588(F)22=-621(F)23=582(F)25=-605(F)26=580(F) WARNING-Please thoroughly review the"Customers Acknowledgement of ProBuild Standard Terns for Manufactured Products'form.Venfy design parameters and read notes on the Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Unleos otherwise stated on the TDD,only MiTek connector plates shag be used for this TDD to be veld.As a Tres Design Engineer(i.e.,Specialty Engineer), the seal on any TDD represents an acceptanncge of the professionaldengineering resporraibilty for the design of the single Truss sdpepipictteeddron the TDO only,under WI 1.The assumptions,baring con:ikons, ppro al of titabikty thhe TTOO this use of any held any of the Truss, nducing responsibility storage, eii the and bracing sorized hat be the�ponibitty of the'Bulking Designeof r Coo t�racor..' local ssetout inthecode TOO n I thehe Emit practicea and ghideinea of Bulking Componeent Safely Infometion(SCSI)publshed by TPI end SBCA ere referenced for ggeneral guidance.TPI 1 defines the resporelbiltles end dudes of the True Deegner,Truss Design Engineer and Trues Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties Invoiced.The Trues Desgn Engineer Is NOT the Building Designer or Truss System Engineer for any bulking.All cadlaized terms are as defined in WI 1. ENGINEERING LCC Copyright 0 2014 PmBUId-DrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written pernissbn from ProBuld-DrJ. Job Truss Truss Type Qty Ply 110236477 B1505266 BCAP1 Piggyback 1 1 Job Reference(optional) Pr-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:10:51 2015 Page 1 ID:X1 wBD5YPago7UQ9RwLcP0Ez7jzR-ptDWklXKlx1 YxFYxfL15glRMW7ggRIcRTUwPzvytXl I I 4-5-6 f8-3-8 1 12-8-14 1 4-5-6 3-10-2 4-5-6 Scale=1:21.0 4x4 i 4x4 O 8.00 4. 2-3 3•12 - o_ 2-6 3-5 4 w 4 1 O - 1-4 - e d SZS SSS �S�SuuS S�S�S�Sn�k uS�SSSn?Sk SS�uS �S� d jd 3x4 6 5 2x4 II 2x4 II 3x4 �� 12-8-14 12-8-14 Plate Offsets(X,Y)- [2:0-1-12.0-2-0],[3:0-1-12.0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) n/a - n/a 999 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(TL) n/a - n/a 999 TCDL 7.0 Rep Stress Incr Yes WB 0.05 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 Code IBC2012/TPI2007 (Matrix) Weight:40 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):2-3. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 11-2-12. _ (lb)- Max Horz 1=81(LC 7) Max Uplift All uplift 100 lb or less at joint(s)1,4,5 except 6=110(LC 7) _ Max Gray All reactions 250 lb or less at joint(s)1,4 except 6=325(LC 1),5=325(LC 1) 1PA FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. � WASgn T'tQ NOTES- 4 R' // p.wf1+p 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS t �c.� �' (envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for 3 reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 -r 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 3)Provide adequate drainage to prevent water ponding. s '.. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ..ry1L:-� 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will /01t4��� M. fd between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,4,5 except(jt=lb) 6=110. ���tO PROpp., 8)n/0- 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Gj �NG)N� R /e) 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. (7 2 11)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building 4:t-.1/4f � 855 PE 9r designer. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard •13 . u, OREGON , < , Q 44, Cid '12 20*‘,-(.� ✓OSEpN O RENEWAL DATE 12/31/2015 July 29,2015 I WARNING-Please thoroughly review the'Customers Acknowledgement of ProBu d Standard Terms for Manufactured Products'form Verify resign parameters and read nates on this Truss Design Drewirg(TDD) end the DrJ Reference Sheet(rev.11-14)before usa.Unless otherwise stated on the TDD,only MiTek connector plates shell be used for this TDD to be void.As a Truss Design Ernpneer(.e.,Spedelly Engineer), the seal on any TDD represents an acceptanrcee of the professionalengineeringengineering responsibility for the design of the single Trunt or the rsss dg epicted on the TDD ony,under WI 1.The design assumptions,loading conditions, suitability and use of this TIUSS forapproval of the'MD and any field any of the Truss,inclg is thn uding handing storage,of the iinstallation the endauthorized bracing,,shall be the responsibiily of the Bulking Designer anner,in the context of d Contractthe or AD notes seet,the local lout in the TDO andthg code and WI 1.e ref prekAces and giideines ofBunking Component Safety Information(SCSI)pubishe p by TPI and SBCA ere referenced fo general guidance.TPI 1 defines the resporelNNtias and duties ofthe Tres Designer,Truss Design Engineer and Truss MenufacWren,unless otherv4se defined by a Cohtrec agreed upon nn writing by all parties involved.The Truss Design Engineer is NOT tthe Burling Designer or Toes System Engineer for any bulking.AN capitaized terve areas defined In TPI 1. ENGINEERING LLC Copyright O 2014 ProBuild-DrJ Engineering,LLC,(DrJ).Reproduction of this document,In any form,is prohibited without written permission kl-0 on from ProBuirJ. a Job Truss Truss Type Qty Ply B1505266 BCAP2 Piggyback 4 1 110236478 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MTek Industries,Inc.Tue Jul 28 13:10:52 2015 Page 1 ID:X1wBD5YPago7UQ9RwLcPoEz7]zR-H3nuxeYy2E9PZP77D3YKNy_wW8JABtbi8gyVMytX1 H I 6-4-7 I 12-8-14 6-4-7 6-4-7 4x4 = Scale=1:26.2 - 2 I1 1. 8.0012 hihs 111 N n` J a 3 IN 1 um Y 1-3 N d 6 ►X47- - - - -4776INT-7. -- -f►. . - - - - - --�-►L4747-� - - 7-7�7-.A-` [6 I2 d 3x8 = 2x4 11 3x6 = I 12-8-14 12-8-14 l Plate Offsets(X,Y)- [1:0-2-7,0-1-8],[3:0-2-1.0-1-8] LOADING(psf) • SPACING- 2-0-0 CSI. DEFL- in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) n/a - n/a 999 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.16 Vert(TL) n/a - n/a 999 TCDL 7.0 Rep Stress Incr Yes WB 0.07 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 ' Code IBC2012/TP12007 (Matrix) Weight 40 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. (lb/size) 1=243/11-10-0 (min.0-1-8),3=243/11-10-0 (min.0-1-8),4=470/11-10-0 (min.0-1-8) - Max Horz 1=137(LC 6) Max Uplift1=101(LC 10),3=-119(LC 11),4=105(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ipSBPH v WEBS 2-4=-254/129 41 0* WAgp,;l' NOTES- /OP. 11 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS • (envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 -, 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 • 3)Gable requires continuous bottom chord bearing. 1 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �: 11: 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=101, 3=119,4=105. G PR 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,��(�`D OFCSs 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. C �NGI NF9 /� 10)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building ,.C...12 designer. Q 85 PE '"r LOAD CASE(S) Standard 15.4 ✓ OREGON ,\ <? 94, &4),12,V 4 ' ✓0SE IA C) RENEWAL DATE.12/31/2015 July 29,2015 I WARNING-Please thoroughly review the-Customers Acknowledgement of ProBuild Standard Terms ler Manufactured Products-form Verify rlesign parameters and read notes on the Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)beforeuse.Unless otherwise stated on the TDD,only MiTek connector plates shall be used for this TDD to be veld.Asa Truss Design Engineer(i.e.,Spedelty Engineer), Bre seal on any TDD represents an acceptanncpe of the is tha rprofessional engineering responsibiay ler the design of the single Trnt or the ui ips dpeep cted on the TDD only,under WI 1.The design assumprdgons,leering conritions, suitabiapproval of the TDD and anand use of this nyy field usfor e ofthe Truss,s,including handing storage,of the instal the and bracing,s dshall be the responsibility of the Building Desin the co igns and Contractthe or.AN notes set out in theandaaPnd the e ref Qraslices and guideines of Balliol)Component Safety Infemretion(SCSI)pubished by WI and SBCA are referenced for general guidance.TPI 1 defines the resporelbi ibes end duties of the Truce Designer,Truss Design Engineer and Truss Manufacturer,unless cthenNae defined by a Contract agreed upon in writs g by ell galeas invo ed.The Truss Design Engineer le NOT rine Building Designer or Truss System Engineer for any bulking.All capitaized terms areas defined in WI 1. ENGINEERING LLC Copyright 0 2014 ProBnild-Dol Engineering,LLC,(Dim.Reproduction of this document,in any form,is prohibited without written permission from ProBnild-DrJ. Job Truss Truss Type Qty Ply a 110236479 B1505266 CO1 GABLE 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc. Tue Jul 28 13:10:53 2015 Page 1 ID:X1wBD5YPago7UQ9RwLcPoEz7jzR-mGLH9_YbpYHGBYiJnm3ZwAVIFtwWevdpkxoPV1oytX1 G 1-1-0-01 10-7-0 I 21-2-0 122-2-0I 1-0-0 10-7-0 10-7-0 1-0-0 4x8 I I Scale=1:50.4 1i' e 6 8.00 12 s C 9 ^ ¢n 4 1 10 n 3x4 "i 3 , p p 1p ip ki11L',- 11 3x4 2 1 �; " , 12 �� :i ". _ �� 13im ' . 4/M4f•1 7 ��4•S0•0748��• . • 4yOZ 440•�.M4f 4!_E4s•= ld 4x8 i 4x8 23 22 21 20 19 18 17 18 15 14 3x4= I 21-2-0 I 21-2-0 Plate Offsets(Xy)- [2:0-3-4,0-2-0],[7:0-1-8,0-0-12],[7:0-5-4,0-2-4],[12:0-3-4,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) 0.00 13 n/r 90 MT20 220/195 (Roof Snow=-25.0) Lumber DOL 1.15 BC 0.03 Vert(TL) 0.00 13 n/r 120 TCDL 7.0 Rep Stress Incr Yes WB 0.14 Horz(TL) 0.01 12 n/a n/a BCLL 0.0 BCDL 10.0 f Code IBC2012/TPI2007 (Matrix) Weight 146 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 21-2-0. - (Ib)- Max Horz 2=265(LC 9) Max Uplift All uplift 100 lb or less at joint(s)2,12 except 19=136(LC 10),20=-119(LC 10),22=116(LC 10), • 23=104(LC 10),17=134(LC 11),16=119(LC 11),15=116(LC 11),14=-111(LC 11) Max Gray All reactions 250 lb or less at joint(s)2,18,19,20,22,23,17,16,15,14,12 ypSA.PH O FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 44 9*a NOTES- v! U ` 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS II (envelope)gable end zone and C-C Comer(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 7-6-12,Comer(3)7-6-12 to 10-6-12,Exterior(2) -r 13-6-12 to 19-2-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber ' DOL=1.60 plate grip DOL=1.60 1 '1 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry r'%. L: Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. AL 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are 2x4 MT20 unless otherwise indicated. �&D PROFF 6)Gable requires continuous bottom chord bearing. �, �' 7)Gable studs spaced at 2-0-0 oc. � NG)NE" s,/ 0 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ?i 9)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� 855 ..P 'Sr fit between the bottom chord and any other members. 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,12 except(jt=lb) 19=136,20=119,22=116,23=104,17=134,16=119,15=116,14=111. 12)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. OREG• ` Q 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ✓� Oz�'� � 14)No notches allowed in overhang and 10000 from left end and 10000 from right end or 12"along rake from scarf,whichever is larger. /y r 12 'Z �-1 Minimum 1.5x4 tie plates required at 2-0-0 o.c.maximum between the stacking chords. For edge-wise notching,provide at least one tie plate between each notch. OSEPve O LOAD CASE(S) Standard RENEWAL DATE'12/31/2015 July 29,2015 A WARNING-Please thoroughly review the"Customer's Acknowledgement of ProBurld Standard Terns for Manufactured Products"form Verify design parameters and read notes on the Truss Design Drawing(TDD) otherwiseTD end the DrJ Reference Sheet(rev.11-14)before use.Unless stated on the TDO,only MiTek connector plates shall be used for this D to be valid.Asa Truss Design Engineer g.e.,Specialty Engineer), the seal on any TDD represents an acceptanrcee of the professional engineering responsibly for the design of the single Truss depicted on the TDD only,under WI 1.The design assumptions,loadingconditions, approval lityof the TDD this d any feruss ld uanysee Building Tnxis inclu�dng handling,tty the ins the and bracing,shed all agentor Me Bulking of the ner,Buil�dng nDes�igne a d Contrraacor..'the l notes sl seetlout n thecode TOO I Mee Emit practices and guideines of Building Component Safety Information(SCSI)pubished by WI and SBCA are referenced for general guidance.WI 1 defines the responsibilities end duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all partiesinvolved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building.All capitafzed terns are as defined In TPI 1. ENGINEERING LLC Copyright 0 2014 ProBdkl-DrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,le prohibited without written permission from ProBuiklDrJ. .,Job Truss Truss Type Qty Ply ' 110236480 B1505288 CO2 Common 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:10:55 2015 Page 1 ID:X1wBD5YPago7UQ9RwLcPoEz7jzR-ieTlZfarL9X_QsriuB61?bc?Mk6vNVv1 O6uc6gytX1 E 1-1-0-01 5-9-7 I 10-7-0 I 15-4-9 I 21-2-0 I 1-0-0 5-9-7 4-9-9 4-9-9 5-9-7 4x4= Scale=1:45.8 4 Rat 9 10 8.00�12 2x4 2x4 �i 3 5 e4� r 11 841111 6 2 i - rillima. I$ -57 ►= 4x6 = 4x0= 5x10 = I 21-2-0 I 21-2-0 Plate Offsets(X,Y)— [7:0-5-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.16 6-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.43 Vert(TL) -0.52 6-7 >477 180 TCDL 7.0 Rep Stress Incr Yes WB 0.29 Horz(TL) 0.03 6 n/a n/a BCLL 0.0 ' Code IBC2012/TPI2007 (Matrix) Weight 92 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-3-4 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-2-10 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 6=867/0-5-8 (min.0-1-8),2=951/0-5-8 (min.0-1-10) - Max Horz 2=270(LC 27) Max Uplift6=1128(LC 35),2=-1180(LC 32) Max Gray 6=1432(LC 50),2=1510(LC 49) yoSBPR p FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. , 0*WASfjr,_ T TOP CHORD 2-8=2085/1844,3-8=1887/1477,3-9=1339/1018,4-9=-915/613,4-10=910/609, 4" So : 3 5-10=-1337/1016,5-11=1752/1430,6-11=-2091/1849 / G,� BOT CHORD 2-7=1587/1883,6-7=-1439/1720 WEBS 4-7=-236/768,5-7=-418/395,3-7=-422/388 J r NOTES- ' 1)Wind:ASCE 7-10;Vutt=135mph(3 second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed;MWFRS s ;. (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 7-7-0,Exterior(2)7-7-0 to 10-7-0,Interior(1)13-7-0 to r i 17-11-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate 10NAL O grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 3)This truss has been designed for greater of min roof live Iced of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. loads. ��•stO PROFFss 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Gj NG{N4 /o• fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. Q 85 PE 9l 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)6=1128, 2=1180. / 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a total drag load of 2500 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag .• loads along bottom chord from 0-0-0 to 21-2-0 for 118.1 plf. 13� OREGON ,� �Q' 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. '941 1 LOAD CASE(S) Standard OSEPIA Q�Ci�� RENEWAL DATE.12/31/2015 July 29,2015 4 - aWRhNO -ReeeasreentcheSgrevw-14CremeeUnAlecksnsoowthleedrwgeisme esndPoronehtTSDtDandoany TMemctoo,nnMeactnourfapclueesd Pactu'edormr VthenTDigaraemAesrsa aTndrusread enotes pseerTr(uss ignDrEnwgninge(erD ) the seal lyon any TDD represents an acceptanncge of the rpersoffeessionsall engineering responsidM/for the design of the single Truss depictedng Deeon the TDD only,under WI 1.The design assumptitipons,oadnlrng conditions, suitabilapproval of�the TTOO anuse of d any field any of the Tnxithe duc inducing handinng of sorage,ii�allatat�and bracing, hal be or rreesupo�rotdtly ofthe'Bulkinthe gDesignerntezt the and Co the IBC, the l set rout IntheeTDD andl the e Estpractices and guidelines of Bulking Component Safety Infor ation(BCSI)published by TPI and SBCA are referenced for general gukfance.TPI1 dentes the responsibilities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties Involved.The Truss Design Engineer is NOT the Bun:ling Designer or Truss System Engineer for arty bulking.All capitalized terns are as defined in TPI 1. Copyright 0 2014 ProBuk1-0rJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,Is prohibited without written perrriadon from ProBiild-DrJ. ENGINEERING UC Job Truss Truss Type Qty Py e • 110236481 B1505266 CO3 Common 5 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc. Tue Jul 28 13:10:57 2015 Page 1 ID:X1wBD5YPago7UQ9RwLcPoEz7jzR-elan_Lc5tnnigA?40c8V4OhMsXnCrPIKsPNjAZytX1C I-1-0-01 5-9-7 I 10-7-0 I 15-4-9 1 21-2-0 1 1-0-0 5-9-7 4-9-9 4-9-9 5-9-7 4x4= Scale=1:45.8 4 - 9 10 8.00 2x4(12 2x4 3 5 r C.o libill'N ‘1111 *-4 rr8 6 2gll i - ff=. Ir. I$ Orel 7 4x6 = 4x6= 5x10 = I 10-7-0 I 21-2-0 1 10-7-0 10-7-0 Plate Offsets(X,Y)— [7:0-5-0,0-3-4] LOADING(ps() SPACING- 2-0-0 CSI. DEFL. in (roc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.18 6-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.44 Vert(TL) -0.56 6-7 >444 180 TCDL 7.0 Rep Stress!nor Yes WB 0.30 Horz(TL) 0.03 6 n/a n/a BCLL 0.0 BCDL 10.0 f Code IBC2012fTP12007 (Matrix) Weight 92 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 6=874/Mechanical,2=958/0-5-8 (min.0-1-8) _ Max Horz 2=270(LC 7) Max Uplift6=-281(LC 11),2=-331(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. A ok TOP CHORD 2-8=1202/415,3-8=-1144/439,3-9=921/362,4-9=-891/373,4-10=891/376, AV�"0*Vt]AS44 5-10=-923/357,5-11=-1129/452,6-11=-1217/437 4 !t' iiii, 42A BOT CHORD 2-7=-383/987,6-7=-268/960 / 9� WEBS 4-7=240/783,5-7=-439/383,3-7=-421/367 VP' ti NOTES- -r 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS ' (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 7-7-0,Exterior(2)7-7-0 to 10-7-0,Interior(1)13-7-0 to % •-; .s i 18-1-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60AL 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. G PR 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will '( `. OF�s fit between the bottom chord and any other members. � tNGI NFF9 s,0 6)A plate rating reduction of 20%has been applied for the green lumber members. ,CO 2 7)Refer to girder(s)for truss to truss connections. Q 85 5PE 9r 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)6=281, 2=331. 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11u, OREGON Q' LOAD CASE(S) Standard -7j/ Y 12 20 t. SEPH RENEWAL DATE.12/31/2015 July 29,2015 1 WARNING-Please thoroughlyreview the-Customers Acknowledgement of ProButld Standsrd Tema for Manufactured Products-form.Verify design parameters and read notes on this Truss Design Drawing(TDD) and the DcJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TDD,only MTek connector plates shall be used fort is TDD to be veNd.Asa Truss Design Engineer(.e.,Specially Erpmeer), the seal on any TDD represents an acceptance of the professional engineering responsidrty for the design of the single Trunt or the rs�ss depicg ted on the TOD only,under WI 1.The design assumptions,baring conditions, approvalsuof the TOD and any field usand use of this Truss for e ofulk**is ths responsibikty of the the Truss,including handing,storage,installa,the tion and bracing,swners authorized hall be the responsibility of the Bulking ner,In the ntext of Designe end IRC, 'the i nootees setcal seout n thee end WI 1.TDO andthe The Zit prauiices and guidelines of Bulkirp Component Barely Infomstion(SCSI)pubfahed by TPI end SBCA are referenced for gpeneral guidance.TPI 1 dentes the resporeibiities and duties of the Toss Designer,Trues Design Engineer and Tess Manufacturer,unless otherwise defined try a Contract agreed upon in writing by alt paNes involved.The Truss Design Engineer le NOT the Building Designer or Truss System Erigineer for any bulking.All capitalized terms are as defined in WI 1. ENGINEERING LCC Copyright*2014 PnoBuild-orJ Engineering,LLC,(Dr..Reproduction of this document,in any form,Is prohibited without written permission from ProBuikl-0rJ. e Job Truss Truss Type Qty Ply 110236482 81505266 C04 California 1 1 Job Reference(optional) Pm-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:10:59 2015 Page 1 ID:X1wBD5YPago7UQ9RwLcPoEz7jzR-aQiYP1dLPO1QvU9T71Az9RmecLXhJGTdJjsgFSytX1A r1-0-01 5-8-14 11-7-10 11-101.15 16-5-9 16- 14 21-2-0 1-0-0 5-8-14 5-10-12 08 4-6-10 0i6 4-5-2 4x8 \\ 4x4 Scale=1:51.0 - let. Nt 1�• N 11 3x4 44 co 3 12 2 .. A 1 _ r [7 _ r Y 10 14 3x4-i7 9 8 7 2x4 I I 3x4= 3x8 = 3x6 II 3x4 = I 5-8-14 I 11-7-10 I 16-8-14 I 21-2-0 I 5-8-14 5-10-12 5-1-5 4-5-2 Plate Offsets(X,Y)— [2:0-2-0,0-1-8],[3:0-1-12,0-1-81,[4:0-3-8,0-1-12],[5:0-1-12,0-2-0],[8:0-1-15,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Udefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.04 2-11 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.18 Vert(TL) -0.10 9-11 >999 180 TCDL 7.0 Rep Stress Incr Yes WB 0.51 Horz(TL) 0.03 7 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 BCDL 10.0 (Matrix) Weight:128 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-5-2 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals,and 2-0-0 oc purlins(6-0-0 max.):4-5. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 8-2-13 oc bracing. WEBS 1 Row at midpt 4-8 REACTIONS. (lb/size) 7=1108/Mechanical,2=1042/0-5-8 (min.0-1-8) - Max Horz 2=376(LC 10) Max Uplift7=-459(LC 10),2=-403(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 010,11 bp, TOP CHORD 2-12=-1435/488,3-12=-1253/506,3-13=-980/397,4-13=-855/419,4-5=-526/348, 4" �WA.4jjn- ?t _ 5-6=-676/328,6-7=1074/497 '�"p � BOT CHORD 2-11=-653/1114,10-11=653/1114,9-10=653/1114,9-14=341/714,8-14=341/714 J��. AOx WEBS 3-9=-600/384,4-9=-142/464,4-8=-421/212,5-8=-211/265,6-8=-342/799 W; NOTES- r 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS ' (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 7-6-7,Exterior(2)7-6-7 to 21-0-3 zone;cantilever lefts ,. i and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 -�i?1O 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 ANAL 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CC Rp/1 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,`Q`D pnv�F6's fit between the bottom chord and any other members,with BCDL=10.0psf. Gj NG'N)EE- /0 7)A plate rating reduction of 20%has been applied for the green lumber members. � y 8)Refer to girder(s)for truss to truss connections. QtCr 8552 E 9f 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)7=459, 2=403. 10)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. OEtEGO • Q 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)156 lb down and 247 lb up at ✓Gl O1� ��/ 11-9-6,and 243 lb down and 355 lb up at 16-7-2 on top chord. The design/selection of such connection device(s)is the responsibility /L )'12,Q . .-,i- of others. ✓OSFr14 V LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 RENEWAL DATE-12/31/2015 Continued on page 2 July 29,2015 k WARNING-Please thoroughy review the"Customers Acknowledgement of Pro8utkl Standard Terms for Manufactured Pr°ducts form.Verify design parametersand read notes on the Truss DDeessiq n Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Unbsa otherwise stated on the TDD,only MTek connector plates shall be used for this TDD to be veld.Asa Truss Design Engineer(.e.,Specialty Engineer), the seal on airy TDD represents an acceptanccge of the responsibility engineering responsibilty for the ddzeesign of the single Truss sdpeep cted on the TDD only,under WI 1.The design assumptions,loadrp conditions, approval of tthhe TTOD use ofa d any fele use ofut the Truss,including g handing storage,thi'rettaallaaO and bracing,shall be Me Bulking of the'Builinthe g Desiiggne the Contractor.'ai notesal ssetout in thecode TDD�a and the e practices and guideines of Bulking Component Safety Information(SCSI)published by WI and SBCA are referenced for general guidance.TPI 1 defines the responsibilities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties Involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any bulking.All capitalized terms are as defined In WI 1. Et ENGINEERING LLC Copyright 0 2014 ProBuiikf-0rJ Engineering,LLC,(DrJ).Reproduction of this document,In any form,is prohibited without written permission from ProBcild-DrJ. •Job Truss Truss Type Qty Ply • 110236482 B1505266 C04 California 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:10:59 2015 Page 2 ID:X1wBD5YPago7UQ9RwLcPoEz7jzR-aQiYP1dLPO1QvU9T71Az9RmecLXhJGTdJjsgFSytX1A LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-4=-64,4-5=-64,5-6=-64,2-7=-20 Concentrated Loads(Ib) Vert:4=-82 5m-243 a&WARNING-Please thoroughly review the"Customers Acknowledgement of ProBuikl Standard Terms for Manufactured Products"form.Verify design parameters and read notes on this Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Unleas otherwise stated on the TDD,only MiTek connector plates shall be used for this TDD to be vaid.As a Trues Design Engineer(i.e.,Specialty Engineer), the seal on any TDD represents an acceptancengof the professionalaeengineering responsibility for the design of the single Trussdepictedon the TDD only,under WI 1.The design assumptions,loading conditions, suitability of the TDO this d any Real use ofut a Truss, nducnhanding,ity torage,Owner, s the and bbrracng shallhbe or reresponinibifily of the Buik ng De�signne of an Contractor.IBC,cttArg notes ssetout in�Breeand TOO n I Bre e Emitpractices and guideines of Buiking Component Safety Infomretion(BCSI)pubished by TPI and SBCA are referenced for general guidance.TPI 1 defines the responsihiities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all paNes involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any buil ing.All capitaized terms are as defined in TPI 1. ENGINEERING LLC Copyright 0 2014 ProBWM-DrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBuiWDrJ. ,Job Truss Truss Type Qty Ply • • 110236483 81505286 C05 California 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:11:00 2015 Page 1 I D:X 1 wBD5YPago7 UQ9RwLcPoEz7jzR-2cGwd Ne_Ai9HXdkfhkhCieJrtlt02jKmYNcNnuyD(19 r1.0-0 1-0-01 5-8-14 5-8-14 } 11-7-10 5-10-12 113.10-15 1}sBB 2-3-6 0-6-10 2-3-6 16-8-14 I 21-2-0 4-5-2 I 2x4 I I 2x4 I I Scale=1:59.6 9 5 7 10 - 4x8 \\ 1•r- II 4x4 Q I.� 4 , 1,1 wisJl17. 20 21 11 - 8.00 12 19 3x4 Q 12 3x4 i 14 l 3 d1 ,: i. C; d 3 c?2 : 18 11 - Iz 354-i17 16 15 22 14 13 2x4 II 3x4 = 3x8= 2x4 H 3x4= I 5-8-14 I 11-7-10 16-8-14 I 21-2-0 I 5-8-14 5-10-12 5-1-5 4-5-2 Plate Offsets(X,Y)- [2:0-2-0,0-1-8],[3:0-1-12,0-1-8],[4:0-3-8,0-1-121,[11:0-1-12,0-2-0],[12:0-1-12,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defi Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) 0.04 2-17 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.17 Vert(TL) -0.09 15-17 >999 180 TCDL 7.0 Rep Stress Incr Yes WB 0.47 Horz(TL) 0.03 13 n/a n/a BCLL 0.0 ' Code IBC2012/TP12007 (Matrix) Weight 138 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-8-14 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals,and 2-0-0 oc purlins(6-0-0 max.):4-11. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 8-8-7 oc bracing. OTHERS 2x4 DF Std G WEBS 1 Row at midpt 4-14 REACTIONS. (lb/size) 2=955/0-5-8 (min.0-1-8),13=871/Mechanical Max Horz 2=414(LC 10) Max Uplift2=-331(LC 10),13=-311(LC 10) Max Gray 2=955(LC 1),13=896(LC 37) loSEPH D FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 0/191Ar '• TOP CHORD 2-18=-1277/355,3-18=1188/373,3-19=834/288,4-19=-738/300,4-6=564/336, 4 ' /�� O�O� 6-20=-564/336,20-21=-564/336,8-21=-564/336,8-11=-564/336,11-12=-554/230, o0- 12-13=867/331 / BOT CHORD 2-17=-578/1136,16-17=578/1136,15-16=578/1136,15-22=295/728,14-22=295/728 -f WEBS 3-15=-554/355,4-15=-125/435,4-14=507/265,12-14=231/696 NOTES- .1 i,fi,f•.;,,.. " 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRSIONAL (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 9-8-0,Exterior(2)9-8-0 to 21-0-3 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof Iced of 25.0 psf on overhangs 'VC, RRQptss non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. Gj• NGI N��9 /Q 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. (7 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will y9 fit between the bottom chord and any other members,with BCDL=10.0psf. 855 PE 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=331, 13=311. 13 OREGON 10)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. I- 4//- .�'� 1� 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 14/ VC 12,'Z° `-1., 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 41°8 OV 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)101 lb down and 104 lb up at OSE EP 14-0-0,and 149 lb down and 107 lb up at 14-4-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). RENEWAL DATE'12/31/2 015 Ref)Vf jeSiendard July 29,2015 i _ WARNING-Please thoroughly review the'Customer's Acknowledgement of ProBuikl Standard Terms for Manufactured Products'form.Verify design parametersand reed notes on this Truss DeaiQn Drawing(TDD) and the OrJ Reference Sheet(rev.11-14)before use.Unbas otherwise stated on the TDD,only MiTek connector plates shall be used for this TDD to be ootid.Asa Truss Design Engdneer li e.,Specialty Engineer), the seal on any TOD represents an acceptance of the professional engineering responsibilty for the ddner's zeesign of the single Tnrent or the ssp depictedpeeon the TDD only,under TPI 1.The design assumptions,lowing ccon6Uons, approvallity ofth useTDf tand Trusst for any ei ng is the rkdng handing storage,of the irstallathe toon and bracing shd ell be be the resporw'biity of the'eulkkng Designernd Contin the contekt of the IRC, ractor.'All notes setlocal outQinthe TDD e and a an1.d the The Emitapprbve'a tde s o ons Ted use of the Truss,inductpractices and guidelines of Building Component Safety Information(BCSI)pubished by TPI and SBCA are referenced for general guidance.TPI 1 defines the responeldlities end duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Trues Design Engineer is NOT the Building Designer or Truss System Engineer for arty building.All capitaized term;are as defined in TPI 1. ENGINEERING uc Copyright 0 2014 ProBuld-0rJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written pennission from ProBuild-0rJ. • Job Truss Truss Type Qty Ply • e 110236483 B1505266 C05 California 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc. Tue Jul 28 13:11:00 2015 Page 2 ID:X 1wBD5YPago7UQ9RwLcPoEz7jzR-2cGwdNe_Ai9HXdkihkhCieJrtJt02jKmYNcNnuyfX19 • LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(Of) Vert:1-4=-64,4-5=-64,5-7-114,6-20-114,20-21=-64,8-21=-114,9-10=-114,10-11=-84,11-12=-64,2-13=-20 Concentrated Loads(Ib) Vert:20=15(F)21=82(F) WARNING-Please cethSheet rythe"Customer's uses Acknowledgementte Pon the OO,StandardnTOMSfor Manufactured d hall be us form.r Verify design parameters and read D notesoon ngMie Truss Specialty y (TDD) and the DrJ Reference Sheet(rev.11-14)before mse.Unless otherwise stated on the TDO,only MiTek connector plates shall be used for this TDD to be void.As a Truss Design Engineer(i.e.,Spedally Engineer), the seal on any TDD represents an acceptancengof the rproffeessionall engineering responsibility for the design of the single Truss depictedDeon the TDO only,under WI 1.The design assumptions,loading conditions, suitability p oval of tthhe TDO use ofa d Truss for any of the Trusthe nduc inducing handling of sarage,iins the and bbrracinig shalled hbe Bre responsibility i�Nty of the'Buil�dng D ignne the of Contractor.AN trrotees sl etoutinthecode TOO andPBream practices and guidelines of Building Component Safety Infomstion(SCSI)pubished by WI end SBCA are referenced for general guidance.WI 1 defines the resporraibiities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building.At capitalized tame are as defined in WI 1. Emit ENGINEERING ac Copyright 0 2014 ProBuattlDrJ Engineering,LLC,(DrJ).Reproduction of this document,In any form,is prohibited without written permission from ProBWId-OJ. a Job Truss Truss Type Oty Ply • 110236484 B1505266 CO6 COMMON 2 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul28 13:11:01 2015 Page 1 ID:X1wBD5YPago7UQ9RwLcPoEz7jzR-Xoglajfcx?H88nJsFSDREssuZ98EnAMvn1 LwJKytX18 I 7-1-2 I 14-2-4 21-2-0 7-1-2 7-1-2 6-11-12 5x6 = Scale=1:59.9 3 9 1 - 8.00 1 8 10 3x6 II 2x4 \\ 4 2 4 I\ 02 r, ....d / 1 dl moi Imo- ..: dot ' 6 11 12 5 3x6= 5x10 = 3x6 = I 10-7-0 I 21-2-0 10-7-0 10-7-0 Plate Offsets(X,Y)— [1:0-6-0,0-0-6],[5:0-2-12,0-1-8],[6:0-5-0,0-3-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.49 5-6 >510 240 1 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.49 Vert(TL) -0.90 5-6 >277 180 TCDL 7.0 Rep Stress'nor Yes WB 0.48 Horz(TL) 0.02 5 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 BCDL 10.0 (Matrix) Weight:108 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Std G'Except' BOT CHORD Rigid ceiling directly applied or 8-8-7 oc bracing. 3-5:2x4 DF No.1&Btr G WEBS 1 Row at midpt 3-5 REACTIONS. (lb/size) 1=873/0-5-8 (min.0-1-8),5=873/Mechanical Max Horz 1=389(LC 10) Max Uplift1=273(LC 10),5=-305(LC 10) �$�A o ' Max Gray 1=873(LC 1),5=929(LC 17) • FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 4 w f?--4-2,, TOP CHORD 1-7=1182/358,2-7=1093/376,2-8=-958/377,3-8=878/391,4-5=-288/254 1/�r• 7 BOT CHORD 1-6=556/1073,6-11=-177/497,11-12=-177/497,5-12=-177/497 Osty WEBS 2-6=505/471,3-6=-265/812,3-5=781/299 / f NOTES- 1 i 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed;MW •�FRS •�� (envelope)gable end zone and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 11-2-4,Exterior(2)11-2-4 to 14-2-4,Interior(1) .,t 17-2-4 to 18-0-3 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 r AL13° plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ED PROP est,between the bottom chord and any other members,with BCDL=10.0psf. 't/� Fss 5)A plate rating reduction of 20%has been applied for the green lumber members. Gj• NAG 1 Ne�t;9 /� 6)Refer to girder(s)for truss to truss connections. ?i 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=273, �� g55 PE 9r 5305. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. • LOAD CASE(S) Standard 1,1_ ✓ OREGON ,\ <it 177, Gf)'12 2°, -}i ✓OSEE,µ pI RENEWAL DATE-12/31/2015 July 29,2015 AAWARNING-Please thoroughly review the*Customers Acknowledgement of ProBulld Standard Terms for Manufactured Products'form.Verily design parameters and read notes on this Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TOD,only MiTek connector plates shall be used for this TDO to be wad.As a Truss Design Engineer(.e.,Specaky Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only,under WI 1.The design assumptions,loading conditions, suitability pp ovalm me use a d Truss field any of thee Tri induis the cing haindiity ng the installation enauthorized rg shall be the'respond Designer,Buifhe lding Desigre aneIRC, Conaraco'All notes sl seet out iin�neeT and and 1are e predices and gWdehnes of Building Component Safety Information(SCSI)puhinhed by TPI and SBCA ere referenced for general guidance.TPI 1 defines the responaibintes and duties of the Truss Designer,Truss Design Engineer end Truss Menufadurer,unless otherwise defined by a CoMred agreed upon in writing by all parties involved.The Truss Design Engineer is NOT the BWkling Designer or Tr ss System Engineer for any building.All capitalized terns are as defined in WI 1. Et Copyright 0 2014 ProBWIdDrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written pennission from ProBuild OrJ. ENGINEERING LLC ;Job Truss Truss Type Qty Ply • 110236485 B1505266 DO1 CALIFORNIA GIRDER 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc, Tue Jul 28 13:11:02 2015 Page 1 ID:X1wBD5YPago7UQ9RwLcPOEz7jzR-??Og13fEiJP_mxu2p9kgn3O8pYRB MiV3?h5UsmytXl7 I 3-8-13 I 7-6-1 7114-15 11-6-9 1ifilf 15-8-11 I 1.9-5-8 1 20-5-8 1 3-8-13 3-9-5 0-4-14 3-7-10 04-14 3-9-5 3-8-13 1-0-0 Scale=1:36.5 5x12 MT18H.2 7x14 MT18H �3 r 11 1414 1 34 8.00 12 2x4 2x4 i 5 'i 2 3-9 4-8 4� 2-: . - 1 6 i / 9 1-6 O %., ' 7 1$ �_ 13 14 15 9 16 17 18 6 19 20 21 b 3x6 i 3x8 '� 3x8= 3x4= I 7-6-1 I 11-11-6 I 19-5-8 I 7-6-1 4-5-5 7-6-2 Plate Offsets(Xy)- [3:0-4-1,0-2-8),[4:0-40,0-3-4),[6:0-2-0,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) 0.07 8-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.58 Vert(TL) -0.19 6-8 >999 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.05 6 n/a n/a BCLL 0.0 " Code IBC2012/TPI2007 (Matrix) Weight:112 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins,except - 3-4:2x6 DF No.2 2-0-0 oc purlins(4-9-13 max.):3-4. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-7-1 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 1=1658/0-5-8 (min.0-1-12),6=1742/0-5-8 (min.0-1-14) Max Horz 1=-193(LC 4) Max Uplift1=-967(LC 8),6=-1019(LC 9) 6 PH O FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. og WA3j 1' TOP CHORD 1-2=2552/1698,2-3=2385/1643,3-10=-1945/1454,10-11=1945/1454, `W 11-12=1945/1454,4-12=-1945/1454,4-5=-2377/1637,5-6=-2542/1690 4 " j J.: °A O�0, BOT CHORD 1-13=-1418/2065,13-14=-1418/2065,14-15=-1418/2065,9-15=-1418/2065, q 9-16=-1236/1938,16-17=1236/1938,17-18=1236/1938,8-18=-1236/1938, / 8-19=-1273/2055,19-20=-1273/2055,20-21=1273/2055,6-21=1273/2055 -f WEBS 2-9=-325/342,3-9=0/576,4-8=0/569,5-8=-321/337 ' ** ,s •.: .s i NOTES- `!•11111:: 1)Wiind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed;-18= VA (envelope)gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof Iced of 25.0 psf on overhangs non-concurrent with other live loads. ��1Pc ) P r1 QFcss 4)Provide adequate drainage to prevent water ponding. C 5)All plates are MT20 plates unless otherwise indicated. Gj �N'Gl NFF9 /,, 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. (9 y 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Q� 85 PE '9r fit between the bottom chord and any other members. 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=967, • 6=1019. ' 10)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� ✓ OREGON �et 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. .` 12)Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 90jL ��1'12'2 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)554 lb down and 815 lb up at ✓0 /0 7-11-8,and 247 lb down and 269 lb up at 9-8-12,and 554 lb down and 815 lb up at 11-6-0 on top chord,and 112 lb down at 2-0-12, SEPH 114 lb down at 4-0-12,114 lb down at 6-0-12,83 lb down at 8-0-12,83 lb down at 9-8-12,83 lb down at 11-4-12,114 lb down at 13-4-12,and 114 lb down at 15-4-12,and 112 Ib down at 17-4-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. RENEWAL DATE' 12/31/2 015 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). July 29,2015 Continued on page 2 LOAD CASEISI Standard WARNING-Please thoroughly review the'Customers Acknowledgement of Protuild Standard Tarns for Manufactured Products"form.Venfy resign parameters and read notes on Bws Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TDD,only MiTek connector plates shall be used for this TDD to he valid.Aa a Tr ss Design Engineer(.e.,Specialty Engineer), the seal on any TOD represents an acceptanncge of the professional engineering responsibility for the design of the single Trusssdepicted on the TDD only,under WI 1.The design assumprtions,locking conditions, suitability p oval of the�TDDD of a d Truss held�of Bulking Truss,indu�6ngg handing,storage,ety of Owner., irtallaatl and erg,sed hah be or the Bulking of the'Buil�dng Deedgnne of and IRC,the the sl etoutInththee�and)Chea Emit Practices and ghidelnes of Buikfirg Conponent Safety Infometion(BCSl)publshed by TPI awl SBCA ere referenced for general guidance.TPI 1 defines the responhsibiltiesend duties of the Truss Designer,Trues Desgn Engineer and Tr ss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties Involved.The Truss Design Engineer is NOT the Budding Designer or Truss System Engineer for any bulking.AS capitalized terms are as defined in WI 1. ENGINEERING LLC Copyright 0 2014 ProBuildDN Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written pernission from ProBudkl-DrJ. Job Truss Truss Type Qty Ply • 110238485 B1505266 D01 CALIFORNIA GIRDER 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:11:02 2015 Page 2 ID:X1wBD5YPago7UQ9RwLcPoEz7JzR-77Og13fEiJP_mxu2p9kgn3O8pYRB MiV3?h5UsmytX17 LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-4=-64,47=64,1-6=-20 _Concentrated Loads(Ib) Vert:10=548 11=-135 12=-548 13=56(B)14=-57(B)15=-57(B)16=-51(B)17=-52(B)18=-51(B)19=-57(B)20=57(B)21=56(B) • • • a&WARNING-Please thoroughly review the"Custors Acknowledgement of ProBunt Standard Terms for Manufactured Products"form.Verify design parameters and read notes on this Truss Design Drawing(TDD) rreand the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TDD,only MiTek connector plates shall be used for this TOD to be valid.As a Truss Design Engineer(i.e.,Specialty Engineer), the seal on any TDD represents an acceptanncge of the professional engineering responsibility for the design of the single Trues depicted on the TOD only,under WI 1.The design assunprtioons,lowing cconntioro, suitability of tthhe MD this d a�e for uany see of Truss,is esnduudng ha dinng kty of storage,Owner.,the McGac ng,shallonzed hbe Me espporrwdnify of the'Buil�dng Designee of and Corso'MI noes selocal t intheeTDDde TPI and lMe a practices and guidelines of Bulking Component Safety Information(SCSI)published by WI and SBCA are referenced for general guidance.WI 1 defines the responsibilities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined bye Contract agreed upon in witting by all parties involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building.All capitalized terns are as defined in WI 1. ^' ENGINEERING Copyright 0 2014 ProBuikI-DrJ Engineering,LLC,(DrJ).Reproduction of this document.in any form,is prohibited without written permission from ProBuild-DrJ. w Job Truss Truss Type Oty Ply 110236486 61505266 D02 Common 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:11:03 2015 Page 1 I D:X 1 wBD5YPago7 UQ9RwLcPoEz7jzR-TBx3FPgsTcXrO5TEMtFvJHxP7yrvF8ZCELq 1 ODytX 16 I 4-10-6 I 9-8-12 I 14-7-2 I 19-5-8 120-5-8 1 4-10-6 4-10-6 4-10-6 4-10-6 1-0-0 4x4 = Scale=1:42.5 3 8.00 12 9 10 401P11 2x4 Q 2x4 i 2 4 •j �7 8 , N 4/111 1 5 0 - 613 R7 li:O 4x6 = 4x6 = 3x8 = I 9-8-12 I 19-5-8 I 9-8-12 9-8-12 Plate Offsets(X,Y)— [1:0-0-0,0-0-4],[5:Edge,0-0-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.12 5-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.35 Vert(TL) -0.36 1-7 >625 180 TCDL 7.0 Rep Stress Incr Yes WB 0.25 Horz(TL) 0.03 5 n/a n/a BCLL 0.0 ' Code IBC2012/TP12007 (Matrix) Weight:85 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 1=795/0-5-8 (min.0-1-8),5=879/0-5-8 (min.0-1-8) - Max Horz 1=250(LC 6) Max Uplift1=255(LC 10),5=306(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1 SBPH o TOP CHORD 1-8=-1111/414,2-8=977/426,2-9=836/322,3-9=791/334,3-10=792/332, 4t* 0*WASjtx- r 4-10=-835/320,411=1057/416,5-11=1106/396 4. ; ►{�>,,,, BOT CHORD 1-7=368/943,5-7=210/868 / Ox WEBS 3-7=184/655,4-7=-402/349,2-7=-398/356 1114 i NOTES- -r 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp C;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 6-8-12,Exterior(2)6-8-12 to 9-8-12,Interior(1) 4; •1 ,. 12-8-12 to 17-5-8 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber r DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,st0 p R 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 4N.- Op , ft between the bottom chord and any other members. Gj ,• GI NEE w • '2 6)A plate rating reduction of 20%has been applied for the green lumber members. (7 ?i 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=255, 1:C.-.4 � 8552 E 91� 5=306. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. • LOAD CASE(S) Standard 11 ✓ REGON er � 9 GZ)'12,20- (� ✓OSE(IA p) RENEWAL DATE: 12/31/2015 July 29,2015 1 AWARNING-Please thoroughly review the-Custonefs Acknowledgement of ProBUlld Standard Tenn for Manufactured Products-form.Verify design parametersand read notes on this Truss Design Drawvrg(TDD) and the DrJ Reference Sheet(rev.11-14)before we.Unlass otherwise stated on the TDD,only MiTek connector plates shag be used for this TDD to be void.Asa Trues Design Engineer(.e.,Specialty Engineer), the seal l�on any TDD represents an acceptance of the�peraoffeessiionfall engineering responsibility for the design of the single Truss d De epaic ctted on the TDO only,under WI 1.The dessignceassumptions,loadiinngTcconditions, approvalaoof�the TTOO anuse of d any fie for use anyof 8�Truss,Ng iodatinhanding,of oage,it the llatioon and ber's ra shallorized be the esponnsibiray of the'Bulkintha g D�eext of siigneerr and CContrraaco'All notes seetl ilout n theeTOD end)theaiThe ty. Arad,ices end guidelines of Bulking Conponent Safety Infomretion(SCSI)pubished by TPI and SBCA are referenced for general guidance.TPI 1 defines the resporroibi lies and dutles of the Trues Designer,TruesDesign Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in wrung by all parties Involved.The Tnns Design Engineer rs NOT the Building Designer or Truss System Engineer for any buikirg.All capitalized terms are as defined in TPI 1. ENG Copyright 0 2014 PmBui d-DrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBudld-DrJ. INEERI7 LLC J Job Truss Truss Type Qty Ply e 110236487 81505266 D03 Common Girder 1 2 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.800 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:11:04 2015 Page 1 ID:X1wBD5YPago7UQ9RwLcPoEz7jzR-xNVRSkhUEwfi?F1Rwam8sUTXPM3w WXMT?abwfytXl5 I 4-10-6 I 9-8-12 I 14-7-2 I 19-5-8 I 4-10-6 4-10-6 4-10-6 4-10-6 4x6 I I Scale=1:41.9 3 - a1 8.00 l 3x8 3x6 g 2 4 01 AN•,, 1w tw% ' 16111111 5 r, an•5 r S. I$ .t 9 10 8 11 12 137 14 15 6 16 17 IMI 3x8 -i 3x8 3x6 II 8x8= 3x6 II I 4-10-6 I 9-8-12 I 14-7-2 I 19-5-8 I 4-10-6 4-10-6 4-10-6 4-10-6 Plate Offsets(X,Y)— [1:0-2-0,0-1-8],[2:0-2-8,0-1-8],[4:0-2-8,0-1-8],[5:0-2-0,0-1-8],[6:0-4-4,0-1-8],[7:0-4-0,0-4-4],[8:0-4-4,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.10 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.88 Vert(TL) -0.21 7-8 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.07 5 n/a n/a BCLL 0.0 ' Code IBC20121TP120070 BCDL 10.0 (Matrix) Weight 211 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-1-1 oc purlins. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G"Except* 3-7:2x4 DF No.1&Btr G REACTIONS. (lb/size) 1=4918/0-5-8 (min.0-2-10),5=4595/0-5-8 (min.0-2-7) Max Hoe 1=232(LC 21) Max Uplift1=-1797(LC 8),5=-1611(LC 9) spsBPH O FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. p]/�$k,, 44 TOP CHORD 1-2=-7101/2591,2-3=4736/1765,3-4=-4736/1765,4-5=-6931/2424 `W{,+ BOT CHORD 1-9=-2201/5804,9-10=2201/5804,8-10=-2201/5804,8-11=2201/5804, fP f,, �Ox 11-12=-2201/5804,12-13=-2201/5804,7-13=2201/5804,7-14=-1907/5662, %1415=1907/5662,6-15=-1907/5662,6-16=1907/5662,16-17=-1907/5662, I 5-17=-1907/5662 -f WEBS 3-7=1790/4885,4-7=-2165/916,4-6=-655/2170,2-7=-2335/1081,2-8=-840/2358 NOTES- 0 X 11✓ 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. `��++111� Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to py connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ,t�,��O pROFFtS+s 3)Wind:ASCE 7-10;VuIt=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS Gj 1-G1 NP n9 /� (envelope)gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 R 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 Q� 8552 y9l 5)Ttlis truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=1797, OREGO Cr 5=1611. ✓� 1101‘ -ii-.�� 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 111/1(/' � Z f 2 r 2 ` 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. [i 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)853 lb down and 325 lb up at 4/0SEP 4 0 1-4-12,853 lb down and 325 lb up at 3-4-12,851 lb down and 331 lb up at 5-4-12,1088 lb down and 479 lb up at 7-4-12,854 lb down and 301 lb up at 9-4-12,854 lb down and 301 lb up at 11-4-12,854 lb down and 301 lb up at 13-4-12,and 854 lb down and 301 lb up at 15-4-12,and 854 lb down and 301 lb up at 17-4-12 on bottom chord. The design/selection of such connection device(s)is the RENEWAL DATE. 12/31/2015 responsibility of others. Continued on ppaage 2 July 29,2015 LOAD CASE&I Standard AWARNING-Please tlnoroughy rev ew Ne'Customefs Ack owledgeme t of ProBuild Stands d Te ms for Manufactured Products'form.Verity desgn parameters and read notes on this Truss Design Drevri (TO) and the DrJ Reference Sheet(rev.11-14)before use.Unbas otherwise stated on the TDD,only MTek connector pates shall be used for Nis TOO to be odd.As a Truss Design Engineer 9.e.,Spedafty Erginneer), the seal lyon any TDD represents an acceptanncge of the ppris the aoffeessionfall engineering responsibility for the design of the single Truss sdDeep depicted on the TDD only,under WI 1.The design assumptions,loading conditions, suitaapproval of the TDD and any field uand use of this Truss for se of the Truss,Incudng handing,storagety of the ,iratallation and bracing,sthe Ovmer's authorized hall be the resnt or the uponsiihiily of the Bulking in the context Desgne and Contractor.All notes setthe IBC,the local louttgiin Necode TOD and 1.the The practices and guidelines of Building Component Safety Infommtion(BCSI)pubished by WI and SBCA are referenced for general guidance.WI 1 defines the responaiblibes and dotes of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties Involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any bulking.All capitalized terms are as defined in WI 1. Elk' ENGINEERING LLC Copyright 0 2014 PmJ Btild-D Engineering,LLC,(Dr.!).Reproduction of this document,in any form,is prohibited without written permission horn ProBUld-OrJ. [Job Truss Truss Type Qty Ply 110236487 81505266 D03 Common Girder 1 2 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:11:04 2015 Page 2 ID:X1wBD5YPago7UQ9RwLcPoEz7jzR-xNVRSkhUEwfi?F1 Rwam8sUTXPM3w_WXMT?abwfytX15 LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-5=-64,1-5=-20 Concentrated Loads(Ib) Vert:9=-853(F)10=-853(F)11=-851(F)12=-1088(F)13=-854(F)14=-854(F)15=-854(F)16=-854(F)17=-854(F) A&WARNING-Please thoroughly review the'Customers Acknowledgement of ProBuikf Standard Terms for Manufactured Products'form.Verify design parameters and read notes on this Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TDD,only MiTek connector plates shall be used for this TDD to be valid.As a Truss Design Engineer(.e.,Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibilty for the design of the single Truss dor the Bulking peepslgdeeddron the TDD only,under WI 1.The design assumprtioons,loading conditions, suitability and use ofO nd Truss for any the gis ri inducing �ng handing,storage,bilty of the Owner., installatithe on andr's abgnai bracing, hal be the responsibility of the Buikfng Designer Cthe contekt of the ontractor.All the �1 set out In the TDD andg code and 1.the The approvalof the TDD and any field use of the Truss, practices and guidelines of Bulling Component Safety Information(SCSI)published by WI and SBCA are referenced for general guidance.WI 1 defines the responsibilities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any wilding.All capitakzed terns are as defined in WI 1. ENGINEERING uc Copyright 0 2014 ProBuikl-DrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written pemiselon from Pro&rktDrJ. e Job Truss Truss Type Qty Ply 110236488 81505286 E01 CALIFORNIA GIRDER 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MTek Industries,Inc.Tue Jul 28 13:11:06 2015 Page 1 I D:X 1 wBD5YPago7UQ9RwLcPoEz7jzR-tmd BtQi kDXwQ FYBp2?ocxvZtNAvGSUwewJ3h?Yytx 13 1-1-0-0 1 57-9 51045 10-2-12 } 14-6-9 141945 245-8 1215-8 1 1-0-0 5-7-9 03 4-3-13 4-3-13 03 5-7-9 1-0-0 Scale=1:38.0 4x8 \\ 4x8 // 3x4= I �t kr. ►/ 4 M ►t it d► 4► 8.00 12 � er Y d 3.12 3- 1 • 1 /1:11:NitilliSitis8 i 1 2 Ico $ 2-10 ® 6,D $ 12 11 10 �j 13 8 14 15 3z6 = 9 3x6 2x4 II 3x4 = 3x4= 3x4 = 2x4 II I 57-9 I 7-3-12 1 131-121 14-9-15 I 20-5-8 I 5-7-9 1-8-3 5-10-0 1-8-3 5-7-9 Plate Offsets(X,Y)— [2:0-6-0,0-0-61,[3:0-3-8,0-1-121,[5:0-3-8,0-1-21,[6:0-6-0,0-0-61 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft Lid PLATES GRIP TCLL 25.0 (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.36 Vert(LL) 0.04 2-12 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.25 Vert(TL) -0.08 2-12 >999 180 BCLL 0.0 * Rep Stress lncr NO WB 0.27 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight 97 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):3-5. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 2=560/0-5-8 (min.0-1-8),9=1210/0-3-8 (min.0-1-8),6=332/0-5-8 (min.0-1-8) - Max Horz 2=156(LC 7) Max Uplift2=254(LC 8),9=-628(LC 8),6=-259(LC 9) Max Grav2=560(LC 1),9=1210(LC 1),6=369(LC 31) yaSEPA D FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �� WA.Sf4 r{�, TOP CHORD 2-3=-574/216,3-4=-326/193 `W 7' BOT CHORD 2-12=-168/382,11-12=168/377 4 ;Or. Oro_ WEBS 4-11=-93/276,4-9=-666/352,5-9=-669/571 aeIg; NOTES- tin 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 1 •c • -: .,, i 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ittgaiONAL#6 non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ����d pROFFss fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. Cj NG1 NgF /� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=254, �(7 R y9 9=628,6=259. 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8 -2 PE 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)159 lb down and 158 lb up at 9 lb down and 542 lb up at 14-8-3 on 8 lb down and 8 lb up at 14-4-12,and 8 lb down • 16-4-12,and-9-5,and 97 lb down and 8 lb up at 18-4-12 on bottom chord.chord, The esign/selection of such connection device(s)is the nd 8 Ib up at ✓ OREGON 1 responsibility of others. '9j, Gf 1' 'ZD ` '� 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ✓Q f 2 m�V� SE.VA LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 RENEWAL DATE 12/31/2015 Continued on page 2 July 29,2015 AWARNING-Please thoroughly review the"Customers Acknowledgement of Pro8uikl Standard Terms for Manufactured Products"form.Verity d signb parameters and read notes on this Tori Design Drawing(TDD) ' and the Oct Reference Sheet(rev.11-14)before use.unless otherwise stated on the ,c4 MTek connector plates shall be used for this TDD to be void.Asa Truss Design Engineer(I.e.,Specially Engineer), the seal no any TDD represents an acceptanncge of the professionis tha fall engineering responsibiity for the design of the single Truss dnt or the Building peepiicted on the TDO only,under WI 1.The design assumptions,loading conditions, suitabapprover of the TDD and any field usty and use of this TI11311 for e oftheTruss,including handing,storage,y of the Owner., staflathe aU and bracing,ss authorized hall be the responsibility ofthe Bulking Designersigner,In the context of nd Co vaso'ai notes set ori t in the T and)code 1.the The ' practices and guidelines of Building Component Safety Information(SCSI)published by WI and SBCA are referenced for general guidance.WI 1 defines the responsibitbes and duties of the Truss Designer,Truss Design Engineer end Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all pubes Involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building.All capitalized terms are as defined in WI 1. Zit ENGINEERING LLC Copyright 02014 ProBu d-DrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBuil d-DrJ. Job Truss Truss Type Qty Ply e 110236488 61505266 E01 CALIFORNIA GIRDER 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.800 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:11:06 2015 Page 2 I D:X 1 wBD5YPago7 UQ9RwLcPoEz7jzR-tmd BtQiklXwQ FYBp27orarvZtNAvGSUwewJ3h 7YytX 13 LOAD CASE(S) Standard Uniform Loads(Of) Vert 1-3=-64,3-5=-64,5-7=-64,2-6=-20 Concentrated Loads(Ib) Vert:3=8(F)5=-275(F)13=0(F)14=0(F)15=1(F) AWARNING-Please thoroughly review the"Customers Acknowledgement of ProBuild Standard Terms for Manufactured Products"form.Verify design parameters and read notes on this Truss Design Drawing(rOD) and the DrJ Reference Sheet(rev.11-14)before use.Unkres otherwise stated on the TDD,only MTek connector plates shall be used for this TDD to be vakd.As a Truss Design Engineer(i.e.,Specialty Engineer), the seal on arty TDD represents an acceptanrcee of theprofessionalengineering responsidfy for the design of the single Trussdepictedon the TDD only,under WI 1.The design assumptions,lowiinngTconditions, ppro al of the TDO use of a d any fieldruss use anyof the Truss,nduding hardkng,storage,thOwner.,the and bracing,suthorized hall be theereresponsibirity of the Buildntho g Des�igne the C�pm�aclttor'RI noteslel set out inthecode TDO andl 1.The Eiji&pQrreac�ices and guidelines of Building Component Safety Information(SCSI)pubkshed by TPI end SBCA ere referenced for general guidance.TPI 1 defines the responsibilities and duties of the Truss Designer,Truss sgnEngineer and Truss Manufacturer,unless otherwise defined by a Contrailagreed upon in wilting by all parties Involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineerfor arty bulking.WI capitafzed tas are as defined in TPI 1. EN a� tams Copyright 0 2014 ProBrild-OrJ Engineering,LLC,(DrJ).Reproduction of this document,In any form,is prohibited without written pemiseion from ProBWld-DrJ. fIN�IR7 LLC ,Job Truss Truss Type Oty Ply • 110236489 B1505266 E02 California 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:11:07 2015 Page 1 ID:X 1wBD5YPago7UQ9RwLcPoEz7jzR-LyBZ5mjN W2Hsim?bjKrU750kZEyBrMo9zoFXytX12 I-1-0-0 I 7-7-9 7-10-05 12-6-9 12i9-115 205-8 121-5.8 1 1-0-0 7-7-9 03-. 4-7-10 03- 7-7-9 1-0-0 Scale=1:38.0 4x8\\ 4x4 i 33-41 8.00 1 1 1112 1 b9 3-" 47 13 10 2 .j1I 2-8 ® w de 1 5-8 6 r 8 7 3x10 = 2x4 II 3x4= 3x8= 3x10 = I 7-7-9 I 12-9-15 113-3 205-8 7-7-9 5-2-6 A5- 7-2-0 Plate Offsets(X,Y)- [2:0-10-0,0-1-2],[3:0-3-8,0-1-12],[4:0-1-12,0-2-0],[5:0-10-0,0-1-3],[7:0-2-0,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) 0.15 2-9 >982 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.28 Vert(TL) -0.29 2-9 >524 180 TCDL 7.0 Rep Stress Incr Yes WB 0.58 Horz(TL) 0.01 5 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2012/TP12007 (Matrix) Weight 89 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):3-4. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 5=366/0-5-8 (min.0-1-8),7=885/0-3-8 (min.0-1-8),2=563/0-5-8 (min.0-1-8) Max Horz 2=204(LC 9) Q Max Uplift5=-242(LC 32),7=-255(LC 10),2=-258(LC 10) pSSPH r Max Gray 5=391(LC 22),7=885(LC 1),2=566(LC 37) -4,1*' oe'PlA3gZ,- �C+. FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ft /410. t� TOP CHORD 2-10=-552/192,10-11=-526/204,3-11=-519/220 d! 1 BOT CHORD 2-9=130/415,8-9=131/410,7-8=131/410 7 WEBS 3-9=0/268,3-7=-653/209,4-7=-437/231 -f NOTES- 1,1t . •' i 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS .44111, tili� (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 3-6-7,Exterior(2)3-6-7 to 16-11-1,Interior(1)16-11-1 /r,.,TAL to 18-5-8 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 c 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ��`rj P R OFFS non-concurrent with other live loads. c 4)Provide adequate drainage to prevent water ponding. �� ANG)NFF9 Wei 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,C1 ?i9 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 855 -P fd between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. Z 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)5=242, 7=255,2=258. 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. OREGO ' ' 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ✓(/41, a,1 �� 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. if j r f 2 r`L -�.. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)435 lb down and 428 lb up at 4../0 'ON'7-9-5,and 98 lb down and 153 lb up at 12-8-3 on top chord. The design/selection of such connection device(s)is the responsibility of ..-1 r„1_1 'ON' others. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). RENEWAL DATE 12/31/2015 LOAD CASE(S) Standard Continued on page 2 July 29,2015 t WARNING-Please thoroughly review the"Customers Acknowledgement of Pro8uilo Standard Terms for Manufactured Products"form.Verify design parameters and read notes on this Truss Design Drawing(TDD) allk and the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TDD,only MiTek connector plates shall be used for this TDD to be valid.As a Truss Design Engineer(.e.,Specialty Engineer), the seal on any TDD represents an acceptanncpe of the rpprroffeessioniall engineering responsidity for the design of the single Truss depictedDeon the TDD only,under WI 1.The design assumptions,loading contitiorw, aapppproval of the TDD this d any fielld any for of�Tross,iis nducing handity ng storage,thrOwner., anbran authorized shallhagentor the n�porwibtity of the Bullddothe g Desigest ns the Cho trraaco'ori notes sl setlout in theg e and TOO and Ste e practices and guidelnes of Building Component Safety Information(SCSI)pubished by TPI end SBCA are referenced for general guidance.TPI 1 defines the resporteidities and doles of the Trues Designer,Truss Design Engineer sod Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing dry all pames Involved.The Trues Design Engineer Is NOT the Bulkll g Designer or Truss System Engineer for any bulking.All capitalized terms are as defined in WI 1. imEl 'L ENGINEERING LLC Copyright 0 2014 Proeuild-DrJ Engineering,LLC,(DrJ).Reproduction of this document,In any kxm,Is prohibited without written parr iseion from ProBuild-DrJ. e Job Truss Truss Type Qty Ply • 110236489 B1505266 E02 California 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc, Tue Jul 28 13:11:08 2015 Page 2 I D:X 1 wBD5YPago7UQ 9RwLcPoEiTzR-p8yl6kTH9A8UsLC9Qr4OKeAUzaBwl bxodYo3QytX 11 LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-4=-64,4-6=-64,2-5=-20 . Concentrated Loads(Ib) Vert:3=78(F)4=-55(F) • • 1 / WARNING-Please thoroughly review the"Customers Acknowledgement of Proiuild Standard Terms for Manufactured Products'torn.Verify design parameters and read notes on this Truss Design Drawing(TDD) AIL and the DrJ Reference Sheet(rev.11-14)before use.Unbss otherwise stated on the TDD,only MITek connector plates shall be wed for this TDD to be valid.As a Truss Design Engineer(i.e.,Specialty Engineer), the seal on any TOD represents an acceptance of the rpersoffeessionall engineering responsibility for the design of the single Trusss dpeecidded on the TDD only,under WI 1.The design assumptions,loading conditions, suitability and use OlnTruss for any ofBthe gis e inducing handling,nsibilty of torage,e installation and bracing,sAbe Owner's authorized hall be thnt or e responsibe ility of the Building eigner,In fir ntext of the Designe and Contractor.All notes set outhe IBC,the local t on the TDD g code and a an1.d the approval the so and any euse the Truss, practices and guidelines of Building Component Safety Information(SCSI)published by WI and SBCA are referenced for general guidance.WI 1 defines the responsibilities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon In writing by all parfies involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building.Al capitalized terms are as defined in WI 1. rolt ENGINIEERINGLLc Copyright 02014 ProBukd-DrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBuild-DrJ. •Joba Truss Truss Type Qty Ply 110236490 81505266 E03 California Girder 1 2 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industnes,Inc. Tue Jul 28 13:11:10 2015 Page 1 I D:X1 wBD5YPago7UQ9RwLcPoEz7jzR-mXtijomFpmOsjAVaHrtY6ljXhn4mOG7Efxl v8JytX17 1-1-0-0 1 3-10-13 7-11-9 8-?-'t5 12-2-9 1215115 16-6-11 I 20-5-8 I 1-0-0 3-10-13 4-0-12 03-s 3-11-10 03 4-0-12 3-10-13 Scale=1:37.8 5x8%` 4x8-' lw I/� 4-5 1 8.00 12 2x4 2x4�' 6 12 d_ 3 d+ i 44 . 1 ,11 4+ 9 Ar 3 7 2 gi El- K3 IIII I2-10 ED 7-10 t/ - j12 11 1 14 10 15 9 j� 16 17 18 3x4 = 3x4= 4x6 = 85x6 = 3x6 Q 2x4 I I 3x4= I 3-10-13 7-2-0 17-11-91 12-5-15 113-3-81 1611-11 20-5-8 1 3-10-13 3-3-3 0-9-9 4-6-6 0-9-9 3-3-3 3-10-13 Plate Offsets(X,Y)— [4:0-1-4,0-1-12],[5:0-1-4,0-2-0],[8:0-3-0,0-3-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.07 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.98 Vert(TL) -0.19 7-8 >437 180 TCDL 7.0 Rep Stress Incr NO WB 0.33 Horz(TL) -0.01 7 n/a n/a BCLL 0.0 ' Code IBC2012/TPI2007 (Matrix) Weight 251 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.18&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except BOT CHORD 2x6 DF No.2 2-0-0 oc purlins(6-0-0 max.):4-5. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=811/0-5-8 (min.0-1-8),8=4453/0-3-8 (min.0-2-9),2=1052/0-5-8 (min.0-1-8) - Max Horz 2=209(LC 26) Max Uplift7=-394(LC 9),8=-3284(LC 9),2=-919(LC 8) Max Gray 7=852(LC 34),8=4794(LC 34),2=1052(LC 1) losEPAo - FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. A W�f-n r TOP CHORD 2-3=-1501/1475,3-4=1308/1426,4-13=-164/583,5-13=-162/582,5-6=-97/462, ,�. 40 '�•-r A 6-7..200/403 / O,k BOT CHORD 2-12=-1260/1186,11-12=-1271/1049,11-14=-1207/983,10-14=-1207/983, 01 10-15=1207/983,9-15=-1207/983,8-9=-605/373,8-16=-277/185,16-17=277/185, / 17-18=277/185,7-18=-277/185 -f WEBS 3-12=-344/330,411=1309/1380,4-9=-1875/1149,5-9=-1789/768,6-8=-452/314, 5-8=-750/1767,412=-228/626 t n-c?1i.,:, NOTES- , AL ° 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-5-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-6-0 oc. c wpbs connected as follows:2x4-1 row at 0-9-0 oc. kV PROP 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. Cj NAG'NE4-9 /r, 3)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS wC 29 (envelope)gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 8 25PE r 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. , 6)Provide adequate drainage to prevent water ponding. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OREGON Cr 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �•' ✓ '� �!/ fit between the bottom chord and any other members. 17+ �/f 12,2°1!-i- 9)A plate rating reduction of 20%has been applied for the green lumber members. `i 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)7=394, ✓0SE PPH O 8=3284,2=919. 11)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. RENEWAL DATE-12/31/2 015 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. July 29,2015 Continued on page 2 1 AkWARNING-Please thoroughy review the"Customers Acknowledgement of ProBui d Standard Terms for Manufactured Products-form.Verify design parameters and read notes on this Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TDD,only MiTek connector plates shall be used for this TDD to be valid.As a Truss Design Engineer(i.e.,Specially Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TOD only,under WI 1.The design assumptions,loading conditions, EmiiiiN suttabBy and use of tris Truss for any Bulkinrgg N the responsibiByof the Owner,the Owners authorized agent or the Buddi g Designer,in the context of the IRC,the IBC,the local bulINrg code and TPI 1.The approval of the TDD and any field use of the Tnres,including ria ing,storage,installation and bracing,shall be the responsi iity of the Bulking Designer and Contractor.All notes set out in the TOD and the pprreact�ices and guideines of Bulking Component Safety Infometion(SCSI)pubished by TPI end SBCA are referenced for general guidance.TPI 1 dentes the responaibities and duties of the Trues Designer,Trus Design Engineer and Truss Manufacturer,unless othervrise defined by a Contract agreed upon in writing by all parties Involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any biking.All capifaized terve are as defined in TPI 1. ENGINEERING tic CopyngN 0 2014 ProBUIdDrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBriklDrJ. a Job Truss Truss Type Qty Ply 110236490 B1505266 E03 California Girder 1 2 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:11:10 2015 Page 2 ID:X1 w8D5YPago7UQ9RwLcPoEz7jzR-mXtijomFpmQsjAVaHrtY6ljXhn4m0G?Erx1 v8JytX1? NOTES- 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)544 lb down and 545 lb up at 8-2-11,and 94 lb down and 87 lb up at 12-2-0 on top chord,and 753 lb down and 370 lb up at 8-1-9,1010 lb down and 893 lb up at 10-0-12,424 lb down and 400 lb up at 12-0-12,1348 lb down and 1483 lb up at 12-8-7,851 lb down and 324 lb up at 14-0-12,and 846 lb down and 244 lb up at 16-0-12,and 856 lb down and 221 lb up at 18-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1.4=-64,4-5=-64,5-7=-64,2-7=-20 Concentrated Loads(Ib) Vert:4=544(F)11=508(B)9=522(B)13=-40(F)14=1010(B)15=-424(B)16=851(B)17=-846(B)18=856(B) • • A&WARNING-Please thoroughlyreview the"Customers Acknowledgement of ProBuild Standard Terms for Manufactured Products'form.Verify design parameters and read notes on this Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TDO,only MiTek connector plates shall be used for this TDD to be void.As a Truss Design Engineer(.e.,Specialty Engineer), the seal on any TDD represents an acceptanncge of theprofessionalengineering responsibility for the design of the single Truss dpeepsiidped on the T00 only,under WI 1.The dessignceassumptions,{pacing con:Mons, approval ofity�the TDD and use of this any geld any ofutee Truss,including handinggty of mstaOwner., BinstallaaO and bracing,suthorized hall agentor the u�ponsibliity of the Building ths D nerandRConhdeaIBC,theI notes setoutinthecode TBD�D a d1 thee TheEjt practices and grideines of Building Component Safety Iniormetion(BCSI)pubished by TPI and SBCA are referenced for general guidance.TPI 1 dentes the responeibiitias and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon m writing by all gentles involved.The Truss Design Engineer nt NOT lits Building Designer or Truss System Engineer for any bulking.NI capitalized terms are as defined In TPI 1. ENGINEERING LLC Copyright 0 2014 ProBuildDrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written penression from ProBuild-DrJ. 1Job • Truss Truss Type Qty Ply 110236491 B1505266 F01 California Girder 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MTek Industries,Inc.Tue Jul 28 13:11:11 2015 Page 1 I D:X 1 wBD5YPago7UQ9RwLcPoEz7jzR-EjQ4w8mta4YjLK4nciYOnezGjBBaK7ml04bmSglytX 1_ 1 -1-0-0 1 5-7-9 5-10-03-0 5 74-9 7 -1 13-3-8 1 1-0-0 5-7-9 1-5-10 5-7-9 Scale=1:26.3 5x12 MT18H i 5x12 MT18H ' 0'0' 8 8.00 12 A 1 11 5 2 r Y 2-5 N*= 1 FSM1 9 10 7 11 12 6 13 14 // 3x6 2x4 II 3x4 = 3x8 .. 1 5-7-9 1 7-7-15 1 13-3-8 1 5-7-9 2-0-6 5-7-9 Plate Offsets(X,V)— [3:0-2-4,0-2-0],[4:0-2-4,0-2-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) 0.04 5-6 >999 240 MT20 220/195 (Roof Snaw=25.0) Lumber DOL 1.15 BC 0.38 Vert(TL) -0.07 5-6 >999 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.02 5 n/a n/a BCLL 0.0 ' Code IBC2012/TP12007 (Matrix) Weight 67 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-1-9 oc purlins,except BOT CHORD 2x6 DF No.2 2-0-0 oc purlins(6-0-0 max.):3-4. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 8-9-15 oc bracing. REACTIONS. (lb/size) 5=952/0-3-8 (min.0-1-8),2=1042/0-5-8 (min.0-1-8) - Max Horz 2=148(LC 5) Max Uplift5=-582(LC 9),2=-640(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ytSPH bp,. TOP CHORD 2-8=-1404/953,3-8=-1270/960,3-4=1084/880,4-5=1416/956 ��WA3a1x- r4 BOT CHORD 2-9=-751/1077,9-10=-751/1077,7-10=-751/1077,7-11=-752/1070,11-12=-752/1070, "►{�� 6-12=-752/1070,6-13=724/1092,13-14=724/1092,5-14=724/1092 /i�". �O_ WEBS 3-7=0/315,4-6=0/332 i NOTES- -f 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed;MWFRS ' w�. (envelope)gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 1 •s •• •• S. 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 r +✓ 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ANAL non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. P 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,��(��� aFFss fit between the bottom chord and any other members. cj �1AG1 Ne4C9 /Q 8)A plate rating reduction of 20%has been applied for the green lumber members. ,,S1 ?i• ce 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)5=582, 2=640. 8 25PE 10)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s)or 13)and 321 lb down ar connection nd 51 b up at 1ce(s)shall 5-9-5 and 321provided lb down and 514sufficient lb up asupport-6-3 on top chord,and 73 lb down own at 2-0-12,74 lb down 15 OREGON✓G RE��ON.�'� �JQ at 4-0-12,74 lb down at 6-0-12,74 lb down at 7-2-12,and 74 lb down at 9-2-12,and 73 lb down at 11-2-12 on bottom chord. The 114 4 12 $� �� design/selection of such connection device(s)is the responsibility of others. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). OSE p H O LOAD CASE(S) Standard RENEWAL DATE. 12/31/2015 Continued on page 2 July 29,2015 t AWARNING-Ple se thoroughly review the-Customers Acknowledgement of Pro8uild Standard Terms for Manufactured Products'form Verify design parametersand read notes on this TrussDesign Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before rse.Unbes otherw tie stated on the TDD,only MTek connector plates shall used for this TDD to be void.Aa a Truss Design E gineer(.e.,Specialty E gineer), the seal on any TDD represents an acceptanncpe of the professional)lity' engineering responsibiiry for the design of the single Truss dpeetected on the TDD only,under WI 1.The design assumptions,loading conditions, lilapproval of the TTOO this d Truss rty fed any of Truss,indu�dngg handing,the ns the Owner's racisorized hall agentor the Bulking ibify dme'Buiktirig Dethe signer and Co tracor'RI notes set oout i thecode T DTc d ChThe Ekifir.brad,Ices and grideinesorBulldogComponentSafelyInfomretion(SCSI)pubisheoby TPI andSBCA arereferencedforgeneral guidance.TPI 1 defines the resporrsibitbes and dutiesof the TrussDesigner,TrussDesgn Engineer and TrusManufacturer,unswedefined by aContractagruintingbyall partiesinvolved. TnEnginebNOTtheBiddingneroTSystngineerfor arty bulking.NI capitaized terve are as defined in TPI 1. ENGINEERING uc Copyright 02014 ProBuikf-DrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,Is prohibited without written permission from ProBuid-DrJ. .71c • Truss Truss Type Qty Ply 110236491 81505266 F01 California Girder 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MTek Industries,Inc.Tue Jul 28 13:11:11 2015 Page 2 ID:X1wBD5YPago7UQ9RwLcP0Ez7jzR-EjQ4w8mta4YjLK4ngYOnezGjBBaK7mlO4bmSglytXl_ • LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(elf) Vert:1-3=-64,3-4=-64,4-5=-64,2-5=20 . Concentrated Loads(Ib) Vert:3=-307(F)4=-307(F)8=5(B)9=-37(F)10=-37(F)11=-37(F)12=-37(F)13=37(F)14=-37(F) • • • WARNING-Please thoroughly review the'Customers Acknowledgement of ProBui d Standard Terms for Manufactured Products'form.Verily design parameters and read notes on this Truss Design Dressing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TDD,only MiTek connector plates shall be used for this TDD to be vafid.As a Truss Design Engineer 9.e.,Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only,under WI 1.The design assumptions,loading conditions, suitability al of the TDD use and this a�elfor d�of rib Irons,Inducing handing, orage,in the and shalluthorized hbe or espon responsibility ding the Bulking nD�n of and Co�cor..'the sl et out thecode TDD TPI 1the e Emit/prpaactices and guidelines of Buikfing Component Safety Infomstion(SCSI)published by TPI and SBCA are referenced for general guidance.TPI 1 defines the resporsibilties and duties of the Truss Designer,Trues •Desgn Engineer and Tr ss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Truss Design Engineer is NOT the Builds g Designer or Tr ss System Engineer for any bulksng.All capitalized terns are as defined in TPI 1. L Copyright 02014 ProBdkf-DrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBrild-ODrJ. ENGINEERING LLC Joba Truss Truss Type Qty 'Ply 110236492 61505266 001 GABLE COMMON 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:11:14 2015 Page 1 ID:X 1wBD5YPago7UQ9RwLcPoEz7]zR-el8DZ9pmt?wICnoMWhyUGbuAEOcGK1 YgmZ?6G4ytXOx I-144 I 4b-0 I 8-4-8 I 12-2-12 I 16-9-0 117-9-0 1 1-0-0 4-6-4 3-10-4 3-10-4 4-6-4 1-0-0 4x4= Scale=1:39.0 ,rI - s'I �� V 8.00 1': 17 x8 i 18 V 8x8 LI c 111 *4 3x8 i 8 - 1f �'I r���'lll] 3x8 15��„....0000011111 r 5x8 = \�18 N 2 =` 8 ' l$ , 4x12 % 4.00 12 �4 .4 4x12 I 8-4-8 I 16-9-0 I 8-4-8 8-4-8 Plate Offsets(X,Y)— [2:0-3-12,0-2-0],[3:0-3-12,0-5-12],[5:0-3-12,0-5-12],[6:0-3-12,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.16 2-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.37 Vert(TL) -0.52 2-8 >377 180 TCDL 7.0 Rep Stress lncr Yes WB 0.55 Horz(TL) 0.21 6 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2012/TP12007 (Matrix) Weight:101 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. Except: BOT CHORD 2x4 DF No.1&Btr G 4-5-0 oc bracing:2-3,5-6 WEBS 2x4 DF Std G 5-8-0 oc bracing:3-4,4-5 OTHERS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 7-9-1 oc bracing. JOINTS 1 Brace at Jt(s):4,5,3 REACTIONS. (lb/size) 2=765/0-3-8 (min.0-1-8),6=765/0-3-8 (min.0-1-8) Max Horz 2=212(LC 9) Max Uplift2=-271(LC 10),6=-271(LC 11) ps P)p D FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,-1* 0*91ASj TOP CHORD 2-15=-2011/751,3-15=-1963/768,3-16=1390/336,4-16=-1308/351,4-17=-1308/381, *, it, . 4� 5-17=-1390/369,5-18=1963/644,6-18=2011/627if j« • Q� BOT CHORD 2-8=-734/1868,6-8=461/1775 J WEBS 4-8=280/1244,5-8=698/511,3-8=-698/513 -r NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS er •4 ,s , , (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 5-4-8,Exterior(2)5-4-8 to 8-4-8,Interior(1)11-4-8 to `r.zu Wrte 14-9-0 zone;cantilever left and right exposed;C-C for members and forces&MFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 ��stO PROFESS 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. �GJ (`NGI NE4- /O 5)All plates are 2x4 MT20 unless otherwise indicated. ,� ,7 y9 6)Gable studs spaced at 2-0-0 oc. Q 855 PE 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. r 10)Bearing at joint(s)2,6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 'Pi ✓ ¢;EGON ,� �� capacity of bearing surface. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=271, q/L GZ 12 'Zd .-�� 6= 1. 12)Th s7truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ✓QSEr H 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)No notches allowed in overhang and 10000 from left end and 10000 from right end or 12"along rake from scarf,whichever is larger. RENEWAL DATE. 12/31/2015 Minimum 1.5x4 tie plates required at 2-0-0 o.c.maximum between the stacking chords. For edge-wise notching,provide at least one July 29,2015 Conti each notch. WARNING-Please thoroughlyrenew the'Custome/s Acknowledgemen of ProBUid Standard Terns ler Manufactured Products-firm'. orm Verify Nape parameters and read notes on this Truss Desi{)n Drawing(TDD) r A and the OrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TDD,only MTek connector plates shall be used for this TDD fo be void.As a Truss Design Enpneer(.e.,Speaatiy Engineer), the seallyon any TDD represents an acceptanand use of this Truss for any Sncee of the professionis theYYalyll engineering responsibility for the design of the single Tnagent or thessgdpeepiicteeddron the TDD only,under WI 1.The design assumpthe local bantipons,loading conditional, suitabiliin the context of the IRC,the IBC 1. approval of the TOD and any field use oftheTruss,inducing handling,storageof the ,installation and brat ng,,,the Owner's aulhondshoe be the responsibility of the Burling Designer and Contractor.AN notes set out in BneTDD andand !the The practices and guidelines of Buiking Component Safety Information(SCSI)published by WI and SBCA are referenced for general guidance.WI 1 defines the responsifttien and duties of the Truss Designer,Truss =Emit Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Truss Design Engineer is NOT the Balding Designer or Truss System Engineer for any building.All capitalized terms are as defined in WI 1. ENGINEERING LCC Copyright 0 2014 ProBW d-DrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written pemission from ProBaild-DrJ. • .,Joba Truss Truss Type Qty •Ply 110236492 B1505266 G01 GABLE COMMON 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:11:14 2015 Page 2 I D:X1 wBD5YPago7UQ9RwLcPOEz7jzR-e16DZ9pmt?wlCnoM W iyUGbuAEOcGK1 YgmZ76G4ytXOx LOAD CASE(S) Standard • • aaWARNING-Please thoroughly review the'Customers Acknowledgement of ProBuild Standard Terms for Manufactured Products-form.Verify design parameters and read notes on this Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Unless other ise stated on the TDD,only MiTek connector plates shall be used for this TDD to be valid.As a Truss Design Engineer(i.e.,Specialty Engineer), the seal on any TDD represents an acceptanncpe of the professionalYengineering responsibility for the design of the single Trunt or the rsss dg e picted on the TDD only,under TPI 1.The design assumptions,baling conditions, suitability of the TTOO snd use of and any field uruss for aseyofuthe Tees,is the handing,ty of orOwner., Bins the and bracing,shs authorized all be be the resporeibialy of t Buiki g Dthe onne then RContrahector.AI no,the tes setl outin thecode TDD andl Cre e Emit/ practices and guidelines of Building Component Safety Information(BCSI)pubished by WI and SBCA are referenced for general guidance.WI 1 defines the responsibiities and duties of the Truss Designer,Trussif" Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any bulking.All capitaized terns are as defined in WI 1. ENGINEERING LCC Copyright 0 2014 ProBreld-DrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBuikd-DrJ. ,Job4 Truss Truss Type Qty Py 110236493 B1505266 G02 Sdssor 2 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul28 13:11:15 2015 Page 1 I D:X 1 wBD5YPago7UQ 9RwLcPoEz7jzR-6Vgbm VpOe128gxNY3OTjppRRToxs3V 1 z?Dkgo WytXOw 1 -1-0-0 1 4-6-4 I8-4-8 12-2-12 16-9-0 117-9-0 1-0-0 4-6-4 3-10-4 3-10-4 4-6-4 1-0-0 4x4= Scale=1:36.2 - 4 PI 8.0012 10 11 2x4 = A44111111116 2x4= m 3 5 ca __ e 9 5x8 = • 12 N N 6 2 al 4.00 ,2 O07 I i 0 el 3x6 i 3x6 I 8-4-8 I 16-9-0 I 8-4-8 8-4-8 Plate Offsets(X,Y)— [2:0-2-0,0-1-8],[6:0-2-0,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.15 2-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.34 Vert(TL) -0.49 2-8 >406 180 TCDL 7.0 Rep Stress Ina Yes WB 0.47 Horz(TL) 0.15 6 n/a n/a BCLL 0.0 ' Code IBC2012/TP12007 (Matrix) Weight 71 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 8-6-6 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=765/0-3-8 (min.0-1-8),6=765/0-3-8 (min.0-1-8) - Max Horz 2=225(LC 9) Max Uplift2-268(LC 10),6=-268(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ya$rA o TOP CHORD 2-9=-1672/622,3-9=-1618/641,3-10=-1237/305,4-10=-1149/320,4-11=-1149/352, 15 �� �WASjjrx- T 5-11=-1237/340,5-12=-1618/536,6-12=-1672/518 �'►{J BOT CHORD 2-8=602/1532,6-8=361/14194. /it 4,V. X97% WEBS 4-8=-244/1065,5-8=-504/436,3-8=-504/423 i NOTES- -r 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed;MWFRS ' (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 5-4-8,Exterior(2)5-4-8 to 8-4-8,Interior(1)11-4-8 to 14-9-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate �...rc!1-L%•• d grip DOL=1.60 AL, 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof Iced of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. P 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will \�"kff.' NGl N�F�`r�'i0 fit between the bottom chord and any other members. 9 6)A plate rating reduction of 20%has been applied for the green lumber members. (7 1"___ 7)Bearing at joint(s)2,6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Q 85 5PE �" 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=268, 6=268. 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �� OREGON ,� �Q LOAD CASE(S) Standard -f4, (/� 12,11 ,--i- ✓C3SEPIA O RENEWAL DATE-12/31/2015 July 29,2015 R , WARNING-Please thoroughly review the'Customers Acknowledgement of Prn8uikl Standard Terms for Manufactured Produds*form.Venfy design parameters and read noes on ttis Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise elated on the TDD,only MITek connector plates shall be used for this TDD to be valid.Asa Truss Design Enyneer Q.e.,SpeasRy Engineer), the seal on any TDD represents an acceptanncge of the is the rprofessional engineering responsibility for the design of the single Truss dBulking peppiictteed on the TDD only,under WI 1.The d n assumptions,loading conditions, suitabiliapproval of the TDD and ay and use of this ny field usfor e oftheTruss,Inducing g handling,storage,ty of the ii stallaton andthe Owner's authorized agent or b asi g, be the responsibiiy of the Building Designerr Contractor.er,in yr context of the IRC,the 'the I setlout in the TDD g code and a 1 the 1.The I ��xxeeaA�ces and guidelines of Building Component Safety Intomrlion(SCSI)pubishe g by WI and SBCA are referenced for general guidance.TPI 1 defines the responslblltles and duties of the Truss Designer,Toms Design Engineer and Truss Manufacturer,unless otherwise defined by a Contrail agreed upon In waiting by all parties Involved.The Truss Design Engineer is NOT the Bdkling Designer or Truss System Engineer for any building.All capitalized terms are as defined in WI 1. n' ENGINEERING LLC Copyright 0 2014 ProBuikfDrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from PmBu ld-DrJ. .,Job * Truss Truss Type Qty Ply 110236494 B1505266 003 Scissor 2 1 Job Referenceoptional Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:11:16 2015 Page 1 ID:X1 wBD5YPago7UQ9RwLcPoEz7jzR-ahEzzrgoPcA?R5ykd5yLOzc6CH3oy77DtUDKzytXov I 4-64 I 84-8 I 12-2-12 1 16-9-0 1 4-6-4 3-10-4 3-10-4 4-6-4 4x4= Scale=1:35.3 3 PR 8.0012 2x4 = :AA 9 2x4 = 4 2IJ i' 1 •7 10 5 65x8 = N N 1 1Q_. Ii 0 4.00 12 0 3x6 i 3x8 I 8-4-8 I 16-9-0 I 8-4-8 8-4-8 Plate Offsets(X,Y)— [1:0-2-0,0-1-8],[5:0-2-0,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.15 1-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.35 Vert(TL) -0.49 1-6 >401 180 TCDL 7.0 Rep Stress Incr Yes WB 0.48 Horz(TL) 0.15 5 n/a n/a BCLL 0.0 ' Code IBC2012/TP12007 (Matrix) Weight:67 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 8-2-13 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 1=691/0-3-8 (min.0-1-8),5=691/0-3-8 (min.0-1-8) - Max Horz 1=204(LC 6) Max Uplift1=-221(LC 10),5=-221(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ]ps ?H TOP CHORD 1-7=1699/663,2-7=-1577/673,2-8=-1255/354,3-8=-1166/369,3-9=-1166/378, �� WASj��,- T 4-9=1255/365,4-10=-1577/644,5-10=-1699/626 yr BOT CHORD 1-6=-648/1536,5-6=-482/1447 4 /in• OHO_ WEBS 3-6=274/1087,4-6=500/444,2-6=-500/432 NOTES- `-r 1)Wind:ASCE 7-10;Vu@=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 5-4-8,Exterior(2)5-4-8 to 8-4-8,Interior(1)11-4-8 1 e •% ,• to 13-7-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate `il✓Q grip DOL=1.60 /MAI 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will t ft between the bottom chord and any other members. �� PROFFss 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Bearing at joint(s)1,5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Cj �NAGI 0.0 6) /0 capacity of bearing surface. C9 2 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=221, (� $55 PE '9r 5=221. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. • LOAD CASE(S) Standard 15� OREGON Q' 41 94, &4),12,20 -{i 1/0sEpv% pt. RENEWAL DATE.12/31/2015 July 29,2015 k aWARNING-Please thoroughly review the'Customefs Acknowledgement of ProBuild Standard Terms for Manufactured Products-form.Veal design parameters and read notes on Ilws Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Unlese otherwise stated on the TDD,ony MiTek connector plates shall be used for this TDD to be valid.Asa Truss Design Engineer(i.e.,Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibiry for the design of the single Truss depicted on the TDD only,under WI 1.The design assumptions,loading conditions, suilabifity and use of this Truss for any Building is the responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,the local buikin9 code and TPI t.The approval of the TDD and any field use of the Truss,Including handing,storage,Owner., and bracing,shall be the responsibility of the Buil ing Designer and Contractor.All notes set out in the TDO and the practices and puideknes of Building Conponent Salary Inromretion(SCSI)pubished by TPI and SBCA ere referenced for general guidance.TPI 1 defines the responsibikties and duties of the Teres Designer,Truss Design Engineer end Teres Manufac wren,unless otherwise defined by a Contrail agreed upon In wilting by all parties involved.The Truss Design Engineer is NOT the Balding Designer or Trues System Engineer for any building.All capitakzed terms are as defined in WI 1. Eli E)NGINEERINGuc Copyright 02014 ProBuid-DrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBuikl-DrJ. .'Joba Truss Truss Type Qty Ply 110236495 B1505266 G04 Scissor Supported Gable 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:11:17 2015 Page 1 I D:X 1 wBD5YPago7 UQ9RwLcPoEz7jzR-3toLBBreAwls3FXxBpVBuE Wpf bijXVSGSXDntPytXOu I 8-4-8 I 14-7-0 8-4-8 6-2-8 4x4= Scale=1:35.3 4 PN 3 5 8.00 111 IIIIIIIII 6 w 2 10113 " Y 12 • 3x4 =11 • 9ur14 10 11 v N 1 9 10 I 0 51 3x4% 8 I 7-4-8 I 14-7-0 7-4-8 7-2-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) n/a - n/a 999 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(TL) n/a - n/a 999 TCDL 7.0 Rep Stress!nor Yes WB 0.09 Horz(TL) 0.00 14 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight:64 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 14-7-0. (Ib)- Max Horz 1=199(LC 7) Max Uplift All uplift 100 lb or less atjoint(s)1,8,11,13 except 14=-281(LC 10),10=-132(LC 11),9=-138(LC 11) n Max Gray All reactions 250 lb or less at joint(s)1,8,12,11,13,10,9 except 14=425(LC 17) ��OSEPA r w FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. -w 1(+ TOP CHORD 3-4=-191/252 /,it itaVIVO n AQ. WEBS 2-14=-323/290 y 7. NOTES- / 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS ' (envelope)gable end zone and C-C Comer(3)0-0-0 to 3-0-0,Exterior(2)3-0-0 to 5-4-8,Comer(3)5-4-8 to 8-4-8 zone;cantilever left and .c •.. s , right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,rte ilii 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(fiat roof snow);Category II;Exp C;Fully Exp.;Ct=1 4)All plates are 2x4 MT20 unless otherwise indicated. t 5)Gable requires continuous bottom chord bearing. VG. 61 PROC 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Gj �NGI NFF9 , 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will - fdbetween the bottom chord and any other members. 4� $ 2 PE fr 9)A plate rating reduction of 20%has been applied for the green lumber members. ' 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,8,11,13 except (jt=lb)14=281,10=132,9=138. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)8,12,11,13,14,10,9. 12)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • 4/ OREGON 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. .\ LOAD CASE(S) Standard 94, `�s12.20 �G4" � EPi ° RENEWAL DATE-12/31/2015 July 29,2015 I WARNING-Please thoroughly renew the-Customefs Acknowledgement of Pro8geld ild Standard Terms for Manufactured Products'form.Verify design parameters and read notes on 51$Truss Design Drawing(TDD) and the DriJ Referernce Sheet(rev.11-14)before we.Unleee othenxse stated on the TDD,oy MTek connector plates shell be used for thle TDD to be veld.As a Truss Design Engineer(i.e..Specialty Engineer), the sealon any TDD represents an acceptanrrcqee of the is therprofessional engineering responsibility for the design of the single Truss dnt or the Building epicted on the TDD only,under WI 1.The design assumptions,loading conditions, suitabiliapproval of the TDD all any field usand use of this Truss for e of the Truss,Inducting handling,storage,Iof the nstallation and bracing,sthe Owner's authorized hall be the resporiribilty of the Building in the nDesignernd text of the Contractor.PJI notes aet,the MC,the local out in theg a TOO and and the The 1. listpractices and guidelines of Building Component Safety Infomstion(SCSI)published by WI and SBCA are referenced for general guidance.TPI 1 defines the respoosibites and duties of the Tr ss Designer,Truss Design Engineer and Tries Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Truss Design Engineer Is NOT the Building Designer or Truss System Engineer for arty building.AN capitalized terns are as defined in WI 1. EMGINEERING LLC Copyright 0 2014 ProBrsld-DrJ Engineering,LLkl-0 C,(Dr.1).Reproduction of this document,In any form,is prohibited without written permission from ProBuirJ. .Job ,, Truss Truss Type Qty Ply 110236496 B1505266 G05 Scissor 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:11:18 2015 Page 1 ID:X1wBD5YPago7UQ9RwLcPoEz7jzR-X4LjOXsGxDQjhO671 WOQQR3wZ?_9GmAQhBzKPrytXOt I 4-2-4 I 8-4-8 I 14-7-0 I 4-2-4 4-2-4 6-2-8 4x6 I I Scale=1:36.3 - 3 pli EA - 8.00 12 :441r/1/4/iiiiiiiit1/4.. 2x4=m 2 c„ �E� 2x4 II 7 Ufa48x8 � N N 4 i Q 3x8 4.00 r2 5 3x4 I 7-4-8 I 14-7-0 1 7-0.8 7-2-8 Plate Offsets(X,Y)- [3:0-1-8.0-1-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.13 5-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(TL) -0.40 5-6 >430 180 TCDL 7.0 Rep Stress Incr Yes WB 0.89 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight 68 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-3-11 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 7-10-5 oc bracing. REACTIONS. (lb/size) 1=604/Mechanical,5=604/Mechanical - Max Horz 1=198(LC 7) Max Uplift1=196(LC 10),5=-177(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. loSBPH D TOP CHORD 1-7=-1483/671,2-7=-1368/681,2-8=-1058/388,3-8=-965/400 Al* 0*WAS/447114 BOT CHORD 1-6=-721/1363,5-6=-188/636 4k" 440 - o WEBS 2-6=-490/427,3-6=-253/835,3-5=-800/229 / . Qy co NOTES- 1)Wlnd:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS `f (envelope)gable end zone and C-C Exterior(2)0-0-12 to 3-0-12,Interior(1)3-0-12 to 5-4-8,Exterior(2)5-4-8 to 8-4-8 zone;cantilever left ' and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60a 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 0 .t.Lac� 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Refer to girder(s)for truss to truss connections. P 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=196, c'Q,, OFFss 5=177. �Cj �NS1/4G%N�F9 /0 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� y 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. Q 85 °E 9r' LOAD CASE(S) Standard .1.1 ✓ OREGON ,,,. �Q- Y4 &Z 1220'\�-(- aosEpH o RENEWAL DATE.12/31/2015 July 29,2015 1 aWARNING-Please thoroughly review the"Customer's Ae=ttedgement of Proiui d Standard Terms for Manufactured Products"form.Verily Nepn parameters and read notes on this Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Unloss otherwise stated on the TDD,ony MiTek connector plates shag be used for this TDD to be said.Asa Truss Design Engineer(e.,Specialty Engineer), the seal on any TDO represents an acceptance of the professional engineering responsibifty for the design of the single Truss depicted on the TOD only,under WI 1.The design assumptions,loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,the local building code and TPI 1.The mliit approval of the TDD and any field use of the Truss,indng handing,storage,installason and bracing,shall be the responsibility of the Bulking Designer and Contractor.All notes set out in the TDD and the P adices and guideines of BWlding Component Safety Information(SCSI)published by TPI and SBCA are referenced for general guidance.WI 1 defines the respondbiities and duties of the Truss Designer,Truss Design Engineer and Tnros Manufacturer,unless otherwise defined by a Conned agreed upon in writing by all parbes involved.The Trues Design Engineer is NOT the Building Designer or Truss System Engineer for any bulldog.All capitalized terms are as defined in WI 1. ENGINEERING uc Copyright 0 2014 ProBWkt-OrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBuikf-0rJ. ,Job • Truss Truss Type Qty Ply 110236497 B1505266 G06 Root Special 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:11:19 2015 Page 1 ID:X1 wBD5YPago7UQ9RwLcPoEz7jzR-?Gv6cttuiXYalYhJlEXfzlb4OPKL?H3ZvritxHytXOs 1 4-4-10 1 8-4-1 817- 14-7-0 1 4-4-10 3-11-7 5-11-9 4x8 // Scale=1:33.8 2x4 113x4= 10 CA 9 r� 2 10,1A:0 M A 1-3 rwlit �* 8.00 12 v. ,� �� 3x4 7 s1' 4 5x6= 6 % 4x4 N i r 4.00 12 5 8 3x4% 2x4 II 1 7-4-81 8-7-7 1 14-7-0 1 7-4-8 1-2-15 5-11-9 Plate Offsets(X,Y)- [3:0-3-8,0-1-12],[4:0-1-12,0-1-8] LOADING(ps() SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.14 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(TL) -0.42 7-8 >410 180 TCDL 7.0 Rep Stress Incr Yes WB 0.60 Horz(TL) 0.04 5 n/a n/a BCLL 0.0 BCDL 10.0 f Code IBC2012/TP12007 (Matrix) Weight 84 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals,and 2-0-0 oc purlins(6-0-0 max.):1-3. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=603/Mechanical,5=604/Mechanical - Max Horz 8=-213(LC 11) Max Uplift8=-255(LC 6),5=-144(LC 11) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. EPA Dig, TOP CHORD 2-10=-693/247,3-10=693/247,3-4=-836/187,4-5=556/229 ,kt �a1As , r�c,� BOT CHORD 7-8=-191/492,6-7=-99/660 ¢, 11+ / t Off,`�' WEBS 2-8=-730/354,2-7=-42/346,4-6=-78/637 �f /it 4,'"' �x NOTES- ,V3 7 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS -r (envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 5-5-11,Exterior(2)5-5-11 to 8-5-11 zone; ' cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 y •ss , 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 Cc!_!✓O 3)Provide adequate drainage to prevent water ponding. r10p4A1,1:1 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. �c9 PRQFe s 7)Refer to girder(s)for truss to truss connections. �, S' 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)8=255, �Gj �NG1 NFF9 /0 5=144. i, /i 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8 25PE 9r 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)106 lb down and 15 lb up at 8-5-11 on top chord. The design/selection of such connection device(s)is the responsibility of others. -Pi OREGON I\ 40 LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 1I� t 1'12 20 �4' UniformVead1( ilQ 3 64,3-4=-64,7-8=-20,5-7=-20 SEPIA Concentrated Loads(Ib) Vert:3=-7 RENEWAL DATE 12/31/2015 July 29,2015 I , WARNING-Please thoroughly review the"Customers Acknowledgement of ProBudd Standard Tends for Manufactured Products"form.Venfy design parameters and read notes on this Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Untess otherwise stated on the TDD,only MITek connector plates shall be used for this TDD to be valid.As a Truss Design Engineer(.e.,Specialty Engineer), the seal on any TDD represents an acceptanrcee of the professionfall engineering reapansibirty for the design of the single Terent or the sss dDeepiifctteeddron the TDD only,under TPI 1.The design assumptions,loading conditions, sultabiklapproval of the TDD and aand use of this ny field use offor any theTruss,inv is fhb ducing handing,storage,ty of the Owner., nstallation and bracing,shall be the responsibifdy of the Bulking Designer and Contractor,in the contezt of the IRC,the s All notes set the local out t in theci e and TDD and 1.the Eml4/1 practices and guidelines of Building Component Safety Information(BCSI)published by WI end SBCA are referenced for general guidance.WI 1 defines the responsibilities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Truss Design Engineer is NOT the Building Designer or Tess System Engineer for any bulking.All capitalized terms are as defined In WI 1. ENGINEERING uc Copyright 0 2014 ProBuildDrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBuild-DrJ. JJoba Truss Truss Type Qty Ply 110236498 61505266 G07 Roof Special 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:11:21 2015 Page 1 ID:X1wBD5YPago7UQ9RwLcP0Ez7jzR-xf151 Yu9D8plYsriQfa724hTiD?pTB6sN8B_OAy1X0q 1 4-4-10 1 6-4-1 1 8-7-7 1 14-7-0 I 4-4-10 1-11-7 2-3-6 5-11-9 4 2x4 I I Scale=1:41.6 5 4x8 // 2x4 I I 2x 3x4= 8.00 112 ■ �� 15 r rLia....ofncyp�h 1 ;tel3x4� 7 10 _ 9 �1 5x6 —4x4 r Y N 4.00 12 8 11 3x4 -.------ 2x4 I 7-4-8I B-7-7 I 14-7-0 I 7-4-8 1-2-15 5-11-9 Plate Offsets(X,Y)— [6:0-3-8,0-1-12],[7:0-1-12,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.14 10-11 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(TL) -0.42 10-11 >409 180 TCDL 7.0 Rep Stress Incr Yes WB 0.62 Horz(TL) 0.04 8 n/a n/a BCLL 0.0 BCDL 10.0 ' Code IBC2012/TPI2007 (Matrix) Weight:89 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BUT CHORD 2x4 DF No.1&Btr G end verticals,and 2-0-0 oc purlins(6-0-0 max.):1-6. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. (lb/size) 11=629/Mechanical,8=623/Mechanical Max Horz 11=-302(LC 11) Max Uplift11=-293(LC 11),8=-179(LC 11) ]>1 bk 1' . FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. AV O*WAS `� .•�C�� TOP CHORD 2-14=-779/324,3-14=-779/324,3-6=-779/324,6-15=765/196,15-16=-846/183, 4 4(. / Q> 7 r. 7-16=-929/180,7-8=-575/207 I Q.7.. BOT CHORD 10-11=-133/514,9-10=-89/761 ur , WEBS 2-11=-764/383,2-10=160/447,7-9=-67/732 r NOTES • - 1)W)nd:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS lie, r •s . (envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 3-7-6,Exterior(2)3-7-6 to 6-7-6,Interior(1)9-4-1 to .4a1✓ 11-5-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate A, ° grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. GG P R 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �Q�L� 4xFu' fit between the bottom chord and any other members. G� �NG1 NE9 s/O 6)A plate rating reduction of 20%has been applied for the green lumber members. C9 ,7 �fi 7)Refer to girder(s)for truss to truss connections. 4t-mi 8 2 E 9wr 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)11=293, 8=179. 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. G��GpN Q .f/ 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)177 lb down and 263 lb up at ✓� O•�'\ �4 6-3-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4, 1)e 12 2, 4 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ✓OSE F H 10 G LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 RENEWAL DATE.12/31/2015 Continued on page 2 July 29,2015 tA AWARNING-Please thoroughly renew the-Customer's Acknowledgement of ProBW id Standard Terms for Manufactured Products-form.Verify design parameters and read notes onWs Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Unleas otherwise stated on the TDD,only Milk connector plates shall be used for this TDD to be wad.As a Truss Design Engineer(.e.,Spedaly Engineer), the seal on any TDD represents en acceptance of the rprofessional engineering responsidlty for the ddner's zeesign of the single Trusss dpeepicteed on the TOD only,under WI 1.The design assumptions,loading conditions, aph use oO anthid Trussfi for any ofBildiNthe Truss,inkn irg handing,storage,nsibility of the indellatoon and bracing,shall be the responsibnt or the ility of the Budding Designernd Contractsigner,in aei context of the IRC,the or.AN no,the tes set l out in thecode TDD andthe The Et approvalof the TDD and any field use the practices and guidelines of Building Component Safety Information(SCSI)published by WI and SBCA are referenced for general guidance.WI 1 defines the responsibilities and duties of the Trues Designer,Truss Design Engineer and Tens Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties Involved.The Truss Design Engineer is NOT the BWkling Designer or Truss System Engineer for any building.An capitaized terns are as defined in WI 1. ENGINEERING LLC Copyright 0 2014 ProBWd-0rJ Engineering,LLC,(Dr4.Reproduction of this document,in any form,is prohibited without written permission from PmBWkf-DrJ. IlJob • Truss Truss Type Qty Ply 61505268 GO7 Roof Special 1 1 110236498 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc. Tue Jul 28 13:11:22 2015 Page 2 ID:X1WBD5YPago7UQ9RWLcPoEz7gR-PrbEEuvn_Sx9A0Pu_M5MbHDeScL2CeM?coxYYcytXOp LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-14=-64,3-14=114,4-5=-114,5-6=-64,6-7=-64,10-11=-20,8-10=20 Concentrated Loads(Ib) Vert:14=-2(B) • • • WARNING-Please thoroughly review the"Customers Acknowledgement of ProBuild Standard Terms for Manufactured Products'form Verify design parameters and read notes on this Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TDD,only MiTek connector plates shag be used for this TDD to be valid.As a Truss Design Engineer p.e.,Specialty Engineer), the seal yon any TDD represents an acceptanrcee of the pprroffeessioniall engineering responsibility for the design of the single Truss sdDeepiicteed on the TDD only,under WI 1.The design assumptions,loading conditions, The suitability pp o hal of the TTOOO this d any geld anyss for o utihee Truss,the handlty ing,st age installation anauthorized Gas Zg,shall agentor t the espo responsibility of the'Bulking ntekt of Designne and IRC, raacto'al es sl etoutinththeaTOO nd andl tee practices and guidelines of Bulking Component Safety Information(BCSl)pubished by WI and SBCA are referenced for general guidance.WI 1 defines the responsibilities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined bye Contract agreed upon in writing by all partes invoked.The Truss Design Engineer is NOT the Balding Designer or Truss System Engineer for any bulling.Alf capitatzed terms are as defined in TPI I. TM ENGINEERING LLC Copyright 0 2014 ProBuikfDrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBuild-DrJ. ,loba Truss Truss Type Qty Ply 110236499 1 B1505266 G08 Roof Special 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:11:23 2015 Page 1 ID:X1 wBD5YPago7UQ9RwLcPoEz7jzR-t19cREwPIm3OnA_4X4cb7Vmgg0hMw3f9qSg543ytX0o I 4-4-1 4777 9A 2 147-0 4-4-1 036 5-0-11 4-10-14 3x4= 4x4 '� Scale=1:50.2 - �1 0 L i_kl\\ 9 8.00 112 4x8-� 3 t4. .. j 00,-' 10 2x4 11 rw �� 4 �� 8 ::644 ., 7dr a 3x8 % : 8 4.00 12 5 2x4 3x4 I 4-7-7 I 7-4-8 I 14-7-0 4-7-7 2-9-1 7-2-8 Plate Offsets(X,Y)- [2:0-1-12,0-2-0] LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.13 5-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.30 Vert(TL) -0.42 5-6 >411 180 TCDL 7.0 Rep Stress Incr Yes WB 0.75 Horz(TL) 0.10 5 n/a n/a BCLL 0.0 BCDL 10.0 ' Code IBC2012/TP12007 (Matrix) Weight 98 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals,and 2-0-0 oc purlins(6-0-0 max.):1-2. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-8 REACTIONS. (lb/size) 8=619/Mechanical,5=608/Mechanical - Max Horz 8=-363(LC 11) Max Uplift8=-362(LC 11),5-147(LC 11) • FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. losEPN o TOP CHORD 1-8=-589/295,1-2=-305/144,2-9=-358/87,3-9=-464/68 47,�WAS1j,. r) BOT CHORD 7-8=-312/393,6-7=-120/1403,5-6=109/685 �'►{,A WEBS 1-7=256/544,3-7=1230/396,3-6=-20/1009,3-5=-894/131 J 411'. 9, NOTES- i 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS -r (envelope)gable end zone and C-C Exterior(2)0-1-12 to 7-5-11,Interior(1)7-5-11 to 11-5-4,Exterior(2)11-5-4 to 14-5-4 zone; ' cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ��ii •1s 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=I .Oman...lt:� 1 3)Provide adequate drainage to prevent water ponding. JPONALOG 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. ��-Q,CO PROFFss 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)8=362, �Gj• �ryGl NE- ,, /o 5=147. C1' ,T ?i 9)Tbis truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Q� 85�Jv •E "Y 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)177 lb down and 258 lb up at 4-5-11 on top chord. The design/selection of such connection device(s)is the responsibility of others. /1,• OREGON N 40 LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 -74/ Z)'1'2 r 2.0 4. Uniformert: (2 64,2-4=-64,6-8=-20,5-6=-20 `1C4rSFPH 0 Concentrated Loads(Ib) Vert:2=-27 RENEWAL DATE- 12/31/2015 July 29,2015 I WARNING-Please thoroughy review the'Cuslortsls Aduhovdedpernemnf ProBuild Standard Terns for Manufactured Products'form.Verilryy design parameters and read noses on this Truss Design Drawing(TDD) a end the DrJ Reference Sheet(rev.11-14)before uae.Urdeas otherwise stated on the TDD,ony MiTek connector plates shall used for this TOO to be veld. .T Design Eng neer(.e.,Speaetty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss de cided on the TOD only,under WI 1.The design assumptions,loaadidognd Tcconditors, suitability of the TDD this d a�eld use for of t e Tn��ndrdng haardinng lity of stOwner, p,lire al and bbradd g,sorized hall be the the Baking responsibility of t e'Buildng Deltii �signerr and the contractor..'the tel sseett�0ut in thecode TDD and)Che e I practices end gridelnes os Bulking Component Safety Information(BCSl)pubised by TPI end SBCA are referenced for general guidance.WI 1 defines the responsibilities end duties of the Truss Deeignor,Tr ss Design Engineer and Truss Manufacturer,unless o herwise defined by a CoMred agreed upon m venting try all paries involved.The Trues Design Engineer ht NOT the BWkling Designer or Truax System Engineer for any bulking.All capitaized tams are as defined in WI 1. TM ENGINEERIIVG Copyright 0 2014 ProBuild-DrJ Engineering,LLC,(Dr4.Reproduction of this document,in any form,is prohibited without written permission from ProB Wd-0rJ. LLC slob a Truss Truss Type Qty Ply 110236500 B1505266 009 California 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:11:25 2015 Pape 1 ID:X1 wBD5YPago7UQ9RwLcPoEi7jzR-qQHNswxfHNJk1 T8TfUe3Dwr5sciNpOy7RIm9C9xytX0m 1 2-4-1 1 4-4-1 1 9-6-10 1 14-7-0 I 2-4-1 3 2-0-0 5-2-9 5-0-6 Scale=1:52.2 3x4= 4x4'� 1 zir C4 e1 11 .(� 10 2 1 8.00 112 4x8 4 t t- 12 2x4 II 5 i1. 7 8 5x8 = N 3x10 % i 6 9 4.00 I12 2x4 11 3x4 1 7-4-8 I 14-7-0 I 7-4-8 7-2-8 Plate Offsets(X,V)— [2:0-1-12,0-2-0],[8:0-3-6,0-1-8],[9:0-1-15,0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.13 6-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(TL) -0.42 6-7 >410 180 TCDL 7.0 Rep Stress Incr Yes WB 0.75 Horz(TL) 0.11 6 n/a n/a BCLL 0.0 BCDL 10.0 f Code IBC2012/TP12007 (Matrix) Weight:101 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals,and 2-0-0 oc purlins(6-0-0 max.):1-2. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-9 REACTIONS. (lb/size) 9=765/Mechanical,6=641/Mechanical Max Horz 9=-440(LC 11) Max Uplift9=-466(LC 11),6=-98(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. •S°SEPA 0,6.1. TOP CHORD 1-9=735/627,1-10=379/335,2-10=-379/335,2-11=470/9,4-11=530/0 .k, X91/444 l•�' BOT CHORD 8-9=188/622,7-8=0/1481,6-7=19/725 4L- 1b Off, WEBS 4-6=-948/12,2-8=-241/682,47=0/1061,1-8=598/677,4-8=-1233/265 ' / • 0_ NOTES- f 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.ll;Exp C;enclosed;MWFRS ...r (envelope)gable end zone and C-C Exterior(2)0-1-12 to 5-4-1,Interior(1)5-4-1 to 11-5-4,Exterior(2)11-5-4 to 14-5-4 zone;cantilever ' left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 1 s • 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 fv111-•" 3)Provide adequate drainage to prevent water ponding. ALe:Lk° 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. NRO 7)Refer to girder(s)for truss to truss connections. CO� CO(, s 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except(jt=lb) Gj• NGI NEF9 /0 9=466. �V' ,7 9)Tbis truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Q $55 PE 9r 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)87 lb down and 151 lb up at 2-3-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 1 ✓ OREGON �Q CASE(S)LOAD Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 114/`/`�f 2,20�� 1 Dead+ -�� Uniform Loads(plf) ©SEPIA O Vert:1-2=-64,2-3=-64,2-5=-64,7-9=-20,6-7=-20 Concentrated Loads(Ib) Vert:10=70(B) RENEWAL DATE 12/31/2015 July 29,2015 I WARNING-Please thoroughly review the-Customer's Acknowledgement of ProBui d Standard Terns for Manufactured Products-form Verify design parameters and read notes on this Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Unbss otherwise stated on the TDO,only MiTek connector plates shall be used for this TDD to be valid.As a Truss Design Engineer i.e.,Specialty Engineer), the seal on any TDD represents an acceptance of the rprofessional engineering responsibility for the design of the single Trusses dnt or the Bulking pemplcctteed on the TDD only,under WI 1.The design assumptions,baring conditions, suitabilty and use of this Eft approval of the TDD end any Truss usfor e oftheTrues,is ndudrg handing,storage,Owner,ty of the bnetallaa and bracing,shalle Owner's authorized be the responsibiity of the Bulking ner,in the nteitt of the Designe an RC Contractor.All notes set,the IBC,the local outin thecode TOO and 1.the practices and guidelines of Building Component Safety Information(BCSI)published by WI and SBCA are referenced for general guidance.TPI 1 defines the responsidibes and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Truss Design Engineer is NOT the Briding Designer or Truss System Engineer for arty building.A9 capitalized terms are as defined in WI 1. ENGINEERING LLc Copyright 0 2014 ProBuid-DrJ Engineering,LLC,(DrJ).Reproduction drilla document,in any form,is prohibited without written pentission from ProBuid-DrJ. 4Job • Truss Truss Type Qty Ply 110236501 B1505266 G10 Roof Special 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc. Tue Jul 28 13:11:26 2015 Page 1 ID:X1 wBD5YPago7UQ9RwLcPoEz7jzR-IcgI4GyH2hRbedjfDC9117OH_EjZ7TdbWQvlhNyt)(( 2-0-15 1 1-9-9 I I 7-4-8 I 14-7-0 I 1-9-9 0-326 5-3-9 7-2-8 8.00 12 7 . 4x8\\ Scale=1:61.7 2x4 11 3x4 = 2 ' 3x4 i 40 _ _. 9 = :.10 = tp'UI- d 5x 7 3x4% 5 8 4.0012 2x4 11 2x4 11 11-9-9 I 7-4-8 I 14-7-0 1 1-9-9 5-6-15 7-2-8 Plate Offsets(X,Y)— [1:0-1-12,0-1-8],[2:0-3-8,0-1-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.12 5-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.27 Vert(TL) -0.38 5-6 >452 180 TCDL 7.0 Rep Stress Incr Yes WB 0.48 Horz(TL) 0.03 5 n/a n/a BCLL 0.0 ' Code IBC2012/TPI2007 (Matrix) Weight 127 lb FT=10% BCDL 10.0 . LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals,and 2-0-0 oc purlins(6-0-0 max.):2-4. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-5,2-7,1-8 REACTIONS. (lb/size) 5=602/Mechanical,8=613/Mechanical ' Max Horz 8=57(LC 10) Max Uplift5=-266(LC 7),8=-139(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �$�A - TOP CHORD 2-9=337/177,3-9=337/177,3-10=337/177,4-10=337/177,4-5=-531/326, 4* 0*W l' 1-8=628/161 A- �, — 7 WEBS 2-7=-440/179,2-6=213/384,3-6=504/377,4-6=256/486,1-7=-96/524 /i , SQA NOTES- ; 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.11;Exp C;enclosed;MWFRS ~r (envelope)gable end zone and C-C Exterior(2)0-1-12 to 6-2-4,Interior(1)6-2-4 to 11-5-4,Exterior(2)11-5-4 to 14-5-4 zone;cantilever • left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.80 plate grip DOL=1.60 •c •' 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 3)Provide adequate drainage to prevent water ponding. ANAL OG 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. Q�'<f"(, tD PROF ss 7)Refer to girder(s)for truss to truss connections. F 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)5=266, Gj ‘AGI NE� /O 8=139. (ry 9 y 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Q� 8552 E "fr 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)131 lb down and 49 lb up at 1-11-5 on top chord. The design/selection of such connection device(s)is the responsibility of others. / 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). /)� ✓ OREG• 1 ,\ �It LOAD CASE(S) Standard 9jt Gf f 2 201 't 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 V'JOSE O0' Uniform Loads(plf) H Vert:1-2=-64,2-4=64,6-8=-20,5-0=-20 Concentrated Loads(Ib) Vert:2=-14(B) RENEWAL DATE. 12/31/2015 July 29,2015 WARNING-Please thoroughlyreview the-Customers Acknowledgement of ProBuikl Standard Terms for Manufactured Products"form.Verify design parameters and read notes on this Truss Design Drawing(TDD) ' and the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TOO,only Mitak connector plates shall be used for this TDD to be vaid.As a Truss Design Engineer p.e.,Specialty Engineer), the seal on any TDD represents an acceptanrcee of the professionaleYengineering responsibility for the design of the single Trussdepictedpeon the TDD only,under WI 1.The design assumptions,loading conditions, suitability pP o approval of tthhe TTOO anuse of d Truss telldd any of Trug sthe inducing handity ng,storage,in installation and bracing,ring,sorized hall agentor the the Bulking of the'BuikinMe gDesigner of nd Contrraactor.RI notes sseet�out mththeeTDOTann d Cre e practices and guidelines of Bulking Component Safely Information(SCSI)published by WI and SBCA are referenced for general guidance.WI 1 defines the responsibilities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by at parties involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building.All capitaized terns are as defined in WI 1. TM ENGINEERING LLC Copyright 0 2014 ProBuikiDrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBWk1-DrJ. •Job • Truss Truss Type Qty Ply B1505266 G11 Roof Special 1 1 110236502 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:11:28 2015 Page 1 I D:X 1 wBD 5YPago7 UQ 9RwLcPoEz7jz R-E?yVVy_Ya l h l uxt2 Kd C mq YTd U 1 OOb K6u_k Os m GytXOj 1 1-9-9 1 4-0-15 1 7-4-8 1 14-7-0 I 1-9-9 2-3-6 3-3-9 7-2-8 8.00 12 2x4 Scale=1:68.8 3 5 4x8 \\ - 2x4 II 3x4 = 2 J : I I 3x4 i ., _ • r;--- y b '� 1r d 6 ='1 - c/ 9x 10 3x4% 8 11 2x4 I I 2x4 II 4.00 12 11-9-9 I 7-4-8 1 14-7-0 I 1-9-9 5-6-15 7-2-8 Plate Offsets(X,Y)— [1:0-1-12,0-1-8],[2:0-3-8,0-1-12] LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.12 8-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.27 Vert(TL) -0.38 8-9 >452 180 TCDL 7.0 Rep Stress Incr Yes WB 0.67 Horz(TL) 0.03 8 n/a n/a BCLL 0.0 ' Code IBC2012/TP12007e BCDL 10.0 (Matrix) Weight:132 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals,and 2-0-0 oc puffins(6-0-0 max.):2-7. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G WEBS 1 Row at midpt 7-8,2-10,1-11 REACTIONS. (lb/size) 8=610/Mechanical,11=627/Mechanical Max Horz 11=146(LC 10) Max Uplift8=317(LC 7),11=159(LC 7) 1pS b .: PH FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. , WA.$1 T` TOP CHORD 2-4=-344/258,412=344/258,6-12=-344/258,6-13=-344/258,13-14=-344/258, `W 7 7-14=-344/258,7-8=539/409,1-11=-642/214 4 � y�•- O�O0 WEBS 2-10=-487/278,2-9=-166/380,6-9=-506/391,7-9=372/497,1-10=188/568 t g; NOTES- - 1)Wnd:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS �y (envelope)gable end zone and C-C Exterior(2)0-1-12 to 8-0-9,Interior(1)8-0-9 to 11-5-4,Exterior(2)11-5-4 to 14-5-4 zone;cantilever T C , > i left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 DiOa'..nil Q 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 ` AL 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 't�(. ED PROF 4SS 6)A plate rating reduction of 20%has been applied for the green lumber members. (� F 7)Refer to girder(s)for truss to truss connections. Cj 1¶ G'1 NEF9 /0 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)8=317, if- 11=159. 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� 855 PE 'fll 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)203 lb down and 274 lb up at 4-2-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 13 OREG.N Q 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). i/G .`'\ �� LOAD CASE(S) Standard 14, f 12'2O �� 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 l✓OSEpH Uniform Loads(plf) Vert:1-2=-64,2-3=-64,3-5=-114,4-12=-114,7-12=-64,9-11=-20,8-9=-20 RENEWAL DATE 12/31/2015 Continued on page 2 July 29,2015 I aWARNING-Please thoroughly review the'Customers AtWawledgement of ProBuikl Standard Terms ler Manufactured Products"form.Verily ddesign parameters arid read notes on tiffs Truss Design Drawing(TDD) end the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TDD,ony MiTek connector plates shall used for this TDD to be veld.As a Teres Design Enpneer(La.,Specially E gineer), the seal on any TDD represents an acceptanncpe of the ppis thri erssopffeeossionaall engineering responsibility for the design of the single Trussnt or the sdpeepiilctted on the TDD only,under WI 1.The design assumptions,loading conditions, suitabilitapproval of the TDD and any field usand use of this Truss for e oftheTruss,miming handing,storagensibility of the ,instafation and bracing,s,the Owner's authoiized hall be the responsibitty of the Budding g Designs and Contractor.All notes set gner,in the context of the IRC,the IBC,the local �outgin andthe eTDD and Tthe e I practices end grideines of Building Component Safety Information(SCSI)published by TPI and SBCA are referenced for general guidance.TPI 1 dentes the responsibilities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon In writing by all parties Involved.The Truss Design Engineer is NOT the Brisling Designer or Truss System Engineer for any building.All capitalized tem*are as defined in WI 1. TM ENGINEERhVG Copyright 0 2014 ProBUld-DrJ Engineering,LLC,(OrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBri d-DrJ. LLC *lob • Truss Truss Type Qty Ply 110236502 ry B1505266 G11 Roof Special1 1 Job Reference_(optional) Pro Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 2 ID:X1wBD5YPago7UQ9RwLcPoEz7jzR-E?yVVyInduYalhluxt2KdCInc.Tue JPage mgYTdU1 OObK6u kOsmGytXoj LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:12=13(B) • WARNING-Please thoroughly review the'Customers Acknowledgement of ProBuild Standard Terms for Manufactured Products'form.Verify design parameters and read notes on thisTrussign DesDrawing(TDD) A and the DrJ Reference Sheet(rev.11-14)before use.Unbes otherwise stated on the TDD,only MiTek connector plates shall be used for this TDD to be veld.As a Truss Design Engineer 0.e.,Specialty Engineer), the seal on any TDD represents an acceptancengof theprofessionalengineering responsibility for the design of the single Truss ding epicted on the TDD only,under WI 1.The design assumprtioons,loading conditions, app o al ktyof the TTOO a d any field any o tib Tn�inducing handing sto Owner., e nthe Owners and bradiig,sh agent thor e esporrsibi ty of the'Buikinthe g Deesignne and C'the IBC, 'MI notes ssetout In the g eand TOO a d1 Mee Zi& grad,ices and puidelnes of Buildup Conponent Safety Information(SCSI)published by TPI and SBCA are referenced for gpeneral guidance.WI 1 defines the responsibiltles and duties of the Trues Designer,Truss Design Engineer and Tnss Manufacturer,unless otherwise defined by a Contrail agreed upon m writing by aN parties involved.The Tura Design Engineer fs NOT the Buidirg Designer or Tr ss System Engineer for any building.NI capitalzed terms are as defined in WI 1. ENGINEERING LLC Copyright 02014 ProBui d-DrJ Engineering,LLC,(DrJ).Reproduction of this document,In any form,is prohibited without written permission from Pro&ild-DrJ. VobTruss Truss Type Qty Ply 110236503 B1505266 G12 Roof Special 1 1 Job Reference(optionalil Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:11:29 2015 Page 1 ID:X1wBD5YPago7UQ9RwLcPoEz7jzR-iBWuiH_ALcp9V5SEuKj7NmOkE RkFKo51 DQ7PIytXOi F1-9-9 1 6-0-15 1 10-15 1 14-7-0 1 1-9-9 4-3-6 4-0-7 4-5-10 2x4 I I Scale=1:75.2 8.00 12 3 5 4x8 \\ ,..A 4= 2x4 // 3x4 i 2 ' 1x4 II- - _ - - 3x7 vs N i.1 :'1, d sit f�9�3e N 5x8= 41111101444446, 10 3x4% 8 11 2x4 11 2x4 H 4.00 Ni 11-9-9 1 7-4-8 { 14-7-0 1-9-9 55-15 7-2-8 Plate Offsets(X,Y)— [1:0-1-12,0-1-8],[2:0-3-8,0-1-12],[8:0-1-11,0-1-5] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.12 8-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.27 Vert(TL) -0.38 8-9 >450 180 TCDL 7.0 Rep Stress Incr Yes WB 0.62 Horz(TL) 0.04 8 n/a n/a BCLL 0.0 ' Code IBC2012/TPI2007 (Matrix) Weight 138 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BUT CHORD 2x4 DF No.1&Btr G end verticals,and 2-0-0 oc puffins(6-0-0 max.):2-7. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-8,2-10,7-9,1-11 REACTIONS. (lb/size) 8=625/Mechanical,11=636/Mechanical Max Horz 11=221(LC 10) Max Uplift8=345(LC 7),11=-103(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. yaSeni bk. TOP CHORD 2-4=-294/261,4-12=-297/264,6-12=-297/264,6-13=486/431,7-13=486/431, , 0VIU ?�C+,� 7-8=554/486,1-11=650/174 7 BOT CHORD 9-10=-302/281 4• , d,m •. 97— WEBS 2-10=-607/334,6-9=573/470,7-9=-622/702,1-10=-240/680 U) NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed;MWFRS ' (envelope)gable end zone and C-C Exterior(2)0-1-12 to 10-2-1,Interior(1)10-2-1 to 11-5-4,Exterior(2)11-5-4 to 14-5-4 zone; r •1 • .›'` ir cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �'%• 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1ALOG 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �� EO PR ore 6)A plate rating reduction of 20%has been applied for the green lumber members. F 7)Refer to girder(s)for truss to truss connections. Gj t'' ,7' NE-k. , //) 8)Provide 11=10e.mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)8=345, ,c ?i9 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 85 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)198 lb down and 276 lb up at 6-1-10 on top chord. The design/selection of such connection device(s)is the responsibility of others. •REGON Q' 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). t/�f O�� � LOAD CASE(S) Standard �/ 12,2 t' 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 DOSEr H Uniform Loads(pili) Vert:1-2=-64,2-3=-64,3-5=-114,4-12=-114,7-12=-64,9-11=-20,8-9=-20 RENEWAL DATE: 12/31/2 015 Continued on page 2 July 29,2015 t A WARNING-Please thoroughly review the"Customers Acknowledgement of ProBui d Standard Terms for Manufactured Products'form.Verily design parameters and read notes on tins Truss Design Drawing(TDD) AIL and the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TDD,only MiTek connector plates shall be used for this TDD to be wad.As a Truss Design Egtneer g.e.,Specialty Engineer), the sealonany TDD represents an acceptanncge of the professional�tyengineering responsibilty for the design of the single Tess depicted on the TDD only,under WI 1.The design assumptions,ba ing conditions, appal of the use Truss y fell use offut the Trina udinge ghhaardlingmaora irOwner,etallaa anauthorized agentlme Bulking responsibility o the'Buil�angg�D�nne CCof the ontraathecor.r.'NI notes setl a Sat in theeTOD�e l Croom pramces and guidelines of Building Component Safety Information(SCSI)pubished by WI and SBCA are referenced for general guidance.WI 1 defines the responsibilities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Truss Design Engineer is NOT the Bubbling Designer or Truss System Engineer for any building.All capitalized tens are as defined in WI 1. Emit ENGINEERING LLC Copyright 0 2014 Pro&iklDrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written pem fission from ProBri d-DrJ. SJob • Truss Truss Type Qty Ply B1505266 G12 Roof Special 1 1 110238503 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MTek Industries,Inc.Tue Jul 28 13:11:30 2015 Page 2 ID:X1wBD5YPago7UQ9RwLcPoEz7jzR-AN4Gwd7o6vx07E1QS2EEwzYv_r4U3FLBR2tzg9ytXOh LOAD CASE(S) Standard Concentrated Loads(Ib) Vert 12=-13(B) • WARNING-Please thoroughly review the"Customers Acknowledgement of ProBuill Standard Terre for Manufactured Products"form.Verily design parameters and read notes on this Truss Design Drawing(TOD) A and the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TDD,only MTek connector plates shall be used for this TDD to be vaid.As a Truss Design Engineer(Le.,Specialty Engineer), the seal on any TDD represents an acceptanncpe of the professional engineering responsibility for the design of the single Trussspdpeepiicctted on the TDD only,under WI 1.The design assumptions,bath conditions, apppro al itabilityof the TDD use ofa d Truss y field any for o tlb Tn�s includi g handility ng,&onage,Owner., gathe fian and bracing,sauthorized henn be a espponi responsibility of the'Bui linthe context o�gnne of ane d IRC, racto'MI local setselout n code TDOO andl Me e practices and guideines of Building Component Safety Information(SCSI)pubrished by WI and SBCA are referenced for general guidance.WI 1 defines the responsibilities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon In writing by all parties Involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any bulking.MI capitalized terms are as defined in WI 1. Emit ENGINEERING LLC Copyright O 2014 ProBuildDrJ Engineering,LLC,(710).Reproduction of this document,in any form,is prohibited without wriapermission from ProBnib-DrJ. en r Job „ Truss Truss Type Qty Ply 110236504 B1505266 G13 Piggyback Base 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc. Tue Jul 28 13:11:30 2015 Page 1 ID:X1 wBD5YPago7UQ9RwLcPoEz7jzR-AN4Gwd?o6vx07E1 QS2EEwzYzzr4U3HWBR2tzg9ytX0h 1 2-0-15 1 7-4-8 I 14-7-0 I 2-0-15 5-3-9 7-2-8 8.00 12 4x8\\ Scale=1:61.7 2x4 I I 3x4 = 2 -� _ 9 - - 10 - 3x4'1”, _ _ _ _ I T-pI N5xr 3x4% 5 8 4.00 12 2x4 I I 2x4 I I 2-0-15 I 7-4-8 I 14-7-0 I 2-0-15 5-3-9 7-2-8 Plate Offsets(Xy)- 0:0-1-12,0-1-8],[2:0-3-8,0-1-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.12 5-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.27 Vert(TL) -0.38 5-6 >452 180 TCDL 7.0 Rep Stress!nor Yes WB 0.49 Horz(TL) 0.03 5 n/a n/a BCLL 0.0 * Code IBC2012/TPI2007 (Matrix) Weight 127 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals,and 2-0-0 oc purlins(6-0-0 max.):2-4. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-5,2-7,1-8 REACTIONS. (lb/size) 5=600/Mechanical,8=600/Mechanical Max Horz 8=57(LC 10) Max Uplift5=274(LC 7),8=-194(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. loS PH o TOP CHORD 2-9=-335/186,3-9=-335/186,3-10=335/186,4-10=-335/186,4-5=-529/335, - •��WAS/144;1? 1-8=-615/223 �+ WEBS 2-7=-428/241,3-6=504/377,4-6=269/484,2-6=-203/385,1-7=-152/513 ` /i��ilf SOI. NOTES- �j 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS -r (envelope)gable end zone and C-C Exterior(2)0-1-13 to 6-2-4,Interior(1)6-2-4 to 11-5-3,Exterior(2)11-5-3 to 14-5-3 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 •s 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 ''- 11:- Q 3)Provide adequate drainage to prevent water ponding. .1010 L1° 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 1N., 1961 PROP s 7)Refer to girder(s)for truss to truss connections. 8)Provide8=1mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)5=274, 4t-' 855�NG1 NFFR /oma 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. PE 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 124f ✓ OREGON ,\ 4¢ z,'12,2°a,,e- ./ A ti`'osEPw 0 RENEWAL DATE' 12/31/2015 July 29,2015 WARNING-Please thoroughly review the'Customers Acknowledgement of ProBuild Standard‘4177:17 erms for Manufactured Products'form.Verily design parameters and read notes on ttss Truss Denim Drawing(TDD) A and the DrJ Reference Sheat(rev.11-14)before use.Unless otherwise stated on the TDD,only MiTak connector plates shat be used for�h s TDD to be vakd.Aa a Truss Design Engineer(.e.,Speaatiy Engineer), the seal on any TDD represents an acceptance of the professional engineering reaponsihNy for the dd,the Orer's zeesign of the single Truss depicted on the TDD only,under WI 1.The design assumptions,biking conditions, appranl oflity�BreeTOO this d any Real use ofut a Truss,indu�dngg handing,storage,nsibility of the iieta on and bracing,shall be the rd agent or u�porraidNy of the Bullinthe g nDes�ignne of and Co Con,the tractor.IBC,the notes slocal setlout in thecode TDD�TPI and ltee Emitprecticesend guideinesofBuikfirgConponentSafely Infombtion(6SIWbishedby TPI andSBCAare referenced forgeneral guidance.TPI 1 definesto responsiditlesend dufiesof to TrussDesigner,TrussDesignEngineer andTus Manufacturer,unlessotherwisedefinedbeContractagruinngby ellpartiesinvolved. TinEngineerisNOTtoBuildingnerorTrSystemEngineerfor arty bullding.Ai capitaized terms are as defined in WI 1. ENGINEERING Copyright 02014 ProBuild-0rJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBuikf-0rJ. LLC •JobTruss Truss Type Ory Ply 110236505 B1505266 G14 Piggyback Base Girder 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc. Tue Jul 28 13:11:33 2015 Pape 1 ID:X 1wBD5YPago7UQ9RwLcPoEz7jzR-bymOYfl gPgJb_il?7AnxXcAS1231Gb2d705dRTytXOe 1 2-0-15 1 6-4-12 i 10-6-12 1 14-7-0 1 2-0-15 4-3-13 4-2-0 4-0-4 8.00 12 4x8\\ Scale:3/18'=1' 2x4 n 4x8= 2x4 II 5 - 4x6-/ 2t tR1 3 CRT 6a 4102 6a rR- 1,04 fr 2-5 mu .p - _ ., 2-r 3. 4-•• • d, 1 ' I El II rin fin Elat _ ii 10 911 12 13 148 15 16 7 17 8 358 II 8x8= LUS26 8x8 = 3x6 I I 6x8 = LUS26 LUS26 LUS26 I 12-0-15 I 6-4-12 I 10-6-12 14-7-0 I 2-0-15 4-3-13 4-2-0 4-0-4 Plate Offsets(X,Y)— 11:0-3-0,0-1-121,[2:0-3-8,0-1-121,[6:0-3-0,0-4-41,[7:0-3-12,0-1-81,[8:0-4-0,0-4-81,[9:0-4-0,0-4-81,[10:0-4-8,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.08 8-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.49 Vert(TL) -0.12 8-9 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.69 Horz(TL) 0.00 6 n/a n/a BCLL 0.0 BCDL 10.0 ' Code IBC2012/TPI2007 (Matrix) Weight:337 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF No.2 end verticals,and 2-0-0 oc purlins(6-0-0 max.):2-5. WEBS 2x4 DF Std G'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-8,4-8:2x4 DF No.1&Btr G WEBS 1 Row at midpt 5-6,1-10 REACTIONS. (lb/size) 6=1740/Mechanical,10=3514/Mechanical Max Horz 10=57(LC 8) Max Uplift6=-1214(LC 5),10=-2459(LC 5) WIS2PH v FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,jt O*WA3f 1 TOP CHORD 1-2=-638/447,2-3=-1199/898,3-4=-1199/898,1-10-3442/2369 4 it, Off, '7" BOT CHORD 9-12=-430/573,12-13=-430/573,13-14=-430/573,8-14=-430/573,8-15-463/639, / 0 15-16=-463/639,7-16=-463/639,7-17=463/639,6-17=-463/639 Of WEBS 2-9-1230/910,2-8-1146/1535,3-8=-298/236,4-8-1097/1410,4-6=-1716/1243, ` 1-9=2169/3127 -r +�y NOTES- T 'K ' 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: `` L-�O Top chords connected as follows:2x4-1 row at 0-9-0 oc. 'OK ' Bottom chords connected as follows:2x6-2 rows staggered at 0-7-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. GG PR 3)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed;MWFRS ,`1c3- OFFss (envelope)gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 .., �CNG1 NP6. �0 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 sx 29 5)Provide adequate drainage to prevent water ponding. 1:44 2 5 ,jrrE f 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. • 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Refer to girder(s)for truss to truss connections. "A. ✓ OREGON ,\ " 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 6=1214,10=2459. 14/ (it 1'f 2,201!-ii -44' This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1./i-% VI 12)"Fix heels ony"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 14)Use Simpson Strong-Tie LUS26(4-SD9112 Girder,4-SD9212 Truss,Single Ply Girder)or equivalent at 1-2-12 from the left end to connect truss(es)K01(1 ply 2x4 DF)to front face of bottom chord. RENEWAL DATE' 12/31/2015 15)Use Simpson Strong-Tie LUS26(4-10d Girder,4-10d Truss,Single Ply Girder)or equivalent at 3-2-12 from the left end to connect July 29,2015 Conttfff @N I ply 2x4 DF)to front face of bottom chord. t WARNING-Please ce Sheet thoroughly review the-Customer's Acknowledgement of on th W Standard Terms for Manufactured Products'form.Verify Oto parameters and read notes on ne Truss Deapn Drewvp(TDD) A and the DrJ Reference Sheet(rev.11-14)before use.Unloss otherwise stated on the TDD,only MiTek connector plates shall be used for this MD to be valid.As a Truss Design Engineer(i.e.,Specialty Engineer), the seal on any TDD represents an acceptanncge of the is ths rpprsoffeessionall engineering responsiblity for the design of the single Truss depictedonthe TOD only,under WI 1.The design assumprtigons,loading conditions, sultabiity and use of this approval of the TDD and any eld usfor e oftheTruss,inducing handing,nsibility of the installation and bracing,shall be tnt heeBuilding responetbitty of the'in the Building context Designe and Conbracto'RI notes set local out in thee and TDD and 1.the The practices and guideines of Building Component Safety Information(SCSI)published by WI and SBCA are referenced for general guidance.WI 1 defines the responsibilities and duties of the Truss Designer,Teesart Design Enpneer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any bulking.AN capitalized terms are as defined in WI 1. ENGINEERING uc Copyright 0 2014 Pro&ild-DrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBuild-DrJ. Cob, ' • Truss Truss Type Qty Ply 110236505 B1505266 G14 Piggyback Base Girder 1 2 Job Reference(optional) _ Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:11:33 2015 Page 2 ID:X 1wBD5YPago7UQ9RwLcPoEz7jzR-bymOYfl gPgJb_il?7AnxXcAS1231Gb2d705dRTytXOe NOTES- 16)Use Simpson Strong-Tie LUS26(4-SD9212 Girder,4-SD9212 Truss)or equivalent at 5-2-12 from the left end to connect truss(es)K03(1 ply 2x4 DF)to front face of bottom chord. 17)Use Simpson Strong-Tie LUS26(4-10d Girder,4-10d Truss)or equivalent at 7-2-12 from the left end to connect truss(es)K04(1 ply 2x4 DF)to front face of bottom chord. 18)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-64,2-5=-64,6-10=-20 Concentrated Loads(Ib) Vert:11=1092(F)12=-868(F)14=-1199(F)15=-896(F) • • a&WARNING-Please ihoroughy Terms review the"Customers Acknowledgement of ProBuild Standard Terfor Manufactured Products'form.Verify design parameters and read notes on this Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Unlass otherwise stated on the TDO,only MiTek connector plates shall be used for this TDD to be valid.As a Truss Design Engineer(.e.,Specially Engineer), the seal lyon any TDD represents an acceptanrrcqee of the professional is thri fryengineering responsibility for the design of the single Truss de epicted ted on the TDO only,under WI 1.The design assumptions,loading code and conditions, suitabikapproval of the TDD and any field usand use of this Tiuss for e ofthe Truss,including handing,storage,of the iretallabon and bract g,,the Owners shall be thnt or ee rresponsibitty of the Building Designer ansigner,In the contad of d Contractor.All notes set IRC,the MC,the local out in the TDD and the The 1. practices and guidelines of Building Component Safety Information(BCSI)published by WI and SBCA are referenced for general guidance.WI 1 dentes the responsibilities and duties of the Truss Designer,Tr ss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Trues Design Engineer is NOT the Building Designer or Truss System Engineer for any building.All capitalized terns are as defined In WI 1. TM EN(iINEDRINGLLC Copyright 0 2014 ProBrald-DrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBuld-DrJ. *Job` ' . Truss Truss Type Qty Ply 110236506 81505268 GCAP1 Piggyback 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 Wok Industries,Inc.Tue Jul 28 13:11:33 2015 Page 1 I D:X1 wBD5YPago7UQ9RwLcP0Ez7jzR-bymOYf1 gPgJb_il?7AnxXcATH28PGhid705dRTytxoe I 12-6-1 I 12-6-1 3 Scale=1:22.7 8.00 12 4x4 i 2x4 II 2x4 II - 2 P/ 4 M *t M, F + N 2-5 A III r 1 t7 . ,, to r N A r 1-6 Ir I5 3x4= 8 7 6 2x4 I I 2x4 I I 2x4 I I I 12-6-1 I 12-6-1 Plate Offsets(X,Y)- [1:0-2-7,0-1-8],[2:0-1-12.0-2-0],[8:0-2-8.0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl lid PLATES GRIP TCL 25.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) 0.00 2 n/r 180 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.02 3 n/r 180 TCDL 7.0 Rep Stress Incr Yes WB 0.26 Horz(TL) 0.00 6 n/a n/a BCLL 0.0 ' Code IBC2012fTP12007 (Matrix) Wind(LL) 0.05 3 n/r 90 Weight 47 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals,and 2-0-0 oc purlins(10-0-0 max.):2-5. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 12-6-1. (lb)- Max Horz 1=202(LC 10) Max Uplift All uplift 100 lb or less at joint(s)6 except 7=-230(LC 7),8=-287(LC 10) D ' Max Gray All reactions 250 lb or less at joint(s)1,6 except 7=524(LC 1),8=358(LC 17) LOSEPH p,. w FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 11. 4,� TOP CHORD 1-2=-555/130 /it► gyp_ WEBS 4-7=-404/346,2-8=-312/832 NOTES- f/ 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS • (envelope)gable end zone and C-C Exterior(2)0-3-3 to 8-1-7,Interior(1)8-1-7 to 9-4-4,Exterior(2)9-4-4 to 12-4-4 zone;cantilever left •c • . i and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1ACINAL 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� E� PROtto,s fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. �Gj �NG1 N,EF9 /0 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except(jt=lb)7=230 2 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� 85 5PE �r 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. / 11)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �� ✓ OREGO �Q LOAD CASE(S) Standard 14, ('f 1'12 2°1�-.(- ✓OSEPH 0 RENEWAL DATE:12/31/2015 July 29,2015 1 WARNING-Please thoroughly review the'Customers Acknowledgement of Profuild Standard Terms for Manufactured Products'form.Verify Udesign parameters and read odes on this Truss Design Drew ng(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Unlea otherwise stated on the TDO,only M iTek connector plates shall be used for tis TDD to be vast.Asa Truss Design Engineer(.e.,Specialty Engineer), the seal on any TDD represents an acceptance of the professione iall engineering respagidity for the design of the single Tnresssdepicted on the TOD only,under WI 1.The design assumptions,loafing ccow:Mons, approvalsuof the TTOOO use a d any fiels Truss d any of Ch Truss,inducing handing,ly storage,the instal the Owner's d bracing,authorized agentor tl»reeporkeidHy of the Bulking signer,in the ntext of Designerr and Contrraacor..AM notes setlocal out�mntheeTDD and theme Aprread,�ices and guideines of Building Conponent Safey Information(SCSI)published by TPI and SBCA are referenced for general guidance.TPI 1 defines the responrslbiuties and duties of the Tums Designer,Truss Desgn Enpneer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon m writing by all perces involved.The Trues Design Engineer ts NOT the BWkling Designer or Truss System Engineer for any bulking.All capltaized terms are as defined In WI 1. air:11nr Copyright 0 2014 ProB WktOrJ Engineering,LLC,(DrJ).Reproduction of this document,in anyform,isprohibited without written �Q�N�� LLC perrrission from ProBWkI-DrJ. 4Job' ` Truss Truss Type Qty Ply 110236507 81505266 GCAP2 Piggyback I 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 a Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:11:34 2015 Page 1 ID:X1 wBD5YPago7UQ9RwLcPoEz7jzR-39Jnl?2J98RScsKChtJA4pjdxSTv?BHmMgrAzwytxod I 12-6-1 I 12-6-1 Scale:12"=1' 4x4 i 2x4 11 • 2-3 8.00 F2--- 1 - '9 N 2-5 3-4 1 — — 7 - e e 1-4 M [ 6 � d 5 4 3x4 = 2x4 H 2x4 I1 I 12-6-1 I 12-6-1 Plate Offsets(X,Y)— [1:0-2-7,0-1-8],[2:0-1-12,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) n/a - n/a 999 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.18 Vert(TL) n/a - n/a 999 TCDL 7.0 Rep Stress Incr Yes WB 0.12 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 ' Code IBC2012/TP12007 (Matrix) Weight:44 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals,and 2-0-0 oc purlins(10-0-0 max.):2-3. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1=183/12-6-1 (min.0-1-8),4=272/12-6-1 (min.0-1-8),5=561/12-6-1 (min.0-1-8) Max Horz 1=186(LC 10) Max Uplift1=34(LC 10),4=131(LC 6),5-190(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. , sePH bp, WEBS 2-5-375/365 .-1413*91.±S/jr,- T1 NOTES- /(4e' t 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS Of (envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 -r 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 • 3)Provide adequate drainage to prevent water ponding. r •K • '-'s4)Gable requires continuous bottom chord bearing. �'+• 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ALOG 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb)4=131 5=190. ���Ep PRpF�ss 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Gj �NG1 NFF9 //) 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. (9 '7 y 11)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building Q� 85 5PE 9I-- designer. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 15V OREGON Q" ,� � 14/ '12,2- . ✓0SEPH p) RENEWAL DATE. 12/31/2015 July 29,2015 t WARNING-Please thoroughlyreview the"Customers Acknowledgement of ProBU0 Standard Terris for Manufactured Products'form.Verify Nagn parametersand read notes on this Truss Design Drawing(TDD) and the D1J Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TDD,only MITek connector plates shall be used far this TDD to be veld.Asa Truss Design Engineer(i.e.,Specialty Engineer), the seal lyon any TDD represents an acceptanncge of the is the rpprsoffeessionall engineering responsibilty for the design of the single Truss dDeepiicted on the TDD only,under WI 1.The design assumptions,looting condhons, appro al of the TDD use f this and any field usfor e of the Truss,inductinhanding,lity torage�iwtallatlion and bracing,suthorized hallbebe the resporefbnt or the ilty of the Bullinsigner,Intim g nD�ner theContractor.IRC, IBC,the notes oval bulsetouttgin the TDcode �DTannd Me e practices and guidelines of Striking Component Safely Information(SCSI)published by WI and SBCA are referenced for general guidance.WI 1 defines the responsiobties and duties of the Trues Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties Involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building.Al capltalzed terms are as defined in WI 1. rei ENGINEERING LLC Copyright 0 2014 ProBUld-DrJ Engineering,LLC,(131.0.Reproduction of this document,in any form,is prohibited without written permission from ProBuid-DrJ. Jolt ` Truss Truss Type Qty Ply 110236508 B1505266 JA12 JACK-OPEN 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:11:35 2015 Page 1 �Q ID:X1wBD5YPago7UQ9RwLcPoEz7jzR-XLt9zL3xwSZJDOvOEbgPdIGgKsogkfKwbKakVMytXOc 1�-0 0 8-0-0 8-0-0 I 21-8-3 13-8-3 i Scale=1:83.5 8 111 d - 15 V 3x4 i '- d 3x4-i5 I � 8.00[ 3x4x4 i x4 i 34 ,3x4 3x4ii 2 d1 9 4x8* I 88-0-0 I Plate Offsets(X,Y)— [2:0-3-8,0-2-2] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) 0.14 9-12 >680 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.21 Vert(TL) -0.28 9-12 >330 180 TCDL 7.0 Rep Stress Incr Yes WB 0.00 Horz(TL) -0.03 8 n/a n/a BCLL 0.0 BCDL 10.0 a Code IBC2012/TP12007 (Matrix-M) Weight 62 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 DF Std-G 8-11-10 REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,4=0-3-2,6=0-3-2,7=0-2-2. (Ib)- Max Horz 2=841(LC 10) Max Uplift All uplift 100 lb or less at joint(s)except 8=-119(LC 10),4=-437(LC 10),6=-372(LC 10),7=-325(LC 10) n Max Gray All reactions 250 lb or less at joint(s)9,8 except 2=426(LC 20),4=455(LC 18),6=376(LC 18),7=327(LC 1011 18) 4I* 0*WASH- ?" FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 4 , j�P' WOO TOP CHORD 2-14=-894/647,3-14=775/689,3-4=-759/692,4-5=513/410,5-6=505/437, 6-15=-285/230,7-15=266/247 5, I NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 17-48,Exterior(2)17-48 to 21-7-7 zone;cantilever 'f••,IL!!L%,-;"1 left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60AL 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. R 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will '`Ne • D O�F6', fit between the bottom chord and any other members. �5 �NG(N.EZC9 /o 6)A plate rating reduction of 20%has been applied for the green lumber members. ,� -4. 7)Refer to girder(s)for truss to truss connections. Q 855 a PE r- 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 119 lb uplift at joint 8,437 lb uplift at joint 4, 372 lb uplift at joint 6 and 325 lb uplift at joint 7. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4,6,7. 11)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1).4. ✓ OREGO Cr 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. .� LOAD CASE(S) Standard �4/✓f Y 12,2� �� OSEP ') RENEWAL DATE-12/31/2015 July 29,2015 I , WARNING-Please thoroughly review the-Customers Acknowledgement of ProBuild Standard Terms for Manufactured Products'form Verity design parameters and read notes on this Truss Design Droving(TDD) AIL and the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TOO,only MiTek connector plates shall be used for this TDD to be valid.As a Truss Design Engineer(l.e.,Speaafty Engineer), the seal on any TDD represents an acceptance of the professionalYergineemg responsibility for the design of the single Truss depictedonthe TDD only,under WI 1.The design assumptions,leading conditions, Eiki pp oval lityof the TTOD anuse of d Truss belldd any of the Truss, nduciing responsibility storage,ir, I and brraadng thatbe the the Bulking of the'Bulllrinthe context De gne and Conbaahe IBC,It note tees sl etoutmththeeand TOO andl thThe practices and gudefines of Bulldfng Component Safety Inlomretlon(SCSI)published by WI and SBCA are referenced for general guidance.TPI 1 defines the resporsiblAtlea end duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all pelves involved.The Irons Design Engineer is NOT the Bullri ga Designer or Tnres System Engineer for any boning.AN capitalized terns are as defined in WI 1. EN(iINEER/NGlcc Copyright 0 2014 ProBuild-DrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBuild-DrJ. 1B1505266 Jote '1Truss Truss Type Qty Ply 110236509 JB11 JACK-OPEN 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 26 13:11:37 2015 Page 1 ID:X1wBD5YPago7UQ9RwLcPoEz7]zR-Tk?vO15BS3g1TJ3nMOstiSLOpf J8CZgD2e3gaFytXOa -1-f)-1 8-0-0 1 21-8-3 8-0-0 13-8-3 Scab=1:83.5 9 _4 8 3 18 7 3x4 i d 6 3x4 i 8.00 12 3x4 i 34 5 3x4�i 3x4�� 3x4 i 15 1• 2 10 4x8* 8-0-0 I I 8-0-0 Plate Offsets(X,V)- [2:0-3-8,0-2-2] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) 0.14 10-13 >680 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.21 Vert(TL) -0.28 10-13 >330 180 TCDL 7.0 Rep Stress Incr Yes WB 0.00 Horz(TL) -0.03 9 n/a n/a BCLL 0.0 BCDL 10.0 , Code IBC2012/TP12007 (Matrix-M) Weight 62 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 DF Std-G 8-11-10 REACTIONS. All bearings 0-1-8 except(jt=length)2=0-5-8,10=Mechanical,9=Mechanical,4=0-3-2. - (Ib)- Max Horz 2=841(LC 10) Max Uplift All uplift 100 lb or less at joint(s)9 except 4=-340(LC 10),6=-289(LC 10),7=-364(LC 10),8=-202(LC soSEPH op t. Max Gray All reactions 250 lb or less at joint(s)10,9,8 except 2=426(LC 20),4=358(LC 18),6=291(LC 18), 7=367(LC 18) -1* O*wAsiict7?-4 4 �, 0A- 44, ,,xj, Q FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. /O TOP CHORD 2-15=-894/647,3-15=775/689,3-4=-759/692,4-5=-568/470,5-6=-564/479, x 6-7=397/342 / 5- -r NOTES • - 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed;MWFRS 10 '' A . s , (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 17-4-8,Exterior(2)17-4-8 to 21-7-7 zone;cantilever `-c!2.i%� left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,t AL 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. P R 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will "el., 496•• OFF4' fit between the bottom chord and any other members. GJ• �NG1 NEF9 s/O 6)A plate rating reduction of 20%has been applied for the green lumber members. ,� 2'fl 7)Refer to girder(s)for truss to truss connections. Q 85 -25PE I- 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6,7,8. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9 except(jt=lb)4=340 ,6=289,7=364,8=202. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4,6,7,8. 11)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '�� OREGON �Q 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 1 LOAD CASE(S) Standard 9+do ` 12 h 20 t, SEPIA 10 RENEWAL DATE-12/31/2015 July 29,2015 A AhWARNING-Please thoroughly review tlhe'Custanhers Acknowledgement of ProBuild Standard Teens for Manufactured Products-corm Verify design parameters and read noes on this Truss Design Drawing(TD) and the DGO Reference Sheet(rev.11-14)before use.Unbas otherw se stated on the TDD,only MITek connector plates shell used for t his TDD to veld.Aa a T uss Design Eng neer(I.e.,Spedaty Engineer), the seal on any TDD represents an acceptance of the professional engineering responaibllty for the design of the single Truss depicted on the TDD only,under TPI 1.The design assumptions,loading conditions, suitability and use of this Truss for any Bulking is the responsibility of the Owner,the Ores authorized agent or the Sulking Designer,In the context of the IRC,the IBC,the local bulking code and TPI 1.The approval of the TDD and any field use of the Truss,including handing,storage,installation and bracing,shall be the responsibility of the Bulking Designer and Contractor.All notes set out in the TDO and the I practices end guldeines of Bulling Component Safety Information(SCSI)pubished by TPI and SBCA are referenced for gyeneral guidance.WI 1 defines the resporreibiltes and duties of the Trues Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Cootrect agreed upon m writing M ell pedes involved.Tee Teres Design Engineer is NOT the Btilding Designer or Teres System Engineer for any bulling.All captaized terms are as defined in WI 1. ENGINEERING ac Copyright 0 2014 ProBuild-0rJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written perrrisaion from ProBuild-Da Uobe f1 Truss Truss Type Oty Ply 110236510 /31505266 K01 ROOF SPECIAL 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Od 3 2014 MiTek Industries,Inc. Tue Jul 28 13:11:38 2015 Page 1 I D:X 1 wBD5YPago7UQ9RwLcPoEz7jzR-xwZHbM5pDNyu4TezwjN6Efulz3quxwtMHI pO6hytX0Z I 6-8-14 I 13-7-9 13-1 Q-15 20-7-8 I 6-8-14 6-10-11 0-S 6 6-8-9 5x12 MT18H = Scale=1:59.7 3x8 II - A 11 _ 12_e 1. 4 !Irk ��N T 11\1,1-ly 8.00 12 10 3x4"� ' I 2 4� Ti• i • '1 1 All 1 dl / " to . cid 8 7 6 14 5 3x6= 2x4 II 3x4 = 3x4 = 5x6 = I 6-8-14 13-7-9 I 20-7-8 I 6-8-14 6-10-11 6-11-15 Plate Offsets(X,Y)— [1:0-6-0,0-0-71,[2:0-1-12,0-1-81,[3:0-7-8,0-1.4],[5:0-3-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.08 5-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.24 Vert(TL) -0.18 5-6 >999 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr Yes WB 0.40 Horz(TL) 0.03 5 n/a n/a BCLL 0.0 ' Code IBC2012/TP12007 (Matrix) Weight:117 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals,and 2-0-0 oc purlins(6-0-0 max.):3-4. WEBS 2x4 DF Std G'Except' BOT CHORD Rigid ceiling directly applied or 7-7-12 oc bracing. 3-5:2x4 DF No.1&Btr G WEBS 1 Row at midpt 4-5,2-6,3-5 REACTIONS. (lb/size) 1=871/Mechanical,5=1112/Mechanical Max Horz 1=509(LC 28) Max Uplift1=-304(LC 10),5=-853(LC 10) ' Max Gray 1=887(LC 34),5=1171(LC 34) ifSPA O t* 0*wAsitzib FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 4 ' iiiTOP CHORD 1-9=1260/395,2-9=1170/412,2-10=729/273,3-10=621/302,4-5=-426/464 " 1 BOT CHORD 1-8=-721/1080,7-8=721/1080,6-7=-721/1080,6-14=-356/544,5-14=-356/544 q WEBS 2-8=0/287,2-64-721/471,3-6=165/608,3-5=-893/583 %-. / r NOTES- 1 i 1)Wind:ASCE 7-10;VuW =135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed;MFRS •� •'� (envelope)gable end zone and C-C Exterior(2)0-0-12 to 3-0-12,Interior(1)3-0-12 to 9-6-7,Exterior(2)9-6-7 to 13-9-5 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,L 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp C;Fully Exp.;Ct=1 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. p R 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,`�,R�O O��ss fit between the bottom chord and any other members,with BCDL=10.0psf. Gj � G1 NEL- /0 7)A plate rating reduction of 20%has been applied for the green lumber members. C1 ?i 8)Refer to girder(s)for truss to truss connections. is 8� 4 P '9r- 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)1=304, 5=853. 10)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ,r� . •. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. T5 ✓ OREGON ,� �Q 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)164 lb down and 242 lb up at 13-9-5,50 lb down and 64 lb up at 14-6-12,161 lb down and 185 lb up at 16-6-12,and 198 lb down and 247 lb up at 18-6-12,and T4z &Z Y 12 20.��� 172 lb down and 195 lb up at 20-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4/Q SEe LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 RENEWAL DATE-12/31/2015 Continued on page 2 July 29,2015 1 A WARNING-Reese thoroughlyreview the-Customers Acknowledgement of Proeuid Standard Terms for Manufactured Produds'form.Veri desgn Parameters and read notes on this Truss Design Drawing(TDD) a and the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TDD,only MiTek connector plates shall'Ids" for this to be valid.Asa Truss Design Engineer(.e.,Specialty Engineer), the seal on any TDD represents an acceptanncBe of the e�pprsoffeessionfall engineering responsibility for the design of the single Truss dulking epicted dron the TDD only,under WI 1.The design assumptions.loadiinng conditions, suitability of tthhe TTOD this d a�elldd use ofutee Trueslod*dngg hardity re the Owner, installation aOwner'nd bracing,suthohzed hall agent ort a espponsibility of the Bulkinthe gDDesignne text of and Co theMC, Nil treses sl setou in the code TDD endl Mee I practices and guidelines of Building Component Safety Information(SCSI)published by WI and SBCA are referenced for general guidance.TPI 1 defines the responsiblRttes and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building.MI capitalized terve are as defined in WI 1. "' ENGINEERING LLC Copyright 0 2014 ProBri d-DrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBuild-DM. Job " . Truss Truss Type Oty Ply 110236510 B1505266 K01 ROOF SPECIAL 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc. Tue Jul 28 13:11:38 2015 Page 2 ID:X1 wBD5YPago7UQ9RwLcPoEz7jzR-xwZHbM5pDNyu4TezwjN6Efulz3quxwtMHlpO6hytX0Z LOAD CASE(S) Standard Uniform Loads(Of) Vert:1-3=-64,3-4=-64,1-5=-20 Concentrated Loads(Ib) Vert:3=19 4=-172 11=-43 12=-9 13=-64 WARNING • • -Please thoroughly review the"Customers Acknowledgement of Protuid Standard Terns for Manufactured Products'form.Vent design parameters and read notes on this Truss Design Drawing(TDD) Aa and the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TDD,only MTek connector plates shag be used for this TDD to be valid.As a Truss Design Engineer(i.e.,Speaalty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted nt or the Bulking peep cteeddron the TOD only,under WI 1.The d n assumptions,loading conditions, suitabapprovltyal h use ofO this Trussfifeld ny Bulking Is,including responsibility of the handing,storage,installation and,the Ovmer's authorized braci shall be the responsibility of the BWksng Designer a C,in the context of the ontracothe r.r.,t Ica,l set bulout in the TDD ng code and a an1.d the The approval of the TDD and any field use of the Tnss, pprereI�ces and gi ideines of Building Component Safety Information(SCSI)publshed by TPI and SBCA ere referenced for general guidance.TPI 1 defines the resporsibittes and duties of the Truss Designer,Trues Design Engineer and Tr ss Manufacturer,unless othanwlee defined by a Contract agreed upon rn writing by all parties involved.The Truss Design Engineer le NOT the Balding Designer or Truss System Engineer for any building.All capitalized teres are as defined in WI 1. ENGINEERING LLC Copyright 0 2014 ProBuildDrJ Engineering,LLC,(DrJ).Reproduction of this document,In any form,is prohibited without written permission from ProB Wd-OrJ. Jotia 1t . Truss Truss Type Qty Ply 110236511 61505266 K02 Roof Special 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:11:39 2015 Page 1 ID:X1wBD5YPago7UQ9RwLcPoEz7jzR-P67goi6R_g4kidD9TRuLntQ WmTAOgNsVwyYxe7y0(0Y 1 6-8-14 1 13-7-9 1 15-10-15 1 20-7-8 1 6-8-14 6-10-11 2-3-6 4-8-9 2x4 I Scale:3/16"=1' 4 8 - 4x8\\ ; 2x4 II 3 ] II _ = 7 � - 01107: 1 rJ 8.00 13 3x4 yy I 2 d I p • All��QQ 1 Vl � 60=�0 :36 66 11 10 9 15 8 3x8 = 2x4 I I 3x4= 3x4= 5x6= 6-8-14 1 13-7-9 I 20-7-8 6-8-14 6-10-11 6-11-15 Plate Offsets(X,Y)- [1:0-6-0,0-0-7],12:0-1-12,0-1-8],[3:0-3-8,0-1-12],[8:0-3-0,0-2-12] LOADING(ps() SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.08 8-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.25 Vert(TL) -0.21 8-9 >999 180 TCLL 7.0 Rep Stress Incr Yes WB 0.41 Horz(TL) 0.03 8 n/a n/a BCLL 0.0 ' Code IBC2012/TP12007 (Matrix) Weight 122 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals,and 2-0-0 oc purlins(10-0-0 max.):3-7. WEBS 2x4 DF Std G*Excepts BOT CHORD Rigid ceiling directly applied or 7-9-12 oc bracing. 3-8:2x4 DF No.1&Btr G WEBS 1 Row at midpt 7-8,2-9,3-8 OTHERS 2x4 DF Std G REACTIONS. (lb/size) 1=866/Mechanical,8=888/Mechanical • Max Horz 1=598(LC 10) p$IPA bk,I Max Uplift1=224(LC 10),8=518(LC 10) ' r Max Gray 1=868(LC 34),8=941(LC 34) 4 �oe WASjj_ FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. JP. � TOP CHORD 1-12=-1246/249,2-12=-1138/267,2-13=-700/135,3-13=-523/164 oa ' BOT CHORD 1-11=-686/1066,10-11=-686/1066,9-10=686/1066,9-15=340/553,8-15=-340/553 5- WEBS 2-11=0/286,2-9=-693/440,3-9=-143/593,3-8=930/571 -r NOTES- i 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed;MWFRS '��-�c::ii':� 46, (envelope)gable end zone and C-C Exterior(2)0-0-12 to 3-0-12,Interior(1)3-0-12 to 11-8-0,Exterior(2)11-8-0 to 15-10-15 zone; IONAL cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. El) PROF 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,`�� Fss fit between the bottom chord and any other members,with BCDL=10.0psf. Gj ANG,NEF9 /0 6)A plate rating reduction of 20%has been applied for the green lumber members. (7 y 7)Refer to girder(s)for truss to truss connections. �� 8 .2 PE 'fes 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=224, 8=518. 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. OREGON 4 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)187 lb down and 272 lb up at 4/ '� 16-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 'Z1 -i ,l 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). '9�JOSEPH O�` LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 RENEWAL DATE'12/31/2015 Continued on page 2 July 29,2015 1 AWARNING-Please thoroughly renewhe afore use. Acknowledgement of Prn the°Stanchly Terris for Manufactured hall be us farm.Vent'Nags parameters end read notes on this Truss Despn brewing(TDD) end Me DrJ Reference Sheet(rev. 4)before rmse.Unleas otherwise staled on Me TDD,only MiTek connector pletes shell be used for this TDD to be veitl.Aa a Truss Design Engineer(i.e.,Specialty Engineer), the seal lyon any TDD represents an acceptanrcee of the professional engineering responsibiily for the design of the single Trussss depictedDeceon the TDD only,under WI 1.The design assumptions,loading Tcconations, appranl of�the TDD use of a d Truss usfor e Building Truss, indu ng handinng ity of theag air tallaton Owners a sorized agent thor e the Baking of the Building Deesiiggnerr and Contrra tor..Alm es sl seettlout n thecode TDD andl Urea practices and giddeines of Building Component Safely Inlortretion(SCSI)published by TPI anti SBCA ere referenced for genarel guidance.WI 1 gra:responsldities end duties of the Truss Designer.Trues Design Engineer and Truss Manufacturer,unless otherwise defined by a con tract agreed upon In writing by all parties Involved.The Trues Design Engineer is NOT the BWIdi g Designer or Trues System Engineer for any building.All capitalized terms are as defined In WI 1. ,r ENGINEERING LLC Copyright 0 2014 ProBuild-OrJ Engineering,LLC,(DrJ).Reproduction of thisdocument,in any form,is prohibited without written permission from ProBWld-DrJ. '•Jobe ^ • Truss Truss Type Oty Ply B1505288 K02 Roof Special 1 1 110236511 • Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:11:39 2015 Page 2 1 D:X 1 wBD5YPago7UQ 9RwLcPoEz7jzR-P67goi6R_g4kid D9TRuLntQ WmTAOgNsV WyYxe7y1X0Y LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-3=-64,3-4=-64,4-6=-114,5-14=-114,7-14=64,1-8=-20 Concentrated Loads(Ib) Vert:14=10(B) t I AWARNING-Please thoroughly review the"Customers Acknowledgement of ProBuild Standard Terns for Manufactured Products'form.Verify design parameters and read notes on this Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TDD,only MiTek connector plates shall be used for this TDO to be vaid.As a Truss Design Engineer(i.e.,Specialty Engineer), the sealit yon any TDO represents an acceptanncpe of the rpprsoffeessionaall engineering responsibility for the design of the single Trussgdepicted on the TOD only,under WI 1.The design assumptions,lowing conditions, aappprrooval of�the TTODD anuse of d any field any o Tr is including handing,diity ng thao Owner., e inem installation bracing,sauthorized hall bthe u�ponnibiity of thre'Bulking Dine a IRC,ontraactor'MI notes builcingl theTDD>�I 1.The Design practices and esf Manufacturer,�Component punlnts otherwise Information n adefined(SCSI)published by WI and SBCA are referenced for general guidance.WI 1 defines the responsibilities and dutles of the Truss Designer,Truss r agn Engbuilineg.All d Truss terns are as less ofd In WI 1. by a Contract agreed upon in writing by all parties involved.The Truss Design Engineer Is NOT the Building Designer or Truss System Engineerfo ,« ENGINEERING LLC Copyright 0 2014 PmBuild-DrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBuildDrJ. 7-46 ' a, Truss Truss Type Qty Py110238512 05266 K03 ROOF SPECIAL 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MTek Industries,Inc.Tue Jul 28 13:11:41 2015 Page 1 ID:X1w6D5YPago7UQ9RwLcPoEz7jzR-MVEQDO8WKSx xMYbsxpslWo6Hp18F0ozG12j0ytXOW 20-7-8 1 8-8-14 1 17-7-9 17-1 -15 1 8-8-14 8-10-11 0• 2-8-9 5x12 MT18H= Scale=1:78.8 2x4 II 8.00 '11 j 12_ 5 75\ 1 11.d 7., 4x8 i 3x4 i 3 A d 2 4. v r d 10 1141611111111111s.aaQQ 1 VI .� rr�r•s�:a: �'r I 3x8= 13 8 14 9 7 6 3x6= 3x4 = 5x8 = 2x4 H 1 8-8-14 I 17-7-9 I 20-7-8 I 8-8-14 8-10-11 2-11-15 Plate Offsets(X,Y)- [1:0-8-0,0-0-15],[2:0-1-12,0-1-8],[4:0-7-8,0-1-4],[6:0-3-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) 0.19 1-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.36 Vert(TL) -0.37 1-9 >658 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr Yes WB 0.56 Horz(TL) 0.03 6 n/a n/a BCLL 0.0 BCDL 10.0 , Code IBC2012/TPI2007 (Matrix) Weight:132 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-0-15 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals,and 2-0-0 oc purlins(6-0-0 max.):4-5. WEBS 2x4 DF No.1&Btr G'Except' BOT CHORD Rigid ceiling directly applied or 7-8-7 oc bracing. 2-9:2x4 DF Std G WEBS 1 Row at midpt 5-6,2-7,4-6 REACTIONS. (lb/size) 6=1219/Mechanical,1=876/Mechanical Max Horz 1=659(LC 10) • Max Uplift6=965(LC 10),1=201(LC 10) �$�if �" Max Gray 6=1279(LC 34),1=953(LC 34) -w-��v�,,y . FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 4�� , 'lT TOP CHORD 1-10=-1285/170,2-10=1084/196,2-3=-452/15,3-11=-345/28,4-11=-268/47, agar SCI 5-6=-289/348 1 BOT CHORD 1-13=-658/1118,9-13=-658/1118,8-9=-658/1118,8-14=-658/1118,7-14=-658/1118 ` WEBS 2-9=0/430,2-7=-1035/593,4-6=-1121/750,4-7=-220/710 �y f • NOTES- T *s . 1)Wind: • ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.I I;Exp C;enclosed;MWFRS mss.elf •:. (envelope)gable end zone and C-C Exterior(2)0-0-12 to 3-0-12,Interior(1)3-0-12 to 13-7-12,Exterior(2)13-7-12 to 17-10-11 zone; AL cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 3)Provide adequate drainage to prevent water ponding. 4)Ali plates are MT20 plates unless otherwise indicated. ���0) PROFF S 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0- 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Cj ' GINE-, /o fit between the bottom chord and any other members,with BCDL=10.0psf. LS 9 * 7)A-plate rating reduction of 20%has been applied for the green lumber members. Q 5 e E: i 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)6=965, // 1=201. 10)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. a' 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. L Y v OREGON Oy'� �I " 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)177 lb down and 271 lb up at /, Z 12 2 -.. 17-10-11, 11,connectiondevice(s)lb isand 161 lb up si at tt18 o12,and 201 lb down and 229 lb up at 20-5-12 on top chord. The design/selection of rfOSE�H 0� such LOAD CASE(S) Standard RENEWAL DATE-12/31/2015 Continued on page 2 July 29,2015 I AWARNING-Please ce Sh et(review ih)befor use. Ackrwwletlgement of on th ld Standard Terms or Manufactured halt be us form.Verity daegn parameters and read noes on this Truss Design Drawing(TDD) end Me DrJ Reference Sheet(rev.11-14)bebre rse.Unless otherwise staled on tle TDD,only MiTek cannredor plates shall be used for this TDD to be va W.As a Tnss Design Engineer(.e.,Specialty Engineer), the seal on any TDD represents an acceptanrcee of there professionaleefengineering responsibiity for the design of the single Truss sdpepipiccteeddron the TDO only,under WI 1.The desrigncaassumptions,bath conditions, approval of the TDD and arty leld any o the Trussth,Indrrdirg herdinfg,storage,iistnetallatio and bredrg that be the reeponeibitty 01 the.Buiklt g Designers aendRContracor..AM notes)setouttin th TDD a�an theTile Emit practices and guidelines of Building Component Safety Information(SCSI)published by WI and SBCA are referenced for general guidance.WI 1 defines the responsibilities end duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined bye Contract agreed upon in writing by all parties involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building.All capitalized terms are as defined in WI 1. ENGINEERING LLC Copyright 0 2014 ProBuikd-DrJ Engineering,LLC,(Dr.)).Reproduction of this document,In any form,is prohibited without written permission from ProBdld-DrJ. Jobe • Truss Truss Type Qty Ply 110236512 B1505266 K03 ROOF SPECIAL 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:11:41 2015 Page 2 ID:X1wBD5YPago7UQ9RwLcPoEz7jzR-MVEQDO8iWI KSrocMYbsxpsl Wo6Hp18F0ozG12jOytXOW LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4-64,4-5=-64,1-6=-20 -Concentrated Loads(Ib) Vert:4=-50 5=-201 12=128 • WARNING-Please thoroughly review the"Customer's Acknowledgement of ProBuild Standard Terms for Manufactured Products"form.Verify design parameters and read notes on this Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TDO,only MiTek connector plates shah be used for this TDD to be valid.Asa Truss Design Engineer(.e.,Specialty Engineer), the seal on any TDD represents an acceptanrcee of theprofessionalengineering responsibifly for the design of the single Truss sdpesp depicted on the TDD only,under TPI 1.The design assumptions,loading conditions, approval of the TTOO this use of a�elldd use b tlb Truss,indudirp handing ity of stor�pe,Owner., stallatonanandabbraci g,shallorized hbe the esporrer'bdy of t e'Buil�di gDesignerntort Contractor.NI the s ssetout in thecode TOO and the e AZ/kJ practices and gudeines of Building Component Safety lnfomrebon(SCSI)published by TPI and SBCA are referenced for general guidance.TPI 1 defines the responsibilities and duties of the Truss Designer,Truss Desgn Engineer and Trues Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any bulking.All capitalized terms are as defined In TPI 1. ENGINEERING uc Copyright 0 2014 ProBuId-DrJ Engineering,LLC,(DrJ).Reproduction of this document,In any form,is prohibited without written pemhission from ProBuld-DrJ. J4 obi4" lb Truss Truss Type Qty Ply 110236513 B1505266 K04 ROOF SPECIAL 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc.Tue Jul 28 13:11:42 2015 Page 1 ID:X1wBD5YPago7UQ9RwLcPoEz7jzR-ghooRk8KHbSJZ4xk9ZS2PV2vag8oth3yCwnbFSytXOV 20-7-8 I 8-8-14 I 17-7-9 I'19-10-15 I I 8-8-14 8-10-11 2-3-6 0.8-9 2x4 I I Scale=1:87.3 2x4 II 2x4 II - 8.00 I12 5x8 i 5 7 V4. �8 " 1. ".2. 700" \ ': 3x8 3 3 V 3x4 i so r. 2 a c-. . \..: ‘;‘,_, 10 13 1 co 5x8= 18 12 11 17 10 9 4x6 = 3x4 = 5x6 = 2x4 I I I 8-8-14 I 17-7-9 I 20-7-8 I 8-8-14 8-10-11 2-11-15 Plate Offsets(X,V)- [1:0-1-4,Edge],[2:0-1-12,0-1-8],[4:0-4-0,0-1-12],[9:0-3-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) 0.21 1-12 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.43 Vert(TL) -0.38 1-12 >646 180 TCDL 7.0 Rep Stress Incr Yes WB 0.58 Horz(TL) 0.05 9 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight 137 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals,and BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):4-8. WEBS 2x4 DF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied or 3-3-6 oc bracing. 2-12,5-6:2x4 DF Std G WEBS 1 Row at midpt 8-9,2-10,4-9 REACTIONS. (lb/size) 9=916/Mechanical,1=852/0-5-8 (min.0-2-5) Max Horz 1=748(LC 32) • Max Uplift9=-821(LC 32),1=1786(LC 31) D Max Gray 9=1130(LC 70),1=2165(LC 48) sePH FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 4 lt,O� i O TOP CHORD 1-13=-3449/2937,2-13=2895/2389,2-3=1854/1617,3-14=1140/965,4-14=-705/640, ft t4 , 4-5=-309/293,8-9=270/324 BOT CHORD 1-16=-3030/2929,12-16=2102/2382,11-12=-1999/2103,11-17=-1617/1996, / 10-17=1509/1670,9-10=484/485 / WEBS 2-12=0/427,2-10=-1013/591,4-10=-212/694,4-9=-1139/779 • .ri •• NOTES- <<i11r._..; 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS ."418.11314ALOG (envelope)gable end zone and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 15-8-0,Exterior(2)15-8-0 to 19-10-15 zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 3)Provide adequate drainage to prevent water ponding. atto PROFF 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6, Ss 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will CsNGI NE-F /0 fit between the bottom chord and any other members,with BCDL=10.Opsf. C7 9 29 6)A plate rating reduction of 20%has been applied for the green lumber members. 4E.‘41 855 PE r 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(]t=lb)9=821, 1=1786. 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)This truss has been designed for a total drag load of 2500 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag - OREGON ,� {it ei loads along bottom chord from 0-0-0 to 20-7-8 for 121.2 plf. ✓G ,t 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 1/L Z 1'12 20 -ii-. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 4/� Q�G 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)257 lb down and 290 lb up at SF P H 20-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). RENEWAL DATE-12/31/2(ns LOAD CASE(S) Standard July 29,2015 Continued on page 2 I WARNING-Please thoroughlyreview the-Customers Acknowledgement of Pro8uild Standard Terms for Manufactured Products'form.Venfy d sign parameters and read notes on this Truss ni Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)beforeuse.Unleas otherwise stated on the TDD,only MiTek connector plates shall be used for this TDD to be veld.Asa Truss Design Engineer f o.,Specially Engineer), the seal yon any TDD represents an acceptannncgge of theprofessionalengineering responsibility for the design of the single Truss depicted on the TDD only,under WI 1.The design assumptions,loading conditions, approval of the TTOO this use of anyyefied usany e of therTerethe ndudng handinty g,of i'the n and bracing,suthorized hall be or theBulking of the'13uil�ding nD nerr aendRCo trraacor Alllthe nottees sl etoutiinng ththeeand TOO andPMee I practices and ghidelnes of Bulldog Corponent Safety Information(SCSI)publahad by TPI and SBCA ere referenced for general guidance.TPI 1 defines the resporelbiltles and duties of the Trusser Designer,Trees Design Engineer and Teres Manufacturer,unless oterwise defined by a Contract agreed upon m writing by all parties involved.The Truss Design Engineer la NOT the Bedding Designer or Toes tem Engineer for any building.At capitalized terve are as defined in WI 1. 1e ENGINEERING LLC Copyright 0 2014 ProBdld-DrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written pemisnion from ProBuild-OrJ. °Job Truss Truss Type Oty Ply 110236513 61505266 K04 ROOF SPECIAL 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc. Tue Jul 28 13:11:43 2015 Page 2 ID:X1wBD5YPago7UQ9RwLcPoEz7jzR-ItMAe49y2vaABEWwiGzHxjb4J4U 1 c7J5RaW9nuytXOU LOAD CASE(S) Standard • 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=64,4-5=-64,5-7=114,6-15=114,8-15---64,1-9=-20 -Concentrated Loads(Ib) Vert:15=-18(B) • • • • • t , A&WARNING-Please thoroughly review the*Customers Acknowledgement of Pro8uild Standard Terns for Manufactured Products-form Verily design parameters and read notes on this Truss Design Drawing(TDD) end the Oct Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TDD,only MiTek connector plates shall be used for this TDD to be vaid.As a Truss Design Engineer(.e.,Speaalfy Engineer), the seal lvon any TDD represents an acceptanncpe of the responsibility engineering responsibilty for the design of the single Truss depictedpecton the TDD only,under WI 1.The design assumptions,loading conditions, suitability of theuTBTOO this d a�elldd any o utrhee Truss, nduc Inducing handing sthtorage,irstta and Mraangng shallorized hbe M8e18respo�dety of the'Buildiiinthe contact D gne and Co tra BC, c or.r.'the local A9 notes ssetout n code TOO awl the° Zit practices and guideines of Building Component Safety Information(SCSI)published by WI and SBCA are referenced for general guidance.TPI 1 defines the responsibilities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in witting by at parties involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building.All capitalized terms are as defined in WI 1. ENGINEERING LLC Copyright 0 2014 ProBuild-DrJ Engineering,LLC,(Dr 1).Reproduction of this document,in any form,is prohibited without written pemission from ProBri d-0rJ. r , 55—bort ► Truss Truss Type Qty Ply 110238514 B1505266 K05 MONO CAL HIP 3 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MTek Industries,Inc.Tue Jul 28 13:11:44 2015_Page 1 ID:X 1wBD5YPago7UQ9RwLcPoEz7jzR-m4wZsOAapDi1 o057G_UVWw7KYUmLcwEfDGiKLy1XOT 20-7-8 r-0-0-9 I 17-9-5 17-1(-15 8-8-14 9-0-8 0-1-0 2-8-9 5x12 MT18H = Scale=1:78.8 2x4 I I 8.00 12 5 8 � ,rraIsm..--", :' �a ` 3x8 12 . / 3x4 i 4. at rhd 3 6 AilQ, 2 I g. $I1 ._��-aai.r 1 6 /: 3x8 = 13 10 9 14 8 7 3x8= 5x8 = 3x4= 2x4 I I I 8-8-14 I 17-9-5 1 20-7-8 I 8-8-14 9-0-8 2-10-3 Plate Offsets(X,Y)— [2:0-8-0,0-0-11],[3:0-1-12,0-1-8],[5:0-7-8,0-1-41,[7:0-3-0,0-2-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) 0.16 2-10 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.34 Vert(TL) -0.33 2-10 >735 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr Yes WB 0.49 Horz(TL) 0.03 7 n/a n/a BCLL 0.0 ' Code IBC2012/TPI2007 (Matrix) Weight 134 lb FT=10% BCDL 10.0 LUMBER- BRACING- TPP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals,and 2-0-0 oc purlins(6-0-0 max.):5-6. WEBS 2x4 DF No.1&Btr G'Except' BOT CHORD Rigid ceiling directly applied or 8-1-8 oc bracing. 3-10:2x4 DF Std G WEBS 1 Row at midpt 6-7,3-8,5-7 REACTIONS. (lb/size) 7=848/Mechanical,2=931/0-5-8 (min.0-1-8) Max Horz 2=689(LC 10) Max Uplift7=493(LC 10),2=219(LC 10) b Max Gray 7=896(LC 18),2=1003(LC 18) ApSEPH 4l. FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 4,� �Q aA3�j,- TOP CHORD 2-11=-1226/102,3-11=1002/134,3-4=-416/0 11° /���.i. 1O, BOT CHORD 2-13=-606/1064,10-13=-606/1064,9-10=606/1064,9-14=-606/1064,8-14=-606/1064 gty WEBS 3-10=0/426,3-8=1005/580,5-8=-215/697,5-7=-975/544 / 5r NOTES- • 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed;MWFRS -s (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 13-7-12,Exterior(2)13-7-12 to 17-10-11 zone; i� - )•+✓ cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 3)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. ,�t`Q�E� p�O�F�'s 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Gj Gl NE 9 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will (7 N fid between the bottom chord and any other members,with BCDL=10.0psf. Q� 855 -PE yet" 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(t=lb)7=493, 2=219. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. O4�EG Q 12)This truss is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. ✓ '� t(/ 13)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9/i 'C 12,SoN -(-`` 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Vt. 15)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. QSE P-k LOAD CASE(S) Standard RENEWAL DATE' 12/31/2015 July 29,2015 1 A AWARNING-Please thoroughly review the"Customers Acknowledgement of P,OBW ld Standard Terms for Manufactured Products"form Venfy design parameters and read notes on this Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use.Udess otherwise stated on the onMTek connector plates shall be used for this TOO to be veld.Asa Truss Design Engineer(I.e.,Specialty Engineer), the seal yon any TDD represents an acceptance of the rppraoffeessionAall engineering responsibility for the design of the single Trusses depicted on the TDO only,under WI 1.The design assumptions,loading conditions, appro al and Me TTOO this any field usseruss for yo utihee Truss,the g handing,aty of orage,i'nstalfOwner's b n anauthorized br bracing,shall be the the Building of the'Bulkii g the Designer neand Conhracor'al local set out the code T O and Me e pprraactices and gudelnes of Bulking ComponentSafety Information(SCSI)published by TPI and SBCA ere referenced for general guidance.WI 1 de9nes the responsibiiles and duties of the Trues Designer,Trues Deelpn Engineer and Truss Menwfedurer,unless otherwise defined by a Contract agreed upon m writing W ell parties Involved.The Tnss Design Engineer le NOT tlme Building Designer or Truss System Enginmeer for any bulldog.AN capitaized terms are as defined in WI 1. ref Copyright 0 2014 Pro&ild-DrJ Engineering,LLC,(DrJ).Reproduction of this document,in anyform,isprohibited without written �Irf�N�� 7 LLC permission from ProBnild-0rJ. ole I" Truss Truss Type Qty Ply 81505266 KCAP1 Piggyback 3 1 110236515 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.600 s Oct 3 2014 MiTek Industries,Inc. Tue Jul 28 13:11:44 2015 Page 1 I D:X1wBD5YPago7UQ9RwLcPoEz7jzR-m4wZsQAapDi1 oO57G_UWUw7RmUwfLjZEfDGiKLytXOT I 2-2-5 I 2-2-5 2x4 2 Scale=1:12.9 '. 8.00 12 T il il '17 1 Aga Alid II 7 ■ b 3 2x4 i 2x4 II I 2-2-5 I 2-2-5 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) n/a - n/a 999 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(TL) n/a - n/a 999 TCDL 7.0 Rep Stress Incr Yes WB 0.00 Horz(TL) 0.00 n/a n/a BCLL 0.0 ' Code IBC2012/TP12007 (Matrix) Weight 10 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-5 oc purlins, except BOT CHORD 2x4 DF No.1&BU G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=97/2-8-9 (min.0-1-8),3=97/2-8-9 (min.0-1-8) Max Horz 1=86(LC 10) Max Uplift1=12(LC 10),3=-70(LC 10) Max Gray 1=97(LC 1),3=108(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �$�H O-4- NOTES- 4k. g' w A"i' 1)Wind:ASCE 7-10;Vutt=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS 1 O,� (envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MVVFRS for lif reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 I 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1 'f 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will '''.-tilits i fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)"Pix heels only"Member end fixity model was used in the analysis and design of this truss. �,�co PR Opt 10)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. ��5 ti4 ..,9 /0y LOAD CASE(S) Standard ‘4./ 8552 E 9r 1,L, v OREGON ,� WQ 1.j, GfY12,20 " ✓ H OSErVt, RENEWAL DATE. 12/31/2015 July 29,2015 t WARNING-Please thoroughly review the"Customers Acknowledgement of ProBulld Standard Terms for Manufactured Products"form.Verify design parameters and read notes on this Truss Design Drawing(TDD) end the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TOO,only MiTek connector plates shall be used for this TDD to be valid.As a Truss Design Enpneer 0.e.,Speoalty Engineer), the seal lyon any TDD represents an acceptancge of the rpprsoffeession�all engineering responsidity for the design of the single Trusnt or the s sdDeepii ted on the TDD only,under WI 1.The design assur ptions,loafing7cconditions, approval of the TDD and any and use of this nyfield usfor e oftheTruss,is incbng handing,storage,ty of the Owner., stallationer's and bracing,shall be the respona"dtty of the Bulking Designer nd Contractor.All notes setsigner,in the contait of the IRC,the IBC,the local outgcode and in the TDD and 1.the The Et practices and guidelines of Building Component Safety Information(SCSI)pubished by WI and SBCA are referenced for general guidance.WI 1 dentes the responsibilities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwtse defined by a Contract agreed upon In writing by all parties involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building.MI capitaized terms are as defined in WI 1. ENGINEERING LLC Copyright 0 2014 ProBuild-DrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBUkdDM. 18.Review the complete contents of the SBC submittal package,the TDDs included(i.e.,front, Numbering System A G e n e ra I Safety Notes back,text and graphics),any TPDs and any related SBC information before attempting to install the trusses.Reviewing graphics alone is not sufficient. Failure to Follow Could Cause roe damage orpersonal injury 19.Truss manufacturing quality control shall be performed per TPI 1,Chapter 3,and monitored I 6-4_$ I property rtY 9J ry bya third partyinspection agency. dimensions shown in ft-in-sixteenths 1. Please thoroughly review the"Customer's Acknowledgement of ProBuild Standard 20.Unless specified by the BD in writing and noted on the TDD,these TDDs are not (Drawings not to scale) Terms for Manufactured Products"form. applicable for use with fire-retardant,preservative-treated or green lumber. 2. Please thoroughly review all Truss Design Drawing(TDD)cover sheet notes and TDD 21.Plate type,size,orientation and location dimensions indicated are minimum plating notes,verify design parameters and review all connection detail notes.Important work requirements. 2 TOP CHORDS 3 scopeand responsibilities22.Lumber used shall be of the species,size and grade,and in all respects,equal to or better are defined therein. than that specified. O 3. All capitalized terms are as defined in ANSI/TPI 1,the National Design Standard for 23.Temporary LR and DB is required to be installed during construction for the purposes of Le 4 Metal Plate Connected Wood Truss Construction(TPI 1). holding trusses in their proper location,plumb and in plane,until permanent individual truss O 0 4. TPI 1 defines the responsibilities and duties of the Truss Designer(TD),Truss Design member LR,DB and permanent building stability bracing are completely installed(see BCSI-B1, _ Atli," II Engineer(TDE)and Truss Manufacturer(TM),unless otherwise defined by a ContractU agreed upon in writing by the parties involved. BCSI-B2,BCSI-B3,BCSI-B7,and BCSI-B10 as applicable). Q. O 24.Top chords must be sheathed or continuous LRs(i.e.,purlins)provided at the spacing = 5. As a TDE(i.e.,Speciality Engineer),the seal on any TDD represents an acceptance O U of professional engineering responsibility for the design of the single Truss depicted on indicated on TDD(e.g.,24 in.o.c.maximum). d the TDD only,under TPI 1.A TDD is also a"Structural Delegated Engineering Document', 25.If no ceiling is installed or bottom chord LR is specified in writing by the BD,bottom chords 6. ProBuild and DrJ Engineering(DrJ)are NOT the Building Designer or Truss System BCSI-B3,BrequireCSII---B7 us or BCSI-B10 as applicable.less,along with DB as specified in BCSI-B1, C7-5 C6-7 C5-8 O Engineer for any building. 26.Graphical representation of LR members(i.e.,purlins),if shown on the TDD,do not depict 7. The design assumptions,loading conditions,load paths,suitability and use of Trusses the size or orientation of the restraint along the top and/or bottom chord and/or web members. 8 7 BOTTOM CHORDS 6 5 for any Building is the responsibility of the Owner,the Owner's authorized agent or the 27.The size,connections and anchorage of the permanent continuous truss chord and web JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND Building Designer(BD),in the context of the IRC,the IBC,the local building code and member LR and DB must be designed by others in such a way as to support the imposed load THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. TPI 1. along the clear span of the LR and DB,or as specified in BCSI-B1,BCSI-B3,BCSI-B7 or 8.The approval of the TDD and any field use of the Truss,including handling,storage, BCSI-B10 as applicable. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS installation and bracing,shall be the responsibility of the BD and Contractor(GC). 28.Additional permanent building stability bracing for the truss system(e.g.,diagonal,X- 9. All notes set forth in the TDD and the practices and guidelines of Building Component bracing,etc.)may be required and is to be specified by the BD.DB in accordance with Safety Information(BCSI)published by the Truss Plate Institute and the Structural Building BCSI-B3 may be sufficient. Symbols Component Association(SBCA)are referenced for general guidance. 29.The SBCs shall be examined upon delivery to the jobsite and also after they are erected 10.Structural submittals(i.e.,shop drawings)shall be reviewed by the BD for compatibility and installed for(a)dislodged or missing connectors;(b)cracked,dislodged or broken PLATE LOCATION AND ORIENTATION with the design of the building or structure,including submittal documents prepared by members;or(c)any other damage that may impair the structural integrity of the SBC.Any others,deferred submittal documents and phased submittal documents.This review shall unreported damage to any SBC during any part of the handling and installation process 1 3/4• Center plate on joint unless x,y include a notation indicating that the reviewed documents have been found to be in shall void the ProBuild product warranty. offsets are indicated. general conformance with the design of the building(or to make specific corrections noted 30.During truss installation,never exceed the design loading shown on the TDD and ME Dimensions are in ft-in-sixteenths. ' and to return for review).In the absence of this notation,ProBuild will provide its Customer never stack materials on trusses with inadequate LR and DB(see BCSI-B4).NeverIl ik Apply plates to both sides of truss with the design assumptions used per the construction documents(also referred to at times as"Structural Engineering Documents"),to design the individual structural building than overload any structural BCSI-B elements with stacks of building materials to a level greater and fully embed teeth. components(i.e.,Trusses)per TPI 1. than defined in BCSI-B4. showno. hers. 11.ProBuild and DrJ shall be permitted to rely on the accuracy and completeness of 31.2Connections cuts not on the TDDs are the plate responsibility relatedof structural project contract and construction documents including any specifications that have been 32.Do not or alter a truss member,a truss or any element i furnished to ProBuild in writing by the BD for the building. member without prior approval of an RDP or TDE. 0' 1b r 12.The BD shall provide information that is sufficiently accurate and reliable to be able to 33.Install and load trusses vertically unless otherwise indicated in writing by the BD design the trusses in the context of the following serviceability issues including,but not or 34. as specifically defined on planea TDD theoTPD. limited to:(a)Allowable vertical,horizontal or other required deflection criteria;(b)Anydead Sheathing applied in the of truss is not considered in the design of the _ q individual truss components(e.g.,a gable-end truss has no composite stiffness analysis load,live load and in-service creep deflection criteria for floors or flat roofs performed)unless specifically noted. _ subject to ponding loads;(c)Any floor or roof camber requirements;(d)Any differential 35.Attachment of the purlingable(i.e.,hipframes or lay-ingables)to the supporting deflection criteriafrom truss-to-truss or truss-to-adjacent structural member;(e)Anydeflection y PP 9 hip For 4 x 2 orientation,locate trusses satisfies the LR and DB requirements for the top chord of the hip trusses.Refer plates 0-1/76"from outside and vibration criteria for floor trusses including any strongback bridging requirements,and any dead load,live load,and in-service creep deflection criteria for floor trusses supporting 36.tthe TDDsefor the individualredesigned trussesibraced in thisaa mannene r. edge of truss. stone or ceramic tile finishes;(f)Moisture,temperature,corrosive chemicals andgases These associated softwaretrusseare using MiTek TPI 1 and related p og analysistary methods and in accordance with 1 and related proprietary information. expected to result in a wood moisture content exceeding 19 percent,sustained temperatures exceeding 150 degrees F,and/or corrosion potential from wood preservatives or other sources that may be detrimental to Trusses. Each Truss Design Drawing(TDD)uses Metal Connector Plate(MCP)design values 13.Due to the lateral thrust developed by scissors-type Trusses,if scissors-type Trusses published by MCP manufacturers.Any referenced connectors use design values This symbol indicates the required direction of are part of this design,consideration should be given to bearing wall conditions.Bearing published by the connector manufacturer or the American Wood Council per the slots in connector plates. walls supporting scissors-type Trusses should be designed in such a manner that the walls National Design Specification(NDS)for Wood Construction.The TDD further uses will safely withstand the lateral forces of the Trusses.Consideration of effects on the design lumber design values published by the applicable lumber rules-writing agency as *Plate location details available in MiTek 20/20 software or upon req Je of the bearing and the associated wall or beam/header assembly is not a part of this set of approved by the American Lumber Standards Committee.These are incorporated TDDs and is not the responsibility of ProBuild or DrJ.Advice from the BD or any RDP into lumber design provisions and equations created by the American Wood Council should be secured relative to these items if theyare notprovided in the BD and input into modeling and analysis TDD software created and owned by the MCP PLATE SIZE manufacturers.The lumber design values correspond with thegrade stampidentified4 The first dimension is the plate width measured perslots. uta• documents. 9 P 14.Unless specifically noted in writing otherwise,neither ProBuild nor DrJ have by the TM on the lumber prior to cross cutting.The lumber grading rules published by X to slots.Second dimension is the length parallel to slots. performed any of the following engineering services as it relates to the building that is the rules-writing agency shall apply to the Owner,BD and GC. going to be built:(a)The trusses and any related structural elements are not designed to support any masonry loading conditions,which require special engineering;(b)Areas of The"WARNING"note found on the bottom the construction documents that do not use truss framing need to be designed by others; LATERAL RESTRAINT LOCATION (c)All beam,header and related structural element designs are to be performed by others. of each TDD references this document by .. Indicated by symbol shown and/or by text in the bracing If any of the previously listed services are required by the Owner,the Owner's calling it the"DrJ Reference Sheet i/ section of the output. Use T-,L-,or I-Reinforcement or authorized agent or the BD,please call 608-628-1453 for assistance. (rev. 11-14)" proprietay bracing(e.g.eliminator)if indicated. 15.The structural building component(SBC)submittal including the TDDs sealed by a TDENOTE-LATERAL RESTRAINTS MUST BE BRACED. where required by the legal requirements or the local jurisdiction,a Truss Placement Diagram REFER TO BCSI OR AS SPECIFIED BY THE BUILDING (TPD)if required by the construction documents,and the required permanent individual truss DESIGNER member restraint per the TDDs,the appropriate BCSI B-Series summary sheets to facilitate 1 proper truss and structural component lateral restraint(LR)and diagonal bracing(DB),any A DrJ Engineering, LLC SBC installation information and any related truss and SBC details shall be supplied to the 6300 Enter rise Lane BEARIN GC/Truss Installer. p 16.The GC,after reviewing and/or approving the SBC submittal package,shall forward it Madison,WI 53719III Indicates location where bearings(supports)occur. to the BD for review. Icons vary but reaction section indicates joint number 17.Where required by the project contrail or construction documents,including any do mem.drjengineering.org •_4, where bearings occur. 4pecifications,a TPD identifying the location of each truss,as assumed by ProBuild based on - Its review of the project contract documents,will be provided.When the TPD(i.e.,structural submittals or shop drawings)serves only as a guide for truss installation,it does not require the 0 2014 ProBuild-DrJ Engineering,LLC All Rights Reserved seal of any RDP. Reproduction of this document,in any form,ig prohibited '4_7-7.1..4 without written permission from PrbBuild-DrJ.