Loading...
Plans -- zzt eT cSs —00�z?-4- - !O� 5--C) 5� 7071 D ari o 42-00-00 O b b 34-00-00 (D N -a o 0 p -O E07 O d b I -.. N O N N D07 4 C CL N Q- 6 � O CD CD r+ A _ O Q I 0 '.o O _ _._- _—_ ___ ___ �—.__—_ _— _� .802(6) a � b 0 P O _ W CL I II iT - - o -L7 6 A ' b CL U) Q o I 10 Iib N DOI 0 0 N 26.00.00 42-00-00 i Bid/Job Num. B15110014/J15070139 Spacing:2.00 Feet OC _ Customer Adair-Aurora Loading: 25.0,7.0,0.0,10.0 TRUSS Job Name Whitaker Res. Pitch: 6/12 ®COMPONENTS Site Address TBD SW 70th Ave. Eaves: :1-9-8 . Of WMHINGI ON „•.�,.w.=� ...w.. : City Tigard T-Chord:2x4Enter Top Roof Area 3521 Square Feet Chord Size 8 MiTekR MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 615110014 Whitaker Res. The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Truss Components of WA. Pages or sheets covered by this seal: K1517717 thru K1517732 My license renewal date for the state of Oregon is December 31, 2016. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. p PROFFd,S ANG I N F9 /p29 89782PE r 99 G9RY 15 /PAUL P� November 6,2015 Rivera, Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. r -- -- J Tmss Truss Type 01y iPly Wmtaker Rez. K15t)TI] Bt51tO0t4 A01 GABLE 11 t Job Reference ReTer,Ind Luzz Components of WA. Tumwater,WA 98512 ]6,10 pnlzSep 292015MrTek Industries me Fn Nov 0612.52: QCOl Pagel ID'.bpBMaCKCnBpn10NDIPx1EPzy8y-jJDF8aA1Ga4z6G5Rh9jRlVakjzwDC0luxOBROtIyLtzc '. 1130 ______-..._-_.._ T— 22.6-p -- 1 -24-3:-._1 1-9-8 11-3-0 11-3-0 1-9-8 Style=1'44.3 4.4 10 9 11 680 12 \ 6 12 ] 3 6 14 5 15 3x4 4 4 i]LLt��s 3 yy �1 2 ® 163x4 = 32 3130 29 28 27 26 25 24 23 22 21 20 5x5 = 22.60 22-6-0 Plate Offsets(X Y)— 13:0-2-0 Edge) 117:0-2-0 Edgel [28:0-2-8,0-3-01 LOADING(p,0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) 0.01 19 n/r 120 MT20 185/148 (Roof Snov,=25A) Lumber DOL 1.15 BC 0.10 Vert(TL) 0.01 19 Nr 120 TCLL TO Rep Stress Incr YES WB 0.07 HOrzJI-) 0.00 18 1 n/a BCLL 0.0 ' BCDL 10.0 Code IRC2012ITP12007 (Matrix) WeWeight:1181b FT=0% LUMBER- BRACING- TOP CHORD 2x4 OF Not TOP CHORD Structural wgod sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 OF Not BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 22-6-0. (Ib)- Max Horz 2=-91 LC 11) Max Uplift All uplift 100 lb of less at joints)2,27,28,29,30,31,32,25,24,23,22,21,20,18 Max Grav All reactions 2501b or less at joints)26,27,28,29,30,31,32,25,24,23,22,21,20 except 2=279(LC 1),18=280(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;120mph(3-second gust)V(IRC2012)=95mph;TCDL=3.5psf,BCDL=5.OpsF h=1511;Cat.ll;Exp B;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 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 ANSli 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 limes flat roof load of 25.0 psf on overhangs �P�p PRO non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. � 4f' 7)Gable requires continuous bottom chord bearing. �� �NGI NEF9 /0 8)Gable studs spaced at 1-"oc (V -9 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CC 89782 P E ri- 10)'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 ft between the bottom chord and any other members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at loint(s)2,27,28,29,30,31, 32,25,24,23,22,21,20,18. OREGON LOAD CASE(S) Standard V �4RY 15 �lpQ k 'AUL P� EXPIRES: 12/31/2016 November 6,2015 Q wARN1NG-VeNy draign p vemebrs end READ NOTES ON THIS AND INCLUDED MITEx REFERANCE PAGE MII-0OJ rev.10/03/2015 BEFORE USE. Design valb lOr uve only`vitt Miiek®conneclaR.lM1is Design is baseC only upon palomelers shown,onC is for pn lntlivitlaal bailCing component,not a buss system,Before use.the builtling tlesigner must verify the opplicaDSly of Cesign paromelers and poperly Incorporate this design Into the overall Dollding design. Frocid,edicoletl is tp pevent Duckling of individual truss web hd/o,chord members ody. Additionol temporory and permanent bracing �Y�M 1� (Tet 6 alwan re0ulred torsbbility and 10 prevent cdlapse with posside personal Injury ontl popedy damage. For generol guidance regartling the talxicpton.storage,de4very,e eolmo and bracing of tueses and Wss systems.see A,,i Duality Criteria.DSI-fiu am /C51 eoilding Component I 250 Klug Circle Solely Inlornwtlon ovodoble boonLuss%ale Ir,,h,.e.218 N,Lee Steel.Suite 312.Alemndue,VA 2231,1 1 Corona.CA 92880 r J b Truss Truss Type City Ply Whitaker Res. K1517718 915110014 A02 (Common Truss I q L Job Reference loDliona0 Truss Components oIWA. Tumwaler.WA 99512 7.640 a Sep 29 2015 Mnek lidustries.Inc. Fri Nov 06 1252'57 2015 Page 1 ID:bp8MaCKCnBpn 1 ONol PxtEPzyfly-lhjOZGBwoBKgLaFgpZlvOztw9mRz918BOKdY5ayLlza 1_ 11-3-0 vt- 612, 1-9-8 4-3-12 J-1-B 3-9-12 3-9-12 3-1- ' 8 q-}12 4x6 Scale=1'.43.0 5 4x6 3x6 6.00 12 4 6 15 4.4% 4.4 C 7 2 _ 8 �4 01 16 14 17 13 12 18 19 11 20 21 10 22 9 23 5x8 M18SHS 4.12 so 3.8 5x8 M18SHS = 8x8 = tx6= 2,4 7.8- 43-12 7-5-5 11-3-0 1 15.0-1218-2.4 __ 22-6-0 43-12 3-1-8 3-9-12 3-9-12 3-1-8 4-}12 Plate Offsets(X Y)- 12:0-4-7 0-2-81 (3'0-1-0 0-2-01 140-2-8 0-2-01 18'0.3.0 0-241 (10'0-3-0 0-3-121 1110-4-0 0-4-121 (1270-3-8 0-4-121 114'04-12 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.84 Ven(LL) -0.22 11-12 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.80 VertT-) -0.4411-12 >602 180 M18SHS 220/195 TCDL 7.0 Rep Stress Incr NO WB 0.78 Hoa(TL) 0.12 8 n/a n/a BCLL 0.0 ' Code IRC2012ITP12007 (Matrix) Weight:251 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 OF N0.18Btr`Except' TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purlins. T2:2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 216 OF 240OF 2.OE*Except* B2:2x6 OF SS WEBS 2x4 HF Stud/Std`Except' WS,W3:2x4 DF No.2 WEDGE Right:2x4 SP No.3 REACTIONS. (Ib/size) 8=6675/0-5-12.2=8426/0-5-12 Max Hoa 2=106(LC 10) Max Uplift8=-964(LC 11),2=1153(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-15664/2076,34=12970/1755,4-5=-9468/1328.5-6=9469/1324,6-15=-1 1475/1637. 7-15=-11544/1632,7-8=-13083/1873 BOT CHORD 2-16=-1880/13870,14-16=1880/13870,14-17=-1880/13870,13-17=-1880/13870, 12-13=-1880/13870,12-18=-1549/11569,18-19=-1549/11569,11-19=-1549/11569, 11-20=-1368/10292,20-21=1368/10292,10-21=-1368/10292,10-22=1621/11574, 9-22=-1621/11574,9-23=-1621/11574,8-23=-1621/11574 WEBS 5-11=-1091/8082,6-11=-2634/477.6-10=-395/2527.7-10=1548/310,7-9=-213/1478, 4-11=-4391/629,4-12=553/4394,3-12=-2776/399,3-14=-313/2725 NOTES- ���ED PROFFss 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: "k ANG)NEF Top chords connected as follows:2x4-1 row at 0-0-0 oc. Q; Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 oc. a� 89782 PE 1- Webs 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;Vu11=120mph(3-second gust)V(IRC2012)=95mph;TCDL=3.5psf,BCDL=5.Opsf,h=1511;Cat.11;Exp B;enclosed; MWFRS(envelope)gable end zone;Cantilever left and right exposed;end vertical left and right exposed,Lumber DOL=1.60 plate grip v 4)� DOL=1.33 9 OREGON o 4)TCLL:ASCE 7-10;Pipi(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 '�i9 2Gq 5)Unbalanced snow loads have been considered for this design. 9 RY A 6)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs PAUL P� non-concurrent with other live loads. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. EXPIRES: 12/31/2016 9)'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 November 6,2015 CoXithiti4firt ,b2tlom chord and any other members. AWARNING lid for seo g p amlie corina and READ NOTES 0N THIS based my con AramMITEK NEFEeters hown, PAGE Mr or anindividual s 1al buil0ing co ponent E USE. Dei ss syda for use o ly tth building designer Thimust resigniy the based only upon sign parameters and d isPro erty - d orol building component ov of a truss 8e lore Ib bWtling desgent bucklingtylhdividucabdis a and/ora Chord members ands droy A corporalethis desgninto lmonenoll builtling resin erode,itt,a dtis prevent eventenl bvsewith pndivitludrsonwebry and chordmdamag , F Aeneralgl guidance regarding the eel bracing ldwaysregviretlfor dewily.and and bracing posses adeuss personal injurypn ANSVTPH ualiNc. Fo Dso-al andB ce ruildin Com MiTek' Sabo nformm. torage addable from Trus and bracing of posses N Lee truss systems,see AN5r7R11 OI2231a Crilerlp.DSB-80 and BC5l Building Component 250 Circe SareN mrormafion available from Truss Hate Inslilvle,ZIB R lee Street.Suite 3I2,Plexontlrio.VA 11314. Corona,CA 92880 y —f_— --- -=2R - —_ . _.-- JOb �TN55 TNeS Type IGIy Ply WM1iiake Res K151]]18 Btst 1-4 1,02 Common Truss I 2 Job Reference1op�ionaq � Truss Components of WA, Tumwaler,W,98512 ].640SSep 292015 Mitek Industries,Inc To Nov 0612'.52:57 2015 page IDUp8MaCKCnepn IONolPxtEPzyBy-fhjOZGBwoBKgLaFgpZlvOzfw9mRzg18BOKdVSayLtza NOTES- 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=1b)8=964,2=1153. 11)Hangers)or other connection devices)shall be provided sufficient to support concentrated load(s)1581 111 down and 217 Ib up at 2-1-8, 1581 Ib down and 217 lb up at 4-1-8, 1581 Ib down and 217111 up at 6-1-8,1581 ID down and 217111 up at 8-1-8, 1581 Ib down and 2171b up at 10-1-8, 1581 Ib down and 217 Ib up at 12-1-8,898111 down and 159 Ib up at 14-1-8,898111 down and 159 lb up at 16-1-8.and 898 lb down and 159 lb up at 18-1-8,and 898 Ib down and 159 to up at 20-1-8 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(plo Vert:1-2=-65,2-3=-66,3-5=66,5-7=-66,7-8=-66,2-8=20 Concentrated Loads(Ib) Ven:9=-898(F)14=-1581(F)16=1581(F)17=-1581(F)18=1581(F)19=-1581(F)20=-1581(F)21=-898(F)22=-898(F)23=-898(F) Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIO-]OJ rev,10/ON2015 BEFORE USE. Deiign valid lar use It,with MileItW conneUori This design n based only upon he ramelen shown,and Is far an Individual bantling component,not a Imss syslech.epicure usn the bvtldmg deni most verify the app ec i0y of design parameters and Wopedy Incorporate this design Into the overall -•Y brldmgdii. 8ro<ing intlicatedlz to prevent bucklingollndividval trussweband/wchord members oNy. Atldnional temporaryantl permanent bracing MiTek' is olways required for stobirny and to prevent cdlapse vola pcolitae perzond uyury and propany clamored. Fq general gut idles .,cad n'the fabrication.storage,delivery,erectbn and brocing of trades and buss systems,see ANSI/IMI Quality Chleda,DSII-0e and BCSI Building Component 250 King Circle Safety Information ovaibde Irom rias Rale Insulate.218 N,Lee Street,Suite 3)2 Alexandra,V,2231A Corona,CA 928N t E:_ op ( a F." Truss Type City Ply wnitaker Res. K151P19 61511o01d BCommon Structural Gable 1 1 _ Job Reference lOpti.nap Truss Components of WA, Tumwater.WA M512 7.640 s Sep 292015 MiTek Industries,Inc Fri Nov 061252.582015 Paget ID:bp8MaCKCnBpn1ONOIPxtEPzyfly-7tHOncCYZVSXzkpONHGBwACBgAtrPMIKd_M5d0yLtzZ ]-0-0 _..� 14-0-0 _ 15-9.8 1-9-8 7-0-0 7-0-0 1-9-8 Style=1 29.9 4.4 II 4 6.00 12 22 21 3x4 6 3x4 5 3 6 2 la 1 a 3x4 = 3x4 = 7-0-0 14-M 7-0-0 7-a0 Plate Offsets(X Y)-- 13'0-2-0Edoel 14'0-2-120-2-01 15'0-2-0 Edaef LOADING Cast) SPACING- 2-0-0 CSI. DEFL in floc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Ven(LL) -0.04 6-8 -999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 Be 0.37 Ven(TL) -0.11 6-8 >999 180 BCDL 7.0 Rep Stress Incr YES WB 0.14 HOrz(TL) 0.02 6 n/a n/a BCLL 0,0 ' BCDL 10.0 Code IRC20127TP12007 (Matrix) Weight:62 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 DF Not TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF Not BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Slud/Std MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 HF Stud/Std be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=712/0-5-8.6=712/0-5-8 Max Horz 2=-61(LC 15) Max Uplift2=-116(LC 10),6=-116(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-Alt forces 250(lb)or less except when shown. TOP CHORD 2-3=-826!73,3-21=-723/79,4-21=-709/92,4-22=709/92,522=-723!79,5-6=-826/72 BOT CHORD 2-8=-30/650,6-8=-30/650 WEBS 4-8=0/304 NOTES- 1)Wind:ASCE 7-10;Vul1=120mph(3-second gust)V(IRC2012)=95mph;TCDL=3.5psf;BCDL=5.OpsQ h=15ft;Cat.11;Exp B;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 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/iPl 1. 3)TCLL ASCE 7-10;Pf=25.0 lost(flat roof snow);Category 11;Exp B;Fully Exp.;C1=1.1 4)Unbalanced snow loads have been considered for this design. !LR D PRO 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. �'� �(N� s� 6)All plates are 1.5x4 MT20 unless otherwise indicated. �\ !GN F.S7 - 7)Gable studs spaced at 1-4-0 oc. CV 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9782 P E 9l 9)'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. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 IS uplift at jolnt(s)except(jt=1b)2=116, 6=116. REGON LOAD CASE(S) StandardQ- 99YGgRY A5 �tvP PA UL P� EXPIRES: 12/31/2016 November 6,2015 O WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Ull-7473 rey.1MV2015 BEFORE USE. rearee Design olid far.,a out,win MleOr connector This design sbased only upon parameters shown,and is for an mid-dicol build,component,not to truss sy,lorin Belo the b ilbing designer must verify the applicabi ty of deign parameters and properlyincorporate this design-into the over.,, Ni bold' g design grachgandec.neds 1.prevent buckling of-individual truss web and/or chord members any. Additional tomicames,a d permanent bracing MiTek' is always requ red for stability and to prevent co„apse with possible personal n ury and property damage, For general guidance regarding the fabrication,storage,deUvery,erection and bracing of ImIIHe and truss systems,see ANS17]PN Quality Criteria.OSB-89 and SCSI Building Component 250 Klug Gude Safely Information available From Truss Isate IreliNte,218 N,Lee Street.Suite 3i2 Alexandria,VA 22314. Corona,CA 928W Job Truss Truss Type Div Ply Whitaker Res_ K1517720 B15110014 Bot Common 6 t Job Reference(optional) Truss ComDOnents o1 WA, Tumwaleq WA 96512 7 640 5 Sep 29 2015 MiTek Industries.Inc Fn Nov 06 12.52.59 2015 Rd gge 1 ID:bp8MaCKCnBpn1ONoIPxtEPzylly-r qm_xDAKoa0auOCw_oNTOiM5aCwBoUUse6e9TyUzY F-. -1-48 7-0-0 _ 14-0-0 i)-0-0 )-0-0 9 1-9-8 1 n Scale=1:28.9 4.5 - 3 6.00 12 7 8 2 4 �o 1 6 5 3.4= 1.5x4 11 3x4 = 7-0-0 14-0-0 7-0-0 7-o-0 LOADING(psf) SPACING- 2-I}0 CSI. DEFL in (loc) 1/deb L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.05 4-6 ,999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.38 Vert(TL) -0.12 4-6 >999 180 TCLL 7.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 4 n/a rife BCLL 0.0 BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:501b FT=O% LUMBER- BRACING- TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HE Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Inalialfialign REACTIONS. (Ib/size) 2=713/0-5-8,4=713/0-5-8 Max Hoa 2=63(LC 14) Max Uplift2=-1115(LC 10),4=115(LC 11) FORCES. (lb)-Max.Comp.IMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=-809/69,3-7=696/91,3-8=-696/91,4-8=-809/69 BOT CHORD 2-6=-28/634,4-6=28/634 WEBS 3-6=0/311 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=3.5psf;BCDL=5.Opsf;h=15ft;Cat.11;Exp B;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(fiat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 � , 0 PROF- fit between the bottom chord and any other members. tS 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb)2=115, �NG(NFF9 4=1 15. �� 29 r LOAD CASE(S) Standard 89782PE 40 _41 OREGON o- -91, R y 15 UL R� EXPIRES: 12/31/2016 November 6,2015 WARNING-Verify design parsmerwa and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIIJ473 ed,10003,2015 BEFORE USE. Design valid for use only vnlh Miiek®connectors.This design is based only upon parameters shown,and is for an individual building component,not � a buss system.Before use,the building designer must verify the applicability of design porometers and property incorporate this design into the overall ■M building design. Brocing indicated is to prevent bucking of individual boss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for shoddily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANS17TPII Quality Criteria,D58-B9and SCSI Building Component 250 Klag Circle Solety Information available from Truss Rate Inslilule.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Corona,CA 92880 ddb Truss - Truss Type ply ,Ply Wnnaker aes. K1517721 je+snodl4 cm common spppaded wets �� Job R�eterence,topJionalj-__._ Truss Components of WA. Tumssatep WA M512 76e0s Sep 292015 MiTek lndusbee,Inc. Fn Nov 061253'.002015 Feget ID:bp8MaCKCnBpntONo1PxtEPryfly-4GO8CHEp56,FC2zOU,Jc?bHbS_a.IFHd41 Chy,LtzX I -1-4-E..}.__ 15-M 1 9-8 15- 0 15-0-0 -+31-9 o'" Scale=1'.57.+ 4x4 = 13 14 t2 6.00 12 11 15 0 16 9 17 9 18 19 6 20 5 21 22 4 4 3.4 3 23 nd 2 24 d1 - 2517 so 3x4 = 38 37 36 35 1xd = 46 45 M 43 42 41 40 39 3433 32 31 30 29 28 27 26 3x4 = 18-3-8 18-3-8 11-8-8 Plate Offsets(X,Y)- 13:42-0,Edgel 123:0.2-0Edoel LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) -0.02 37 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.27 Ven(TL) -0.04 37 >999 180 TCDL 7A Rep Stress lncr YES We 0.17 Horz(TL) 0.01 24 n/a n/a BCLL 0.0Code IRC2012/TPI2007 (Matrix) Weight:182 lb FT=O% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Sld'Except* MiTek recommends that Stabilizers and required cross bracing STI 0:2x4 OF No.2 be installed during truss erection,In accordance with Stabilizer Installation Guide REACTIONS. All bearings 12-0.0 except Qnlength)33=0-3-8. (lb)- Max Horz 2=117(LC 10) Max Uplift All uplift 1001b or less at joint(s)2,39.41,42,43,44,45,46,32,31,30,29,28,27,26,24, 33 Max Grav All reactions 2501b or less at joint(s)42,43,44,45,46,31,30,29,28,27,26 except 2=390(LC 17),39=546(LC 17),24=382(LC 1),33=461(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-333/0,3-4=-285/0,4-5=-314/0,5-6=-306/0,6-7=308/7,7-8=-308/21, 8-9=-309/34,9-10=-282/52,10-11=-355160,11-12=326/73,12-13=-288/84, 13-14=-287(/7,14-15=310/67,15-16=-290/57,16-17=-294/42,17-18=-298128, 18-19=-297/14,19-20=-297/0,20-21=-297/0,21-22=-301/0,22-23=-283/0, 23-24=-319/0 BOT CHORD 246=0/288,45-46=0/288,44-45=0/288,43-04=0/288,4243=0/288,41-42=0/288, 40-01=0/288,39-40=0/288,38-39=0/288,37-38=0/288,36-37=0/288,35-36=0/288, 34-35=0/288,33-34=0/288,32-33=0/288,31-32=0/288,30.31=0/288,29-30=0/288, 28-29=0/288,27-28=0/288,28-27=0/288,24-26=0/288 WEBS 10-39=-285/58 &D PROFFss NOTES- �Gj �NGINEE9 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=3.5psf;BCDL=5.Opsf;h=15ft;Cat.II;Exp B;enclosed, MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip CC 89782 P E DOL=1.33 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 11;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 9 OREGON 's40 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs �j ti non-concurrent with other live loads. -IV �7Q/�y l5 6)All plates are 1.5x4 MT20 unless otherwise indicated. PAUL �\�V 7)Gable studs spaced at 14-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent with any other live loads. 9)'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 fl between the bottom chord and any other members. EXPIRES: 12/31/2016 Continued on page 2 November 6,2015 A WARNING-Verily design paramehrof and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 fey.10/03,2015 BEFORE USE. ■■■■■ Design valid for use only with M1cTues conneclors.This design is based only upon parameters shown.and is for on,nd,,dool building component.not �� 0 Wss system.Befare use,the building designer must verify the applicpbLly of design parameters and properly Inrpra coote this design into the overall ` bv4d,n9 design. Bracing indicaletl is to prevent buckling of individual toss web and/a mord members oNy. Additional temporary antl permonent broang S always sedated for stabhty and to prevent collapse wdh po5oble personal Injury and property damage. For general guidance regarding the MiTek- fobricotion.storage,de5very,ereclan and dating of vusses and tmss systems.see ANSU1141 Oua81y Crdeda.DSB-89 and InCSI Invading Component 250 Klug Circle Safely Information oroiloale from truss Hole Instfule,218 N.Lee Street Suite 312,Alexandra.VA 22314. - Corona,CA 92880 4 --`--- --- --- Job TN55 Tr1155 Type Dly Ply Whitaker Res. !315110014 COt Common Supported Gable i �- 1 K1511121 --- - -_. ._.__— _ Job Reference(optionajj—__,_ Truss Components of WA. Tudevorm,WA99510 7.640 s Sep 292015 MiTek Increase,Inc. Fn Note 06 12 3391 2015 Paaggeet ID:bp8MaCKCd8pn 1 ONol PxtEPzyfly-YSyWPdEOsOr gBYb2PgrYpqmCNw9ciXnJybIELyLUW NOTES. 10)Provide mechanical connection(by others)of truss to beating plate capable of withstanding 1OO 1b uplift at joinl(s)2,39,41,42,43,44,45,46.32,31,30,29,28,27,26.24,33. LOAD CASE(S) Standard &WARNING Verily design prametws and READ NOTES ON THIS AND INCLUDED MITEN REFERANCEPAGE M11i rev.1pPoJR015 BEFORE USE. III Design valid lar use only-In Ne1Teare ,mneclare.This design is based only upon parameters shown.and is for an Indorduol building component.not a truss system.Before use.One budding dengrim most verily the opplicoblily of design parameters ontl properly incorporate this design into the overall l building design. Bracing indicated Is to prevent buckling of individuof INss web ontl/w chord members oNy. Adk iongl temporary and permanent bracing MiTek' o it of o`/ recurred for1 d4tyand 10present Collapse wuh possible person I j ry and property damage. For aboard guidance regarding the fabrication I rage deliveryreerclimnaddlemoing of bwsee,ond resse,stems,see ANSI/1KII Ouchty Crdene DSb89 and SCSI S Ildln9 Component 250 Klug Circle Safety Inhormeartion available from Truss Note stitute,218 N.Lee Sisal,Suite 312,AlaoMno,VA 22314. Carona,CA 92880 Y Job a Truss Truss-Lyne e T yp Oly jPly Whitaker Far K151]]22 915110014 L02 Common I 1 _ Job Reference optional) Tress Components of WA. Tumwater,WA 98512 ].640 s Sep 29 2015 Shirai,Industries,Inc. Fa Nov 06 12:53 01 2015 Pag9ee 1 ID:bpBMaCKCnBpn1 ONol PxIEPzyfly-YSyWPdEOsOr6gBYb2PgrYpgeLNwOr BnJybIELyLt W 1 - i t5-0.4 222:12 _ -_ 1-9-8 7-4d � 7.2-121 i-212 � �- �- ~ �----)090 �4B Scale=160.2 4xB M1 BSHS d 6.00 t 2 3x4% 10 14 Jxd J 5 2 6 9 Ti 0l17 es Sad = 12 11 10 IS 16 9 8 3.4 = 1.5x4 // Jxd - 3k4 = 3x4 = 1 6x4 \\ 61-14 11-9< 16-2-12 23.10-2 { 30-0-0 _ 6-1-14 5-7-6 6-5.8 5-7-6 8-1-__l4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) War L/d PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.06 9-10 1999 240 MT20 185/148 T (Roof Snow=25.0) Lumber DOL 1.15 BC 0.28 Vart(TL) -0.10 9-10 1781 180 M18SHS 220/195 CDL 7.0 Rep Stress lncr YES WB 0.45 HOR(TL) 0.01 6 n/a We BCDL 10.0 BC0.0 ' Code IRC2012/TP12007 (Matrix) Weight:135111 FT=0% LUMBER- BRACING- TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oC purlins. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 HF Stud/Std-Except- 6-0-0 oc bracing 9-10, W3:2x4 DF No.2 WEBS 1 Row at midpt 4-9.4-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-5-8. (lb)- Max Horz2=119(LC 10) Max Uplift All uplift 100111 or less atjoint(s)2 except 9=-132(LC 11),10=-155(LC 10),6=122(1_C 11) Max Grav All reactions 250 Ib or less at joint(s)except 2=540(LC 17),9=1006(LC 18),10=1006(LC 17),6=540(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-434/65,4-13=0/420,4-14=0/420,5-6=434779 BOT CHORD 2-12=-45/296,61 WEBS 4-9=-156/49,5-9=-667/215,5-8=0/270,4-10=-456/74,3-10=-667/216,3-12=0/270 NOTES. 1)Wind:ASCE 7-10:Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=3.5psf;BCDL=5.Opsf:h=15ft.Cat.ll:Exp B;enclosed; MWFRS(envelope)gable end zone;Cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B:Fully Exp.:Ct=1.1 �P PROFs 3)Unbalanced snow loads have been considered for this design. F, F 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs \COQ �NGI NEF9 li non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. ;P 6)This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. $9782P E 7 7)'This Iuss 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 _ 8t between the bottom chord and any other members,with BCDL=10.011 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100111 uplift at joint(s)2 except(jt=1b)9=132 .. ,10=155.6=122. 9 LOAD CASE(5) Standard ?�99�qRY ,b OREGON Zo^o �P PAI_ R`y EXPIRES: 12/31/2016 November 6,2015 Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-]q)rev.f0/OJII015 BEFORE USE. r Design va d for use only with Mifek®connectors Th.,tlesign is based oMy upon parameters sM1own.and.,lar an.,cf-ducl builainy Campanent.not a g truss system.Before use,the balding designer must verily the apptcablity of design Poramelers and property inconcrole this design talo the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or Chard members day. Additional lemporary and pemsgnenl bracing MiTek- nalwaysrequiredforstadlityandtopreventcalapsewJhpos4depersongiryuryandpopenydamage. For generd guidance regarding the I fabrication,storage,doe,or, erection and bracing of busses and Bey systems,see ANSURII Ga oefy Criteria,DSS-89 and SCSI Building component 250 Klug Cede ''" Safeh Informolion ovoilode from Truss Rale Institute.216N Lee Street.Suite 312.Akaondrio.`/A 22314. Corona,CA 92880 y ! _ _ _._ Job rTruss Truss Type �ly TPIy wnitaker Res - —! K151»23 BTrow Com renis of WA, Tumw ler.WA 014 CO3 Common Girder 1 - 2I'I _ 1 Job Reference o ak Industries nd_ po a 640s Sep 292015 r4H Industrie s.Inc For Nov E06 v12:9'.032015 Peget ID:DpBMaCKCnBpn t ONOIP#EPzylly-Ur4HgJGIl015g3Viz9qsJtlEv1y8VO4PV3mF4sIEyLIZU —1540--------- 19-]-5 -_.+ _ 24-2-11 ... 30-0-0 5-9-5 4-7.5 4-7 5 4-7 5 4-]-5 5-9-5 4x6 11 Scale-1:53.8 4 6 DD 12 4x6 O \ 4x6 C 3 5 6x6 % 6x6 2 \ 6 7 ass — 15 1614 17 13 12 ;' 18 19 10 20 9 21 22 8 23 24 4x8= 4.10 // 10x10 = 6x8— 4x16= 4x16 — 10x10 = 4.10 \\ A- i &2.13 11-9-4 18-2-12 21-9-3 _ 2539 30-0-0 4-8-0 3-6-7 3E-] 6-5-B 3-6-7 }64 4&] Plate Offsets(X,Y)-- (1:0-4-0,0-1-15],[2:42-12,0-2-4],[3:0-1-12,0-2-01,[5:0-1-12,0-2-0],[6:0-2-12,0-2-4],[7:0-0-0.0-1-15],[8:0-58,0-2-0],[9:0-5-0,0-6-4],[13:0-5-0,0-6-4],[14:0-5-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Ii L/d PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.04 7-8 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.73 Vert(TL) -0.09 7-8 >999 180 BCDL 7.0 BCLL 0.0 Rep Stress lncr NO We 0.98 Hori 0.01 11 n/a n/a BCDL _ 10.0 Code IRC2012/TPI2007 (Matrix) Weight 37916 FT=O% LUMBER- BRACING- TOP CHORD 2.4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x8 OF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud/Std"Except' W5,W3:2x4 DF No.2 REACTIONS. All bearings 0-5-8. (lb)- Max Horz 1=-105(LC 11) Max Uplift All uplift 100 Ib or less aljoint(s)except 1=-224(LC 10).7=-249(LC 11),10=-582(LC 11),11=-609(LC 10) Max Gray, All reactions 250 lb or less at joints)except 1=2747(LC 16),7=2916(LC 17),10=6386(LC 17), 11=6581(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3823/288,34=249/3633,4-5=-223/3635,6-7=-3869!319 BOT CHORD 1-15=-308/3351,15-16=-308/3351,14-16=-308/3351,14-17=-202/1849,13-17=202/1849, 12-13=-2170/302,11-12=2170/302,11-18=-2429/335,18-19=-2429/335, 10-19=-2429/335,10-20=-2184/281,9-20=-2184/281,9-21=-122/1852,21-22=-122/1852, 8-22=-122/1852,8-23=-231/3394,23-24=-231/3394,7-24=-231/3394 WEBS 4-10=1939/158,510=3916/445,5-9=460/5378,6-9=-2858/337,6-8=-270/3833, 4-11=-1933/170,3-11=-3962/449,3-13=-465/5447,2-13=-2791/331,2-14=-262/3735 C NOTES- QED PRO 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: ` s Top chords Connected as follows:2x4-1 row at 0.9-0 oc. SCD �NGI NEF9 s/O Bottom chords connected as follows:2x8-2 rows staggered at 0-5-0 oc. 2 Webs connected as follows:2x4-1 row at 0-9-0 oc. 89782 PE 97 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 kc connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ' 3)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=3.5psf;BCDL=5.Opsf;h=15ft,Cal ll;Exp B;enclosed, MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 Y OREGON h 4)TCLL:ASCE 7-10;Pf=25.0 psf(Rat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 5)Unbalanced snow loads have been considered for this design. 9� �!Q 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. GARY A5, V 7)*This truss has been designed for alive load cl 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Pq U L P\ Fit between the bottom chord and any other members,with BCDL=10,Opsf. 8)Provide mechanical Connection(by others)of truss to bearing plate capable of withstanding 224 to uplift at joint 1,2491b uplift at joint 7, 582 th uplift atjoint 10 and 609 lb uplift at joint 11 EXPIRES: 12/31/2016 Continued on page 2 November 6,2015 Q WARNING-Veli design Oanmebn and READ NOTES ON THIS ANDINCLUDED MITEK REFERANCE PAGE MIr44T]day.10/0"015 BEFOREUSE. Design,olid for use only with ordekarcureaclPrs.This design is based only such p.dor elery shown.code to'an indoodaol burning compomem,not a tW.....em.Belore use,'be mocha designer mull verity the oppficabiity of design parameters and anoperfy ioconvoi this desi to the overall lumdogdesign. Bracing indicolede Is prevent bucklingof individual truss web and/or chord members only. Addilionallem oro and s always required la stabTil P ry Permanem bmang MOW y antl to prevent e'fusses an le personal injury and popery uawy a For general and BCSI Building C one Sider' tion.storage.O-I.de erection and bracing of trusses and truss systems.see ands,V 22314 CMerla,058-89 and EC51 Building Component Cor nag A 92 Sd1ery Inlormalion ovoAoble from Luss Rate Insfilule.AB N.Lee Street Suite 312.Alexandra,VA 2231x. Corona,CA 92880 I t __ r__ ______ _ _ Job- Truss TLussT - - YPo Oly IrPly �wT naakera —��-- K1517)2J 615110014 IC03 Common Gtrtle t �__!--21 Job Reference IoDtionaJ_ Ttuss Canponenls us WA, Tumwai WA 98512 T 15 Sep 292015 MiT¢A IMusNes,Inc To Nov 061253:03 2015 Page 2 ID.bpBMaCKCnBpnt ONolPxtEPryfly-Ur4HgJGh015g3Vi 9gsJDEv IYBV04PV3m F4SIEyLIZU NOTES, 9)Han9er(s)or other connection device(s)shall be provided sufficient to support concentrated loads)1585 lb down and 133 lb up at 2-1.8,1585111 down and 133 lb up a1 4-1-8, 1581 Ib down and 133 lb up at 6-1-8,1581 Its down and 1331b up at 8-1-8,1581 Ib down and 133 lb up at 10-1-8, 1581 Ib down and 133 lb up at 20-1-8, 1581 Ib down and 133 Ib up al 22-1-8, 1581 Ib down and 133 lb up at 24-1-8,and 1581 Ib down and 133111 up at 26-1-8,and 1581 Ib down and 1331b up at 28-1-8 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(plo Vert:1d=-66,4-7=-66. 1-7=-20 Concentrated Loads(Ib) Vert 12=-1581(F)13=-1581(F)15=-1585(F)16=1585(F)17=1581(F)20=-1581(F)21=.1581(F)22=-1581(F)23=-1581(F)24-1581(F) &WARNING+Venly design Ommelers and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIi rev.IOVN2015 BEFORE USE. Design'Old for use Only with MiTek®Connec loss,this design is based only upon parameters shown,and is lar an indii,idual builtling component not o truss system.Before use,the buiding designer must verro ily the applicability of di porreten antl properlyincorporate this design Into mverall e o building design. Bracing iudlcaled'¢to arevenl buckling of Individual truss web bodies Chord members oN, Additional lemporory antl permanent Chain, Nil' i s always reauimd lorstabilily and to prevenlcolapse ruin pozvde personal bury and properly damage. For generdgi itlanceregording the tad cal on storage.deY ery.erection a a doting of INsses and truss zyst s,see ANSIDPII avpsly Crdal DSB.ay and BCSI Building Compenenl 250 Klug Circle Solely InbrmoLon .,..f from Trui Note 111218 N.Lee Street,Suit,312.Alerorki VA 22314. Corona,CA 92880 Y "J ---y - -' .- - - ----- Job Truss Truss Type Oty iPly �whilakerR R15t))24 at5U0014 Wt Common Truss t 1 'Job Refe e e(pp(ionalj Tse Components of WA. Tumealer,WA 98512 ].640 s Sep 292015 MiTek Industries,Inc Fo Nov 061253052015 PagoI 10 bp8MaCKCnBpn1 ONolPxIEPzyfly-OEC1F?HxweLYlpsMHFunif?RB?KIYW?MEZZzN6yLUS -1_9A4 .._._ __ ._ __ --.... 19-B-o ------ - -_._.._. 37-8-14_. - -1 19-8 19-M 18-8-14 - - -_�- Scale-1 X68.5 5x5 = 15 16 17 4 18 6o 12 t3 19 t2 20 56 21 022 3.6fl O 2J 9 4 � 8 25 \26 6 2] 3.6 % 5 28 4 29 3 2 411 - Ia Jeb = 3.6 = 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 5x5 = 37-8.14 3]$14 Plate Offsets(X Y)-- 13:0-3-0 Edoel [43:13-2-810-3-01 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 0.20 Vert(LL) 0.01 1 n/r 120 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(TL) 0.00 i n/r 120 BCDL 7,0 Rep Stress Incr YES WB 0.14 HO2(TL) 0.01 30 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC20127TPI2007 (Matrix) WeWeight:26816 FT=O% LUMBER- BRACING- TOP CHORD 2x4 DF li TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud]Sid'Except' WEBS 1 Row at midpt 16-43,15-44,17-02 ST13,ST72,ST11,ST10:2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installetl during truss erection,in accordance with Stabilizer Inslallalion Duide. REACTIONS. All bearings 37-8-14. (Ib)- Max Horz 2=158(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)2,4Q 45,46,47,48,49,50,51,52,53,54,55.42,41,40, 39,38,37,36,35,34,33,32,31 Max Grav All reactions 25010 or less at joint(s)43,44,45,46,47,48,49,50,51,52,53,54,55,42,41, 40,39,38,37,36,35,34,33,32,31,30 except 2=273(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=3.5psf;BCDL=5.Opsf;,h=15ft;Cat.II;Exp B;enclosed; MWFRS(envelope)gable end zone;Cantilever left and night exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 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 ANSIlrPI 1. 3)TCLL ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;C1=1.1 4)Unbalancetl snow loads have been considered for this design �P�D OR �FFS 5)This truss has been designed for greater of min roof live load of 16.0 pst or 1.00 times flat roof load of 25.0 psf on overhangs GINE s/ non-concurrent with other live loads. \� lGIJ F9 6)All plates are 1.5z4 MT20 unless otherwise indicated. (V 29 7)Gable requires Continuous bottom chord bearing. 9782 PE l 8)Gable studs h spaced at 1 designed oc. ...-f 9)This truss has been designed for 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)'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 ft between the bottom chord and any other members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 10016 uplift at joint(s)2,44,45,46,47,48, OREGON ash 49,50.51,52,53,54,55,42,41,40,39,38,37,36,35,34,33,32,31. a� �/G LOAD CASE(S) StandardRy UL P\��P EXPIRES: 12/31/2016 November 6,2015 ,&WARNING Vniy design parameters antl READ Noires ON NVS AND INCLUDEDMI)EK REFERANCE PAGE MIT-7473 rev,10/03A2015 BEFORE USE. Design rolid for as only with Miiek®conneclo,S.Th.,tleSign l5 b...d Only upon p.bordleo gto-o,and iS for on individual building component.not O 1r Vis rytlem.Be(.use.the UJOn j deiiyner must verify the aplKcObiily Of design parameters and properly incorporate this design mto the overall ..Y` hmlding desgnatoning indicated is to prevent buckling chndivdual truss web and/or chord members oNy. AddiLonol lemporory Ond permanent bracing MiTek' s Oys q ed to I p 4ty tl 10 p 1 dlapse with pasi ble perso I-jury d propEty tlamoge. FOr general gaTlancs regortln9 the fed ro t rage.d G ry. cion d d ng of trumes and truss sysl /rP ANSIll puaCnlerla 6y OSB-BY and BCSI building Component 250 Klug C 92 Sal y I f Iron O OI d t passR e l I Tule.718 N.Lee ISu 1 312.Ale andrid, VA 22314. Corina,CA 92880 Y s 8 r Jab TN55 TN55 T 2 yp Qty Ply wnitaker Res. K15t7R5 R6tt W14one _ Common 14 t _ _ __I Job Reference(option a1)_._ Truss Components of WA, Turr,i WA 98512 7.6x0 s Sep 292015 M,Tek lndusarez.Inc Fri Nov 0612'53:062015 Pagel IDLp8MsTCKCnBpnl ONolPxIEPzyey-uQIPSLIZgyTPwzRYryQOFsX000UUHx9WTDIWvZyLt R 1-1 98 7_ 6-8-5 12-10-3 -{. ___. . _ 19-0-0 _I 2S)d1- -_313-11 1-9-8 6-&5 6-1-13 61.13 6-1-13 6-1-13 65-3 Style=1:66A 5x5 6.00 F12 6 3x4% \ 3x4 3x6 4 5 14 7 3.6 1- 4 8 1.5x4 1.5x4 // is 3 9 0 2 3x6= 13 15 16 12 17 18 11 3x8 = o 3.4= Site= 3x4 = 2:9-419-o' 28-2-12 _ 37-&14 9-9-4 Al 9-2-12 9-6-2 Plate Offsets(X Y)- [10:0-0-0,G.0-21,112:0-4-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in floc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.27 12-13 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.84 Vel -0.54 12-13 >830 180 TCLL 7.0 Rep Stress Incr YES WB 0.28 Hofzji-) 0.15 10 n/a n/a BC0.0 ' Code IRC2012ITP12007 BCOL 10.0 (Matrix) Weight:17316 FT=O°6 LUMBER- BRACING- TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 2b2 oc puffins. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid calling directly applied or 9-10-14 oc bracing. WEBS 2x4 HF Stud/Sid*Except* WEBS I Rove at midpt 7-12,5-12 W4,W3:2x4 OF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer _Ins_t_allalion guide. REACTIONS. fib/size) 2=1740/0-5-8,10=1601/Mechanical Max Hoa 2=160(LC 10) Max Uplift2=-242(LC 10),10=197(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2969/368,3-0=2673/325,4-5=2567/336,5-14=1882/256,6-14=1864/277, 6-7=-1881/276,7-8=-2571/344,8-9=2677/324,9-10=2951/376 BOT CHORD 2-13=-395/2553,13-15=-247/2087,15-16=-247/2087,12-16=-247/2087,12-17=131/2087, 17-18=-131/2087,11-18=-131/2087,10-11=-268/2552 WEBS 6-12=-119/1196,7-12=838/232,7-11=-51/523,9-11=353/190,5-12=-809/228, 5-13=43/522,3-13=-357/186 NOTES. 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=3.5psf;BCDL=5.Opsf;h=1511;Cal.11;Exp B;enclosed; MWFRS(envelope)gable end zone;cantilever left and night exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL ASCE 7-10:Pf=25.0 psf(fiat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 Q,F,D PR OF�c 3)Unbalanced snow loads have been considered for this design. tSaLp 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Flat roof load of 25.0 psf on overhangsGIN��9 /O2 non-concurrent with other live loads. ( 9 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9782 P E l 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,with BCDL=10.Opsf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1001b uplift at joint(s)except 0t=1b)2=242, 0=197 9 OREGON LOAD LOAD CASES) Standard ?'9,9�qqy PA U L PFJ EXPIRES: 12/31/2016 November 6,2015 O WARNING-Verity design Paremehrs end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-703 rev.10/0]R015 BEFORE USE. Design volid for use only with Mite/:®connectors.This design is based only upon pomm r ep shown,and Is for an fromduol building component.not p truss syslem.Before me,the building designer must verify the alevicabidy of deign parameters and properly incorporate This design Into The overre ■��� buildngtl¢sign. &acirg lndiCaled iz to prev¢nl buckling Ol lntlividud lmsz web and/or CFCrd m¢mbers only. Additional temporaryond permanent bracing \AItQ1e IS always requied Far stability add top a ,collapse-lh poison person 1, j ry and poperly tlamage. Forge Aral quitlanc go dng me IYl ae rl - Ipbr toroge.d ry e Action o d d ng o11ru a 01 is sale s ee ANSlJPll Ova81y Creeb DSB 89 and Ill S 8deg Component 250 Klug Cuda Wary inftion available from Truss Mole linsfials,.218 ro.Lee time',5&p 312 AIeeondno.VA 2231l Corina,CA 94860 x" Truss Truss Type - -Gly wnaaxer R - K1517726 1 1/315110014 1003 Common Truss 'I5 1I, _ L_ ___ _ _ _, Job Referenc�oQionJ Truss 6 riponenls of WA, Tum.mor WA W512 7.6405 Sep 29 2015 MiTek Industries,Inc Fn Nov 061253:0)2015 Page-1- ID bpBMaCKCPBpn age1ID:bpBMaCKCPBpn l ONol PxtEPzyfly-NCJDghJBRGbGY7?IOgxFn44i3osmOJ2ft1t24R?yLUQ IM-0 -4-- 25-1.1]__ 188 6.8-5 6-1-13 6.1-13 6-1-13 6-t-D SSd Scale=t 90.5 Sx8M18SHS 6.00�_12 6 7.8 G \ 3x4 3x6 G 5 15 \ 3x6 4 8 1.5x4 O 1.5x4 3 9 10 2 ry 3x5 G 1d 16 t] 13 12 18 19 11 3x5 - d 3x4 = 3.4 \\ 5x8 - 3.4 = 49-4 156-819-0-0 28-2.12 37-8-14 99-4 S9i i 3-5-8 f--._- 9-2-129.6-2 Plate Offsets(XY)- 12:0.2-100-1-81 15:0.4-00-1$ [10:0-0-00.0-6] [12:0-3-120-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.20 11-12 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.71 Vert(TL) -0.45 2-14 >420 180 M18SHS 220/195 TCDL 7.0 Rep Stress[net YES WB 0.62 Horz(TL) 0.03 10 n/a n/a BCLL 0.0Code IRC2012ITP12007 (Matrix) Weight:181111 FT=0% BCDL_ 10.0 LUMBER- BRACING- TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-14 Dc pudins. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2x4 HF Stud/Std'Except' WEBS 1 Row at midpt 6-12,7-12,5-13 W5,W4:2x4 OF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection.in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=679/0-5-8,10=837/Mechanical,13=1826/0-5.8 Max Horz 2=160(LC 10) Max Uplift2=-118(LC 10),10=-139(LC 11),13=-213(LC 10) Max Gray 2=739(LC 17),10=918(LC 18).13=1826(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-805/103,3-4=-503/60,4-5=-341/71,5-15=-254/131,6-7=-352/131,7-8=-1053/218, 8-9=-1218/199,9-10=-1497/251 BOT CHORD 2-14=-160/636, 12-13=-8361240,12-18=-2r778,18-19=-2f778.11-19=-2!778, 10-11=-158/1267 WEBS 6-12--338)57,7-12=-869/232,7-11=-52/576.9-11=-397/193,5-12=-118/1415, 5­14=53/518,3-14=402/188,5-13=-1956/257 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=3.5psf,BCDL=5.Opsf;h=15ft;Cat.11;Exp B;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 QED PROFF 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat foot snow);Category II;Exp B;Fully Exp.;C1=1.1 GO�� GINE `rsi 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. Q7 89.782P E r 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will /J \�- fit between the bottom chord and any other members,with BCDL=10.Opsf. r- 8)Refer to girder(.)for truss to truss connections. 9ww"" OREGON 9)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 100 111 uplift at joints)except(jt=11b)2=118, 10=139.13=213. "9n '9RY A6E3 LOAD CASE(S) Standard •7� PAUL EXPIRES: 12/31/2016 November 6,2015 Q WARNING-Verity design W omoribrs and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPAGE Mll-7473 no,fWOJR015 BEFORE USE. Design v.I,d for use only with M,Tckg c.nneclori This design is based only upon poromelers shown.and is for an individual holding Component not o fro.....am.Belore use,the buiaing designer musl verily the applicability of design parameters and Properly Incorporate this design into the overall bVJaingiNi &acing ind,coled is to prevent buCktulg of individual truss web ond)Or chord members of Add,tionollemporaryandpermonentboc,ng z alwpys reoulretl for stobilily and 10 Drevenl cdlapze witp posside penond Injury and prapeny damage. Forgenerd gmdonCe regarding the iTek" lad¢Dl,on,storage.delivery.erection and bracing al trusses cntl truss systems.see ANSI/rPlt DupgN Craeria.D56-B9 ontl ECS!Buil4ng Component 250 Klug circle Safety Information avo,lode from Truss Nate Institute.218 N.Lee Shmal,Suite 312.Alexandria.VA 22314. Carina,CA 9288D Y Y fJOD - Truss Truss Type Oly Ply Wnna¢erR s. Kt51]]Z 815110m4 IDOL (Common Truss 6 1 I �____ 1Job Refe a ce(optionor_ `truss Componenls of WAS, Tumwaler WA 98512 7.6W SSe,292D15M.Tek lnCuslnei trio To Nov 061253:082.15 Pag¢1 ID'.bpBMaCKCnBpnt ONolPxIEPzyfly-rpt 1OKpCZ179GaxyNSUKHdsZCB31dowXntl RyLUP -L9-By _ _ ___fr-9�5.. . _.___}__..__ 1z-1a3 �9 o-0 25-1-13.-___-� __31_-11 _ .{- ..__..._fie-I}o I]43-fla 1 9-8 6-8-5 6-1-13 6-1-13 6-1 13 6-1 13 6-a5 1-9-8 Scale=1:68.3 5x5 = 6.00 12 6 3.4% 1 \.. 3.4 3x6 5 \ 7 3x6 J 4 / a 1.5x4 1 \ 1.5x4 11 3 9 2 10 sill _ _ 11 Ia 3x8= 14 15 16 13 17 18 12 3.8 = 3x4 = 5x8 = 314 = 9-9-4 1ita0-0 28-2-12 _-_ _ 38-0-0 9.9.4 9-2-12 9-2-12 9-94 Plate Offsets(%Y)- [2:0-8-0.0-0-61.110:0.8-0 0-0$) 113:0-0-0 0.3-01 LOADING(psi) SPACING- TCLL 25.0 2-0-0 CSI. DEFL in (lac) I/deft Utl PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.26 13-14 >999 240 MT20 185/148 TCDL 7,0 Lumber DOL 1.15 BC 0.83 Si -0.5413-14 >832 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(%) 0.15 10 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:177111 FT=O% LUMBER- BRACING- TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-14 sic purlins. BOT CHORD 2x4 OF Not BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Slud/Std'Except' WEBS 1 Row at midpt 7-13,5-13 W4,W3:2x4 OF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1741/0-5-8,10=1741/0-5-8 Max Holz 2=148(LC 14) Max Uplift2=-242(LC 10),10=242(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2970/367,3-0=2674/325,4-5=-2568/336,5.6=-1883/276,6-7=-1883/276, 7-8=-2568/336,8-9=2674/325,9-10=-29701367 BOT CHORD 2-14=-382/2554,14-15=235/2088,15-16=-235/2088,13.16=-235/2088,13-17=-118/2088, 17-18=-118/2088, 12-18=-118/2088,10-12=-235/2554 WEBS 6-13=118/1199,7-13=-838/229,7-12=44/521,9-12=-357/186,5-13=-838/228, 5-14=43/521,3-14=-357/186 NOTES. 1)Wind:ASCE 7-10;Vult-120mph(3-second gust)V(IRC2012)=95mph;TCDL=3.5psf;BCDL=5.Opsh h=1511;Cat,II;Exp B;enclosed, MWFRS(envelope)gable end zone;cantilever left and night exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1,33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=l A �PE-D F R OFFS, 3)Unbalanced snow loads have been considered for this design. '` GINE sI 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1,00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. (v 9 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 89782 P E l 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,with BCDL=10.0psf. 7)Provide mechanical Connection(by others)of truss to bearing plate capable of withstanding 100111 uplift at joints)except Ot=1b)2=242, •'��r 10=242. LOAD CASE(S) Standard ,L�OREG0N2o�`" P 9,9 AIRY 15 �FQ PAUL P� EXPIRES: 12/31/2016 November 6,2015 &WARNING Verily design panmefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPAGE MIO-0473 rev,1083/2015 BEFORE USE rr Design id far us.0 ly with MT k®connectorsthis design is based orry upon parameters shown ands for an"individual b Id ng component nal �S a nus,systemBefore se the budding desgner must verify the appicabi ty of design parameters and properly rearcrole]his design into the overall ■■�����`` bind gde g & g d d'I'apreventbucking ofodivacollutwebond/w chord members day. Add YO II PoraryandpermanenlbraCbg MiTek' ¢away,repured for siculky and to prevent collapse min possible personal nju,and gopany damage. For general guidance regarding the labncapon,51..09..deNvery.ereClian Ond broOng OI IN,S¢S Gntl Imes systems.see AN51/IRt OuaRN Ciliate,OSS-69 and SCSI Building Component 250 peg Cirde Safety Infomm6on available Irons truss Male Institute,218 N.Lee Sheet,Suile 312.Alexori VA 22314. Corona,CA 92880 Y Y ' • n _- _- K151]]2B Job Truss Truss Type Oly TPIy wngern Res I915110014 /DOS COMMON P LP Z J 'Job Reference o do al truss Components o1 WA. Tumwatet,WA 9858 7 640 s Sep 292015 MJek Ln trInc. Fri Nov 0612.55092015 Page 1 ID:bpRMaCKCnBpntONOIPx1EPzy6y-J?RVSMLRZIr_n_n097WSzj1V9?WCW UIxy98XAWuyLiz0 .685 611J 6113 . 6t 13 303-11 _._ 37-8-14. 6-8-5 1-1-1 3 _ 6-1-13 _ 6-125 13 _1 6-1 136-53 5x5 = Scala.3/16'=1' 6.00 12 5 3,4 % �� 3.4 AA. 3x6 4 13 46 3x6 3 7 1.5x4 O 1.5x4 O 2 \ 8 I 9 0 3x6 = 12 15 16 11 17 18 10 3x8 = o 3x4 5x8 = 3x4 = 9-&4 19-0-0 28-2-12 __ _ 37-8-14 9-91 &2.12 9-2.14 9-6-2 Plate Offsets(X V)-_ 0-0-0 0-0-21 111:0-4-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loo) /deg L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.26 11-12 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.85 Verf -0.53 10-11 >842 180 TCDL TO Rep Stress[nor YES WB 0.28 Harz(TL) 0.15 9 n/a n/a BCLL 0.0Code IRC2012ITP12007 (Matrix) Weight:1711b FT=O% BCDL _ 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-11 oc purlins. BOT CHORD 2x4 DF Not BOT CHORD Rigid ceiling directly applied or 9-8-1 oc bracing. WEBS 2x4 HE Stud/Std'Except* WEBS 1 Row at midpt 6-11,4-11 W4,W3:2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. _ REACTIONS. (Ib/size) 1=1605/0-68,9=1605/Mechanical Max Harz 1=-136(LC 15) 'i Max Uplift 1=-199(LC 10),9=198(03 11) FORCES. (Ib)-Max.Comp.IMax.Ten.-All forces 250(Ib)or less except when shown. ' TOP CHORD 1-2=-2984/381,2-3=2703/328,34=2597/348,4-13=1889257,5-13=-1871/278, 5-14=-1872/279,614=-1889/257,6-7=2579/345,7-8=-2685/326,8-9=-29581377 BOT CHORD 1-12=409/2590,12-15=-253/2101,15-16=-253/2101,11-16=-253/2101,11-17=13312093, 17-18=-133/2093,10-18=-133/2093,9.10=-269/2559 WEBS 5-11=-120/1201,6-11=-810/232,6-10=-51/523,8.10=-3531190,4-11=-820/233, 4-12=-53/540,2-12=-374/193 NOTES- 1)Wind:ASCE 7-10,Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=3.5psf;BCDL=5.Opsf:h=1511;Cat.Il;Exp B.enclosed; MWFRS(envelope)gable end zone;Cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 fist(fiat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 ��ED P R OFF, 3)Unbalanced snow loads have been considered for this design. '` s G(NF 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \� �NF9 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,with BCDL=10.Opsf Q' 8 782 PE l 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at jotnt(s)except 6t=1b)1=199, 9=198. a. LOAD CASE(S) Standard9ti OREGON o^h 99 UgRy 15 �t�e PAUL P" EXPIRES: 12/31/2016 November 6,2015 &N,RNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Affl ]rev.10,0342015 BEFORE USE. DonnvcLtl for use only with Mitek®connectwi This desigo is based only open parameters shown,and is for oniolrodoal builbmg component.not .11.11 ryslem.Belem vse.the poising designer most verity the oppin abiny of design parameter and upedy lncorpable this design lnta foe ovv,oll b,imngdesign. RapinglndS.'edlslapreventbucklingofindividualtrusswebOnaferChordmembersday AddilionallempOwryand permanent bracag MiTek" s alw.yv required lolsfobdty one 1. ever,cdlopsd cosh p.,pbnE persenol Injury one properly damage. For general guidance regarding the j fobncolwa,storage.deFery erection and pacing of trusses and truss systems.see ANS17VI113aa8ty Crileda,DS8 89 and BCSI Building Component 250 Klug Circle Solely leforma6on ove lode From Truss Role lnslaufe.218 N.Lee Slreel,Suite 312.Alexondno,VA 22314. Corona,CA 92880 r y Job Truss Truss Type =Qty Whitaker Res. K1517)29 Bt 5110014 p06 Common 4 I Job Reference o tional Truss Components or WA, Tumwaler,WA 98512 7.640 a Sep 29 2015 MiTek Indusides,Inc. Fd Nov 0612:53:092015 Page 1 10:V39MxHrFoOEEfmKlxyBzyTz3Jxo-J?RY5MLRztr_nQ97 W 5zjtV92Lc%wUAEy9BXAWuyLtzO -1-9-8 6-8-5 12-10.3 9-o-o 25=t-131 31-3-11 _ 37-8-44 1-9-8_T 6-8-5 6-1-13 6-1-13 6-1-13 6-1-13 6-53 Scale=1.66.9 5x5 = 6.001122 6 3x4% 3x4 Q 5 15 7 3x6 3x6 1.5x4 \\ 4 8 4x0 C 3 9 2 10 ar 4011 ,h 3x6 0 14 16 17 13 18 19 12 11 3x6 o = ant = 5.8 = ant= 3.4 O 9-9-0 28-2-12 34-0-037-8-14 9-9-0 18-5-8 Plate Offsets(X Y)- [10:Edge 0-0.31 [13:0-4-0 0-3-01 LOADING(Par) SPACING- 2.0.0 CSI. DEFL in (loc) I/dell Ld PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.21 13-14 1999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(TL) -0.48 2-14 1835 180 TCDL 7.0 Rep Stress Incr YES WB 0.77 Hop(TL) 0.09 11 n/a n/a BCLL 0.0 ' Code IRC2012(TPI2007Matrix BCDL 10.0 ( ) Weight 1781b FT=O% LUMBER- BRACING- TOP CHORD 2x4 DF Na.2 TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 HF StudlSid'Except• 6-0-0 oc bracing:10.11. W4,W3:2x4 OF No.2 WEBS 1 Row at midpt 7-13,5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1559/0-5-8,11=1787/0-5-8 Max Horz 2=160(LC 14) Max Uplift2 231(LC 10),ll=-221(LC 11) Max Grav 2=1566(117),11=1787(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2588/344,3-4=2296/293,4-5=-2187/313,5-15=1487/210,6-15=-1469/232, 6-7=-1486/251,7-8=1414/206,8-9=-15091186,9-10=811476 BOT CHORD 2-14=-37412214,14.16=-226/1761,16-17=-226/1761,13-17=226/1761,13-18=89/1384, 18-19=-89/1384,12-19=-89/1384,11-12=67/889,10-11=-332/114 WEBS 6.13=-95/872,7.13=-335/172,5-13=-812/229,7-12=-287/78,9-12=0/569. 9-11=-2036/291,5-14=45/525,3-14=-366/187 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=3.5psf;BCDL=5.Opsf;h=15ft;Cal.Il;Exp B;enclosed; PROF MWFD RS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate gripF DOL=1.33 2)TCLL ASCE 7-10;Pf=25 0 staff(Bat roof snow):Category II;Exist B;Fully Exp:Ct=1.1 � GIN 3)Unbalanced snow loads have been considered for this design. E F9 � Qi 4)This truss has been designed for greater of min roof live load of 16.0 psi or 1.00 times net roof load of 25.0 psf on overhangs Q- gg 782 P E 9l non-concurrent with other live loads. 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 fora live load 0f 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 chard and any other members,with BCDL=10.0psf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Its uplift at joints)except Qt=lb)2=231, OREGON O^h 11=221. 99G2t`Q LOAD CASE4&y15 S) Standard /r FJ PA U l P EXPIRES: 12/31/2016 November 6,2015 Q ANRNING Vinery dissign parameters and READ NOTES ON THIS AND INCLUDED MVEK REFERANCE PAGE Ml11473 rev,fbsulag5 BEFORE USE Design valid for useonly with Milted!)Connectors.This design is based only upon parameters shown and is for on individual building component not o tore sidtiona.Before ove.the budding designer must verify the applicability of design parameters and properly-incomennote this design into the overall building design. adding Indicated Is to prevent backing of paividual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 1 e always required for stobday and to prevent collapse with possible personal injury and propedydomage. For general guidance regarding the bwit storage,delivery,ereclese and bracing dl prises antl buss syslems,see 1111//11 Greatly,Cited.,DSB-89 end SCSI Boiltling Component 250 Klug Circe I Safety Information available from Truss Plate holders 218N.Lee Street,Suite 312.Alexondnd.VA 22314, Corona,CA 92880 r Y r __--_-_. _. - __-___�-.J_y JOJn_b_Refee ce(optionall JoD-_-_--- - Truss Truss Type Of PI - wnita� _ K1S 1730 I Bt5110014 W1 GABLE t T,,1 Cemporenlsol WA. TumwaleL Wer 98512 76406 Sep 292015 WT.lndu5lnee,Inc. Fri Nw 0612.53'.112015 Faget ID:bp8MaCKCnBpnl ONolPxtEPzyfly-FOZIV2MIVU5hOkJWdW?By FLOPBOyCHFCVOHamyLUM -D-0 25113 __ _ 31-3-I1___ _ 3]-&14_ - t-9-8 6-85 &1-1J 6-1-13 6-1-13 6-Lt3 6-53 - - 6.00 F12 5x5 -= S.I.=1:68.7 3.8 6 \ 3x4 h �\ 3x4 J 3.6 5 43 8 6 4 9 3 0 if fl d1 - a as Ino' d 3x6 = 14 44 45 13 46 47 12 3.6 3x4 3.4 II 9-6-2 9- 4 140-0 2&2-12 37-&14 9-6-2 P 2 12 12 9-2-12 -49-6-2 9-6-2 Plate Offsets(X V)-- [6:04-0 Edgel [12:0-1-8,0-1-81,[13:0-4-0,0-3-01 LOADING last) SPACING- 2. CSI. DEFL TCLL 25.0 0-0 in (lac) filter!999 Lid40 PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.27 13-14 >999 240 MT20 185/148 TCDL 7,0 Lumber DOL 1.15 BC 0.85 Vert(TL) -0.55 13-14 >818 180 BCLL 0.0 ' Rep Stress their VES WB 0.29 Horz(TL) OAS 11 old Na BCDL 10.0 Code IRC2012ITP12007 (Matrix) Weight:239111 FT=O% LUMBER- BRACING- TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-2 oc purlins. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied Or 9-10-14 Be bracing. WEBS 2x4 HF Stud/Std"Except" WEBS 1 Row at mldpl 8-13,5-13 W4,W5,W3:2x4 DF No.2 MiTek recommends that Stabilizers and required crass bracing OTHERS 2x4 HF Stud/Std*Except* be installed during truss erection,in accordance with Stabilizer ST1:2x4 OF No.2 Installation ouide. REACTIONS. (Ib/size) 2=1740/0-5-8,11=1601/0-0-0 Max Horz 2=158(LC 10) Max Uplift2=-243(LC 10),11=-199(LC 11) FORCES. (Io)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2971/370,34=2674/327,4-5=-2568/338,5-43=1889/256,643=-1872/259, 6-7=-1733/277,7-8=-1909/277,8-9=2650/351,9-10=-2756/340,10-11=-3053/391 BOT CHORD 2-14=-395/2555,1444=-247/2086,4445=-247/2086,13-45=-247/2086,13-46=-136/2136, 46-47=-13612136,1247=-136/2136,11-12=-287/2670 WEBS 7-13=-116/1185,8-13=-868/235,8-12=-53/559,1412=411/197,5-13=-778/223, 5-14=44/523,3-14=-359/187 NOTES- 1)Wind:ASCE 7-10:Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=3.5psf,BCDL=5.Opsf;h=15f,Cat.II;Exp B;enclosed: MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 PED PROFF 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal lathe face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. �Cj� �<JGI NEF9 s�O 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;CI=1.1 4)Unbalanced snow loads have been considered for this design. C17 5)This truss has been designed for greater of min roof live load of 16.0 fast or 1.00 times flat roof load of 25.0 psi on overhangs 8 782 P E non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. a. - 7)Gable studs spaced at 14-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9 OREGON h 9)-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 n fit between the bottom chord and any other members,with BCDL=10.0psf. 79 �GigRY 5 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at toll except Ot=lb)2=243, �� 11=199. PAUL LOAD CASE(S) Standard EXPIRES: 12/31/2016 November 6,2015 O WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDEDMITEA REFERANCEPAGE still 10,038015 BEFORE USE. - '7 Design old for ly with MTeog conneclon.This design's based only upon parameters shown and's for anxici,duolbuilding co po ol.not of VI Bed,me.the b idm9 sesame,mushbrifythe oplahrob0ply of design parameters and ryopedym sopor This re,gnol.the overall ■■����� build.h,so,,,, B•o g- d t d Is Ip prevent bucking ohmaygual Truss b and/yor chord members only. Additional temporal,and permanent tura ng MiTek' s olw,,,,gr red for stability and to prevenl collapse with possible personal-njury and propMy domage. For generol go donce regordng the Iobcal,on,s1Wo9e.tle4very.erection and bracin9 of o-oeses and Lust systems.see ANSIFLP11 OuaBp Csablo,OSe-89 and SCSI Building Component 250 full Cirde Safely I 1 rma8on ovolaoe from Truss Hole Inslnute.]IB N.Lee Street.Suite 312.Alemmea.VA 22314. Corona,CA 92880 * •,jobY ph 1Truss Truss Type aly Ply Wnitaker Res K151 7731 1 81 5 110014 E01 dearth..Tm. I 1 Jab Reference faRonal Truss Components of WA Tumwate,WA 96512 7640 s Sep 292015 MiTek Industries Inc Fri Nov 0612:53.132615 Page 1 ID:bp8MaCKCnBpn 1 ONOIPxtEPzyfly-Bmh3wkOyl6LPG2Tulw2fl LKrrAD3dO80V4pVOffyI-tzK i.r1_9a __.- -__ y-0.0 9:9-9_ ---_— I3�" Scale:3/16'=1' 4ol - 13 14 15 12 \ 16 6.o011C 11 1T 0 18 g 19 8 20 21 6 1 22 5 23 3.4 % 4 24 3.4 C 3 25 so 2 26 es es 3x4 = 36 35 3x4 = 49 68 47 46 45 44 43 42 41 40 39 38 37 3d 33 32 31 30 29 28 3x4 = 3400 34-0-0 Plate Offsets(X V)— 13:0-2-0 Edgel 125'0-2-0 Edael LOADING(psf) SPACING- TCLL 25.0 2-0-0 CSI. DEFL in (lac) /deft PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.20 Ved(LL) 0.01 27 r 12020 MT20 185/148 TCOL 7.0 Lumber DOL IBC 0.10 Ved(TL) 0.01 27 air 120 BCLL 0,0 ' Rep Stress Incr YESES WB 0.14 Horz(TL) 0.01 26 n/a n/a BCDL 10.0 Code IRC2012TPI2007 (Matrix) Weight:2221b FT=O% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2.4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Std'Exmpt• WEBS 1 Row at midpt 14-39 STI 1,ST10:2x4 OF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS. All bearings 34-0-0. Installation guide. (Ib)- Max Horz2=-132(LC11) Max Uplift All uplift 1001b or less al joint(s)2,40,41,42,43,44,45,46,47,48,49,38,37,35,34,33, 32,31,30,29,28,26 Max Gray All reactions 250 lb or less at joints)39,40,41,42,43,44,45,46,47,48,38,37,35,34,33, 32,31,30,29 except 2=288(LC 17),49=256(LC 17),28=256(LC 18),26=288(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(1b)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95ni TCDL=3.5psf,BCDL=5.Opsf,h=1511;Cat.Il;Exp B;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 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 ANSPTPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exe;Ct=1.1 c n 4)Unbalanced snow loads have been considered for this design. yN`D PR OFFS 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 pst on overhangs �5� �NGiNEF9 s/O non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord hearing. 8 782 P E 8)Gable studs spaced at 14-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 10)'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. • ' 11)Provide mechanical connection(by others)of truss to beating plate capable of withstanding 10010 uplift at joinf(s)2,40,41,42,43,44, 9 OREGON 45.46,47,48,49,38,37,35,34,33,32,31,30.29,28,26. 2 O Q- 9 Y 15 2 Q LOAD CASE(S) Standard PAUL P�J� EXPIRES: 12/31/2016 November 6,2015 Q WARNING-Verify design panmehrS Rsf READ NOTES ON THIS ANOINCLUDEO MITEK REFERANCE PAGE MII-7473 hy.f0/"015 BEFORE USE. Design aaid for use only wnlb Mlerp)conneUws.This design is based only upon parameters shown.and is Id On nOari bultlng component not a truss..stem.Before use the bulging designer must ver ly the opaidabiity of design odometers and capeAy'ncofoorate this deign No the Overall building tlevgn Broang intlicaletl Is to prevent buct4ng of indvidual Vuss web antl/d cM1dO members oNy. Adtlitional temporary and permanent doang n MiTek' always uncured tar stability prevent antl Ip prenrs t cilli win possible peonal Iryury and papery damage, For general guidance regarding the Iabrication,storage.delivery. ,dal..n and bracing of trusses and truss systems,see ANS15PIl quality Criteria.DSB-B9 and BCS1 Building Component 250 Klug Gude Safety Infordraflon ovoilode kora Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandra.VA 22314. Corona CA 92880 - -- r IJOD TT ss� Truss Type Oty Ply lwhnaker Rez. N15ll)J2 I0t51100ta E02 Commdn Truss Z t _ Job Referen _joptiomd) J Truss Components of WA, Tumwalm.WA 99512 ).6405 Sep 292015 MiTek Industries.Inc To Nov 0612.53:142015 Pagel 10'.DpBMaCKCnBpnlONolPxtEPzyfly-fyER84OaoPTGtB25JeZuaYswwd FJ9S1hlTExB5yLUJ 6 116-3 f 1)4_9 --- 22 s13 __ 1 27-11-11 34-0-0 __�35-9-8 1_98 6-0 5 55-13 55-13 55-13 5-5136-0-5 1-9-8 Scale=1 61 8 4x4 6.00 r2 6 3.4 G 3x4 5 3.4 i Jx4 1.5x4 4 0 1sx4 � 3 9 0 in 2 n. Ch¢ 4x4 = 15 16 17 14 13 18 19 12 4x4= 3x4 = 3x8 = 3x4 = 3x4 = i1]410 24-6-8 _ 34-0-0 16 ]-&e 9-3-8 _Plate Offsets(X,Y)- 16:0-2-0.0-2-81 LOADING(psf) SPACING- TCLL 25.0 2-0-0 CSI. DEFL in (101) I/dee 40 PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.16 12-14 >934 240 MT20 785/148 TCDL 7,0 Lumber DOL IES BC 0.71 VBn(TL) -0.43 2-15 >91a 180 BCLL 0.0 ' Rep IRC2]nor VES WB 0.73 Horz(TL) 0.72 10 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:1591b FT=O°/4 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-2 oc purlins. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 HF Stud/Std'ExcSi MiTek recommends that Stabilizers and required cross bracing W4,W3:2x4 OF No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1569/0-5-8,10=1569/0-5-8 Max Horz 2=-134(LC 15) Max Upldt2=-220(1_C 10),10=-220(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2622/327,3-4=-2331/274,4-5=-2247/286,&6=-1673/247,&7=-1673/247, 7-8=-2247/286,8-9=2331/275,9-10=-2622/328 BOT CHORD 2-15=-338/2251,15-16=204/1858,16-17=-20411858,14-17=-204/1858,13-14=-100/1858, 13-18=-100/1858,18-19=100/1858,12-79=-100/1858,10-12=-205/2251 WEBS 6-14=-107/1057,7-14=746/198,7-12=251451,9-12=322/168,5-14=-746/198, 5-15=-25/451,3-15=322/167 NOTES. 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=151ssf,BCDL=5.Opsf,h=15ft;Cat.II;Exp B;enclosed; MWFRS(envelope)gable end zone;Cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;C1=1.1 �RPR FS 3)Unbalanced snow loads have been considered for this design. QF 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs �\�'� � s�O non-concurrent with other live loads. N�I NEF92 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 9 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 2- 89782 PE 17- fit between the bottom chord and any other members,with BCDL=10.0psf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)except Ot=lb)2-220, 10=220. •-�•�r LOAD CASE(S) Standard 9L OREGON �^ PA UL P� EXPIRES: 12/31/2016 November 6,2015 Q WARNING-VerIN design paramebrz and READ NOTES ON THIS AND INCLUDED MITEK REFERANGE PAGE MII-0473 on,idepri BEFORE USE. Design,drd for use only with madirS,connectors.This design is based only upon poromeran shown,one is for on maimmool bWtling componeol,not �� o to's lysnem.BPlpre use,the burning designer must verily me oppECObfvy of design poromeleri and popery incorporate liars design into the overoll Duido'dr,"in &ocing indicated is to onevent butting of Ira.vanol truss web and/orchord members only. Addinond temporary and permanent bracing 5alwoyireio,quiredfor delivery, sly and tl,preventccingo wanes Oiotpersonal Injuryand NSUTFIy damag e. For general andB CI building Cthe MiTek' SiSfer lub"pob,ostorage,delivery.a ec Trus and bracing of 18 N and tress systems,see Andfia. 1 22314 Criteria,DSL-L9 and LCSI Lv8dln9 Component Cor Klug Circle Safety Inlormpd_ ovoibble Iron buss Hole Institute.218 N.Lee Street.Suite 31Z.Alexontlrio.VA 2231 d. Corona,CA 92a60 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3 • 6-a dimensions Failure ow Could Cause Property Failto Follow L /a Center plate on joint unless x,y P y (Drawings not to scale) offsets are indicated. Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates f0 both sides Of truss 1 2 3 I. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. UI a12 cz-z 2, Truss bracing must be designed by an engineer.For "�16 wide truss spacing,individual lateral braces themselves C1 WEB$ cy a may require brocing,or alternative Tor I T m <, p bracing should be considered. U 3 �,�t O e 3. Never exceed the design loading shown and never d° u U stack materials on inadequately braced trusses. OF a 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate co-r c a 1 designer,erection supervisor,property owner and plates 0-'n6' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE ! joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO i locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. I 7, Design assumes trusses will be suitably protected from I CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. 'Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. unless otherwise noted,moisture content of lumber " I shall not exceed 19%of time of lubrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimensions the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to 4 x 4 to slots.Second dimension is ER-3907. ESR-2362,ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all specified.respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the spe=teed. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rel on lumber values 14.Bottom chords require lateral bracing at 10 fl.spacing, established by others. BEARING g y orless,if no ceiling is installed,unless otherwise noted. 15.Connections not shown ore the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek06 All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �� 1 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI}: National Design Specification for Metal 19.Review an portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. ` is not sufficient BCSI: Building Component Safety Informan, �'�/�'/� 20.Design assumes manufacture In accordance with s Guide to Good Practice for Handling, C,K` ANSI/TPI I Quality Cnteric. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 i