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2385 TT-90 TRUSSESP O. Box 1770 Production List Sumner, WA 98390 (253) 863-5555 SCHEDULED DELIVERY DATE / / Fax'.{253)891-1168 ~heTRUSSca. ft BUILDING SUPPLY INC. SOUNDBUILT NW, LLC s ° P O BOX 73790 T PUYALLUP, WA 98373 ° (253) 848-0820 H TAHOMA TERRA LOT 129/2385A-9-2 I P o YELM, 1 TFM 4 JOB NAME: MODEL: 2385A-9-2 LOT # 129 DELIVERY INSTRUCTIONS: Page: 1 DATE: 04/05/12 ORDER # 99155 QUOTE # CUSTOMER PO # SALES REP ~ Mike Poorman SIDE RD RD QTY ITEM TYPE DESCRIPTION LENGTH FT-IN-16 NOTES 64 Blocks 2 X 4 Vented 4-hole ~ Hanger ____ -- HGUS210-2 3 Hanger HUS26 19 Hanger JUS24 2 Hanger MSH29 RnnF TRIISSFS PROFILE TYPE QTY BASE O/A PITCH LUMBER OVERHANG CANTI LEVER STUB HEIGHT ID PLY SPAN SPAN TOP BOT TOP BOT LEFT RIGHT LEFT RIGHT LEFT RIGHT SPECIAL 24-06-00 24-06-00 4 ~ 8.0 62 99.8 Ibs -each.-- t---- 4.0 2X4 2X4 01.01-15 01.01-15 - 09-03-OS 399.41bs GABLE 1 ~ 24-06-00 24-06-00 09-03-08 64 ~ 153.5 lbs. each 8.0 0.0 2 X 4 2 X 4 01-01-15 - - _ . _- 153.5 Ibs FINK ~ 24-06-00 15-03-OS ~ 09-03-08 65 ~? 73.5 Ibs, each 8.0 0.0 2 X 4 2 X 4 01-01-15 09-02-08 _ __ _ 882.91bs ATTIC 24-06-00 15-03-08 09-03-OB f I ~ BSA 7 g9.6 lbs. each 8.0 0.0 2 X 4 2 X 4 01-01-15 09-02-08 ~ L ~. __ _ 897.81bs HOWE 1 24-06-00 24-OB-00 09-03-08 B6 2 PI 287.9 lbs. each 8.0 0.0 2 X 4 2 X 10 01-01-15 287.91bs GABLE 1 24-06-00 24-08-00 09-03-08 B7 147.3 lbs. each 8.0 4.0 2 X 4 2 X 4 01-01-15 01-01-15 147.31bs SCISSORS 1 14-00-00 14-00-00 05-09-OB C2 43.2 lbs. each 8.0 4.0 2 X 4 2 X 4 01-01-15 01-01-15 43.21bs GA BLE 1 0 1 a0h-00 14 ~ 05-09-08 C "_ 86.8 8.00 0.00 2 X 4 2 X 4 01-01-15 01-01-15 --- 88.8Ibs SPECIAL 06-06-00 105-05-08 D1 5 21 0 Ibs each B.0 0.0 2 X 4 2 X 4 01-01-15 01-00-08 03-03-08 195.31bs QUEEN POST 06-06-00 06-06-00 03-03-08 D2 ~ 22.5 lbs. each 8.0 0.0 2 X 4 2 X 4 01-01-15 01-01-15 n.s Ibs 04/05112 F VyIITEKUOBS\991551B2.TRE PAGE Page: 2 SOUNDBUILT NW, LLC Order Number: 99155 ROOF TRUSSES PROFILE TYPE QTY BASE O/A PITCH LUMBER OVERHANG CANTILEVER STUB 10 PLY SPAN SPAN TOP BOT TOP BOT LEFT RIGHT LEFT RIGHT LEFT RIGHT HEIGHT vat- "` '~, ~Q~~,Q~~'~~ GAUBLE 1 Lis-~3.OOIbs.O a0h-00..~_ 8.00 ----- - --~ 0.00 2 X 4 2 X 4 01-01-15 01-01-15 03-03-08 I L~. 33.OIbs .rrATTT1tr GABLE 1 39-06-00 39-06-00 07-07-07 _.. ~ ~:~~~~~~~I~IIIIIIIn+.- G7 201.5 Ibs. each 4.0 0.0 2X4 2X4 02-02-05 02-02-05 201s1bs VAULT 2 39-06-00 39-06-00 07-07-07 G2 160.7 Ibs. each 4.0 2.0 2 X 4 2 X 4 02-02-05 02-02-OS 321.5 Ibs ~~ VAULT 5 39-06-00 39-01-08 06-10-15 _ ~~ v ~7~ G3 151.5 Ibs. each 4.0 2.0 2 X 4 2 X 4 00-01-08 00-03-00 Tszslb5 TRIPLE HOWE 1 39-06-00 39-01-08 O6-t0-15 G4 2 pl 449.1 Ibs. each 4.0 0.0 2 X 6 2 X 6 00-01-08 00-03-00 419.1 Ibs GABLE 1 07-05-08 07-05-08 04-09-11 H1 34.3 Ibs. each 6.0 0.0 2 X 4 2Xa o1-06-00 31 31bs MONO TRUSS 2 07-05-08 07-05-08 04-09-11 H2 24.4 Ibs. each 5.0 0.0 2 X 4 2 X 4 01-06-00 1e.elbs MONO TRUSS 4 04-03-OS 04-03-08 03-06-11 H3 15.6 Ibs. each 6.0 0.0 2 X 4 2 X 4 01-06-00 00-08-00 sz.llbs MONO TRUSS 3 04-03-08 04-03-08 03 02 11 H4 14.7 Ibs. each 6.0 0.0 2 X 4 2 X 4 01-06-00 - - - u.zlba GABLE 1 04-03-08 04-03.08 03 06 11 H5 16.9 Ibs. each 8.0 0.0 2 X 4 2 X 4 01-06-00 00-08-00 - - 76.91bs File: F:\MITEK\JOBS\99155\B2.TRE TRUSSES: 55 ALL PRODUCTS: 144 PIECES: 570 WEIGHT: 4,796 Loading: 25 - 8 - 0 - 7 Max. Height: sz 04/05/12 F:WIITEKUOBS\88755~B2.TRE PAGE MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Teiephone 916/676-1900 Re: 9915 5 Fax 9161676-1909 SOUNDBUILT/L2M 2385/DV-RD The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by The Truss Company-Sumner, WA. Pages or sheets covered by this seal: 834355193 thru 834355212 My license renewal date for the state of Washington is August 1, 2012. Lumber design values are in accordance with ANS[iT'PI 1 section 6.3 These truss designs rely on lumber values established by others. April 5,2012 Tingcy. Palmer 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. Truss Truss Type Qty Ply SOUNDBUILT/L2M 2385IDV-RD 834355193 99155 62 The Truss Co./ Tri-County Truss, Sumner WA /Eugene OR /Burlington WA 7.340 s Mar 21 2012 MiTek Industries, Inc. Thu Apr 05 14:33:00 2012 Page 1 I D:vOvoAld OVp WzMNYbSHkLJRzeFze-H3ztDr55 DhwXG W6 Hj4L?tip 1 A3ZxY RT8BR MblvzTixn r1-1-151 4-2-12 I 12-3-0 I 182-1 I 24~~0 ~5-7-15 ~1-1-15 4-2-12 6-0-4 5-11-1 6-3.15 1.1-15 ~ 5~5 I~ a~ II 5xS = sole • t 57 7 LOADING (psf) SPACING 2.0.0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 (Roof Snow=25.0) plates Increase 1.15 TC 0.93 Vert(LL) -0.17 8 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.32 8-9 >889 240 BC LL 0 0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.19 6 n/a n/a BCDL . 7.0 Code IRC2009lTPI2007 (Matrix) Weight: 100 Ib FT = 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD 'Except' MiTek recommends that Stabilizers and required cross 4-9,4-8: 2x4 H F No.2 bracing be installed during truss erection, in accordance with tabilizer In tallation uide. REACTIONS (Ib/size) 2=1053/0-5-8 (min. 0-1-12), 6=1053/0-5-B (min. 0-1-10) Max Horz 2=234(LC 6) Max Uplift 2=-241(LC 7), 6=-241(LC 8) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1422/254, 3-11=-1038/237, 4-11=-917/266, 4-12=-2233!439, 5-12=-2351/410, 5-6=-2507/364 BOT CHORD 2-10=-198/1062, 9-10=-198/1062, 8-9=-36/800, 6-8=-237/2080 WEBS 3-9=-472/213, 4-8=-260/1694, 5-8=-343/240 NOTES (12) 1) Wind: ASCE 7-05; 85mph; TCDL=4.8psf; BCDL=4.2psi; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=25.0 psf (flat roof snow); Category II; Exp C; Partially 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 fora 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) Bearing a1 joint(s) 6 considers parallel to grain value using ANSI(TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=241, 6=241. 9) This truss is designed in accordance with the 2009 International Residential Code Sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verity that this parameter fits with the intended use of this component. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard WBItMNG -Verify drsign parmneten and RE,dD NOTES ON THIS dND INCLUDED IVVdTEK REFERENCE P,AG6 MII-747:1 BF.I'ORE USE, ~~. Design valid for use only with Mnek connector. This design is based only upon parameters shown and s to a indi d alb ,ilding component. Applicability of design parameters and proper incorporation of component is responsibility of building designee -not truss designer. Bracing shown Is for lateral support of individual web members only. Additionol temporary brociny to insure stability during construction is the responsibillity of the MiTek erector Additional permanent bracing of the overall structure is the responsibility of the building designee For general guidance regarding fobncotlon, quality control, storage. delivery. erection and bracing, consult AN51/TPII ~uollfy Crllrrla. DSB-89 and BCSI Bulldlnq Componr.nt 7777 Greenback Lane. Swte 109 Salefy Inlormallon avai4able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. !' ~n,ltherr Plri ! SP Dr SPp lumber is speaticd. the dest n values arc ?hose ettetuve OS OY2012 b ~ tiLSC or prnpased h SF90. citrus Heights, CA. 95610 April 5,2012 Job Truss Truss Type Ory Ply SOUNDBUILTlL2M 2385IDV-RD 99155 64 GABLE 1 1 834355194 Job Reference (optional The Truss Co./ Tri-County Truss, Sumner WA /Eugene OR / Burtinglon WA 7 340 ti Mar 21 2012 MiTek Industries. Inc. Thu Apr 05 14:33 02 2012 Page 1 I D vOvoAl V OVo WrMN YbSH kl .I RreF~e-r1R5PaX riil.IRFVnr:nrvnlT~n„~,.,rnznn.~oe.~..,.. r~„i 3iS = 11 t 3z! ~d Sule • 1 61 3 LOADING (psf) TCLL 25.0 SPACING 2.0.0 CSI DEFL in (lac) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.09 Vert(LL) -0.01 22 n/r 120 M720 185/148 TCDL 8,0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.01 22 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 21 nla nla BCDL 7.0 Code IRC2009ITPI2007 (Matrix) Weight: 154 Ib FT = 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF/SPF Stud/STD 'Except MiTek recommends that Stabilizers and re wired cross 10-33,12-32: 2x4 HF No.2 q bracing be installed during truss erection, in accordance with tabili er Installation wide. REACTIONS All bearings 24-6-0. (Ib) - Max Horz 1=-243(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 1, 21, 23, 24, 25, 26, 27, 28, 29, 31, 41, 40, 39, 38, 37, 36, 35, 34 Max Grav All reactions 250 Ib or less at joint(s) 1, 21, 33, 32, 23, 24, 25, 26, 27, 28, 29, 31, 41, 40, 39, 38, 37, 36, 35, 34 FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES (15) 1) Wind: ASCE 7-05; 85mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane o1 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 ANSIffPI 1-2002. 3) TCLL: ASCE 7-05; Pf=25.0 psf (flat roof snow); Category 11; Exp C; Partially 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 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed fora 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 Opsi 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 bearing plate capable of withstanding 100 Ib uplift 2t joint(s) 1, 21, 23, 24, 25, 26, 27, 28, 29, 31, 41, 40, 39, 38, 37, 36, 35, 34. 12) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 8802.10.2 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. 14) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 15) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard Q WdRNING Verify ddign parmruters and RF.dD NOTES ON THIS dND INCLUDED k11TEK REFERENCE Pd GE M11-747:1 BEFORE USE. ~~ Design valid for use only vdih Mnek connectors. This design is based only upon parameters shovm, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shovm is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the II (~q erector. Atlditionol permanent bracing o1 the overall structure is the responsibility of the building designer. For general guidance regarding I I V I) I ~' ~( fabrication. quality control, storage. delivery. erection a d b acing. consuls ANSI/TPI1 pualNy CrNerla, DS6•e9 and SCSI Bulldlny Component I Salety Inlormatfon availobk ham Truss Plole Institute. 781 N. lee Street. Suite 312. Alexandria vA :231 d 7/ //Greenback Lane Su°e 109 N 'southrre Plnr ! 5~' or SP Lumber rs s aerie d.the d ~ an ,aWCS arc thOSr effectn~c Oo:!I?'2012 by tiLSC or oropased by SPIFf. Cnrus Nerghls, CA, 95610 _. -~• w .•. +~ ~ .v r m ae ar -- [a ld Z/ 38 25 Z~ 7! ___ SRS VJB = April 5,2012 Job Truss 99155 BS Truss Type 1x5 = 12 ne OR /Burlington WA 7.340 s Mar 21 2012 MiTek Industries, Inc. Thu Apr 05 14:33:03 2012 Page 1 I D: vOvoAl dO Vp WzMNYbSHkLJRzeF ze-i efost7L Wc,157_q sODui V LRigGeXl gBauPbF MEzTixk 3-0-8 I B-119 I 15-3-8 116-5-7 { ~ 3-0-8 511-1 6-3-15 t-1-75 LOADING (psi) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 ' 8,00 3x9 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2009/TP I2007 LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2'Except' 3-6,1-7: 2x4 HF/SPF Stud/STD 834355195 Sofa • 1 5B i CSI DEFL in (lac) I/dell Ltd PLATES GRIP TC 0.46 Vert(LL) -0.13 6-7 >999 360 MT20 185/148 BC 0.43 Vert(TL) -0.21 4-6 >870 240 WB 0.28 Horz(TL) 0.01 4 n/a nla (Matrix} Weight: 74 Ib FT = 16% BRACING TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2.7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with 3_t_abilizer Installation guide. j REACTIONS (Ib/size) 4=722/0-5-8 (min. 0-1-8), 7=69910-5-8 (min. 0-1-8) Max Horz 7=-336(LC 5) Max Uplift 4=-167(LC 6), 7=-145(LC 8) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-664/201, 3-4=-839/133 BOT CHORD 4.6=-10/605 WEBS 2-6=-176/594, 3-6=-362/244, 2-7=-544/170 NOTES (11) 1) Wind: ASCE 7-05; 85mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=25.0 psi (flat roof snow); Category II; Exp C; Partially 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 fora 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, with BCDL = 7.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 4=167,7=145. 8) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 8802.10.2 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. 10) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard ~ ~,ni.)t ~'' /r~\ r~~, /<<iIS t 1L~/ _ti ~ ~ ,~ . ~S.S/C)N-AL ~'~~~ April 5,2012 Q WARMNG Vrrify design paramdrrs and RFC NOTES UN 77f15 AND INCLUDED NII7EK REFERENCE PAGE M11-747`.1 BEFORE USE. ~~ Design valid for use only with MiTek connectors. This Design Is based only upon parameters shown. and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of buildiny designer -not truss designer. Bracing shown Is for lateral suppod of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Atlditionol permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TPI1 Ouallly CrB~rla, DSB-84 and BC51 Bulldlnp Componanl 7777 Greenback Lane, Suue 109 Salsfy Inlormatlon available fiom Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Ckrus Hei hts, CA, 95610 tf Southern. Plea A SP or Sept lumber Is specified, the deaf n values are those effective 0&Ot'2f112 b ~ ALSC or ro ased b SPIB. 9 Job Truss Truss Type 99155 65A ROOF TRUSS The Truss Co./ Tri-County Truss, Sumner WA /Eugene OR /Burlington WA 9 00 12 9x12 15 10x10 II 11 6x8 Mi19H = 834355196 2012 Page 1 Sceie 3/16"-1' LOADING (psf) TCLL 25 0 SPACING 2.0.0 CSI DEFL in (loc) Ildefl L/d PLATES GRIP . (Roof Snow=25.0) plates Increase 1.15 TC 0.82 Vert(LL) -0.21 5-7 >858 360 MT20 1851148 D Lumber Increase 1.15 BC 0.51 Vert(TL) -0.42 5-7 >420 240 MT18H 185/148 BC LL 0.0 Rep Stress Incr NO WB 0.91 Horz(TL) 0.01 5 nla n!a larnl 7 n Code IRC2009/TPI2007 (Matrix) Weight: 100 Ib FT = 16°/ LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 WEBS 2x4 HF/SPF Stud/STD 'Except' BOT CHORD 1-10: 2x8 DF No.2, 3.15: 2x6 HF No.2 JOINTS REACTIONS (Ib/size) 10=736/0-5-8 (min. 0-1-8), 5=737/0-5-8 (min. 0.1-8) Max Horz 10=-337(LC 5) Max Uplift 10=-181(LC B), 5=-178(LC B) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-494/1602, 3-4=-635/174, 4-5=-8121135, 10-11=-794/218, 11-15=-418/137, 1-15=-249/802 BOT CHORD 9-10=-792/444, 6-9=12/456, B-17=-12/456, 7-17=-12/456, 5-7=-16/584 WEBS 7-12=-92/348, 3-12=-88/336, 4-7=-340/195, 15-16=-557/231, 3-16=-557/231, 2-15=-16641544,9-11=-31011322 Structural wood sheathing directly applied or 5-5-7 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-7-13 oc bracing: 9-10. 1 Brace at Jt(s): 16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (14) 1) Wind: ASCE 7-05; 85mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=25.0 psf (flat roof snow); Category II; Exp C; Partially 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed fora 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, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=tb) 10=181, 5=178. 9) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 Ib down and 24 Ib up at 12-2-8, and 100 Ib down and 24 Ib up at 14-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) This truss is designed for a creep factor of 1.25, which is used to calculate the total toad deflection. The building designer shall verify that this parameter Bits with the intended use of this component. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. Continued on page 2 Q WBHMNG ~ Verify design pm~ametars and READ NOTES ON THIS dlVD lNCI,UDED IVIITEK i2EFEREN('E PAGE AD1 ~ 7473 HEFr)!2E UtiE. I ~~ Design valid for use only with MTek connectors. this design is based only upon parameters shown, and is for an indlviduol building Component, Appllcobility of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of intlividuol web members only. Addifionol temporary bracing to insure stability during construction is the responsibillity of the a R'~~ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding t V 1 fabrication. quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 Oua1Ny CrBeria, DSB-89 and SCSI Bulldlnp Component 7777 Greenback Lene, Suite 109 Salsly Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, nlexandria, vn 223t a. Cdrus Hei hts, CA, 95670 ft Southerr fine (SP or Spp lumber Is speclFietl, the desl n values are those ettetttve (1501'21111 b ~ 4LSC or ro ased b' Sf"18. 9 Ory Ply -rSOUNDBUILT/L2M 2385(DV-RD y+ II 3vB = 2x+ II 3.+ _ April 5,2012 Job 99155 The T Truss BSA Type F TRUSS Truss. Sumner WA /Eugene OR /Burlington WA LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15,. Plate Increase=1.15 Uniform Loads (pli] Vert: 1-2=-66, 2-6=-66, 5-10=-14 Concentrated Loads (Ib) Vert: 9=-100(F) 17=-100(F) - -- - -- - qty Ply SOUNDBUILT/L2M 2385lDV-RD 834355196 7.340 s Mar 21 2012 MiTek Industries, Inc. Thu Apr OS 14.33:04 2012 Page 2 I D:vOvoAldOVp WzMNYbSHkLJ RzeFZe-Aq DA3CBzHwRykBP 2ywgxl Yzl IgyYU7bj63KpugzTixj 0 [AdRMN(i Verrfy design pm~aiNetera and READ NOTES ON TN75 dND INCLUDED NITEK REFERENCE PdGE M71 T473 BEFORE USE. ~~ Design valitl for use only vnih M7ek connectors. This design is based only upon paromeiers shorn, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for loterol support of individual web members only. AddNional Temporary brocing to insure stability during construction is the responsibillity of the n Y'~~ e _ erector. Atlditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ~~t~ E( fabrication, quality control, storage. delivery. erection and brocing. consult ANSIRPII qualNy CrNrrla, D5B•89 and 6CSI Bulldiny Component ~ 7i Gn~enhaek Lene. Suite 109 Solely Inlormotlon available from Truss Plate Insl'ilrile 781 IJ. Lre Street. S~rile 312 Ale.antlria. VA 22314. Carus Her hts, CA, 95610 H Southtrr~ Ptne~ t Sf' or SFb) lumber Is so riled. the rleslan ,;slurs arr~?^ose~ rttrch~r~^ Oi; ~Ot ~2rn? ne at Cr nr nrnnn~on n,: tarn ~ 9 Job Truss 99155 B6 The Truss Co./ Tri-County Truss, wvt I 1 OR /Burlington WA 7.340 s Mar 5x10 MT18H d M ;H: 6.B Industries, Inc. Thu Apr 05 834355197 Scsle " 166 U LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7,0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2009/TPI2007 CSI TC 0.88 BC 0.89 WB 0.90 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft L/d -0.22 10-11 >999 360 -0.38 10-11 >764 240 0.12 6 n/a n/a PLATES GRIP MT20 185/148 MT18H 185!148 Weight: 288 Ib FT = 16°/ LUMBER BRACING TOP CHORD 2x4 DF 2400E 2.0E 'Except' TOP CHORD Slructural wood sheathing directly applied or 3-3-10 oc purlins BOT CHORD 4-7: 2x4 HF 1650E 1.5E 2x10 DF SS 'Except' BOT CHORD . Rigid ceiling directly applied or 10-0-0 oc bracing. 6-9: 2x4 HF No.2 WEBS 2x4 HF/SPF Stud/STD 'Except' 4-9,2-11:2x4 HF No.2, 4-10: 2x4 HF 1650E 1.5E REACTIONS (Ib/size) 1=1 1 504/0-5-8 (req. 0-6-2), 6=5120/0-5-8 (min. 0.4-3) Max Horz 1=-243(LC 5) Max Uplift 1=-2705(LC 7), 6=-1216(LC 8) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-15926/3739, 2-13=-13181/3151, 3-13=-13098/3163, 3-4=-13055/3202 , 4-14=-8142/2001,5-14=-8248/1974,5-6=-8475/1944 BOT CHORD 1-11=-3097/13219, 11-12=-3097/13219, 10-12=-3097!13219, 9-10=-1465/6758, 8-9=-1498/6857, 6-8=-1497/6854 WEBS 4-9=-281/1121, 4-10=-2731/11094, 2-11=-1161/4974, 2-10=-4574/1192 NOTES (1g) 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 0-4-0 oc. Bottom chords connected as follows: 2x10 - 2 rows staggered at 0-6-0 oc, 2x4 - 1 row at D-9-0 oc. Webs connected as follows: 2x4 - 2 rows staggered at 0-3-0 oc, Except member 9-4 2x4 - 1 row at 0-9-0 oc, member 8-5 2x4 - 1 row at 0-9-0 oc, member 10-4 2x4 - t row at 0-9-0 oc, member 5-9 2x4 - 1 row at 0-9-0 oc, member 2-11 2x4 - 1 row at 0-9-0 oc, member 10-2 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 7-05; BSmph; TCDL=4.8psf; BCDL=4.2psf; h=25tt; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-05; Pf=25.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times slat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed fora 10.0 psf bottom chord live load nonconcurcent 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 fit between the bottom chord and any other members. 10) WARNING: Required bearing size al joint(s) 1 greater than input bearing size. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=2705, 6=1216. 12) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 8802.10.2 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. Continued on page 2 A WdRMNG Verify design parameter: an d R&AL NOTES ON THIS dND INCLUDED MI7EK REFERENCE PAGE iRIIl 74 73 BEFORE USE. ~~ Design valid for use only with MiTek connectors. This design is bored onN upon parameters shown. and is for on individual building Component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is !or lateral support of individual web members only. Additional temporary bracing to insure sldbilily during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication. quoliTy control. storage. delivery. erection and bracing. consult ANSI/TPII QualNy Cd1~rla, DS!-99 and SCSI lulldlnp Component SaMty Intormotbn available hom Truss Plote Institute. 7BI N, Lee Street. Suite 312. Alexantlria, vA 22314. 7777 Greenback Lane, Suite 109 n Southern Pine I SP or SP tumttEr is speciticd, the tlefi n values are those eftecuve Oti;0Y2012 ~ ALSt or ro osed b SP18. Citrus Heights, CA, 95610 MSH19 3x11 II „"°f° 8x76 II exe - Zx~ tl ,••~ HU526 HGU5110.1 Apri! 5.2012 Job Truss Truss Type 55 66 HOWE WA NOTES (19) 14) Use USP MSH29 (With 10d nails into Girder 8 10d nails into Truss) or equivalent spaced at 1-6-0 oc max. starting at 0-6-12 from the left end to 2-0-12 to connect truss(es) g3 (1 ply 2x8 DF) to front face of bottom chord. 15) Use Simpson Strong-Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 4-0-12 from the left end to 8-0-12 to connect truss(es) g3 (t ply 2x8 DF) to front face of bottom chord. 16) Use Sirnpson Strong-Tie HGUS210-2 (46-16d Girder, 16-16d Truss) or equivalent at 9-1-0 from the left end to connect truss(es) G4 (2 ply 2x8 DF) to front face of bottom chord. 17) Fill all nail holes where hanger is in contact with lumber. 18) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 19) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pl>') Vert: 1-12=-825(F=-811), 6-12=-14, 1-4=-66, 4-7=-66 Concentrated Loads (Ib) Vert: 10=-7901(F) :,~. ~ , AWdRNINL Verify design pm+anletrrs and RF.AI) NOTES UNTHIS dND INCLUnED kIITEK REfEi?ZEN1:E PAGE 1711-747.3 BEFORE U. E. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. ~I Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown ~~. is for lateral support of individual web members only. Addilional temporary bracing fo insure stability during construction is the responsiblllity of the F Y erector. Addilional permanent bracing of the overall structure is the responsibility of the building designee For general guidance regarding ~'4~ E P~ 1\ labricotion. quality control, storage. delivery. erection and bracing. consult ANSI/TPII OualHy CrRsrta, D58.89 and BCSI 6ulldlnp Component 7777 Greenuack Lane, Suite 109 Salty Inlormatlon available hom Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314 Citrus Heights, CA, 95610 tt Souttlero Pule { SP or SPp lumber 1s spcctNed, Me deaf n iralucs arc those effetnve Otr1112g11 b ~ kLSC or rropaacd b 5{'€tl. 2 834355197 7.340 s Mar 21 2012 MiTek Industries, Inc. Thu Apr OS 14.33:05 2012 Page 2 ID:vOvoAldO Vp WzMNYbSHKLJ RzeFze-eOnYGY9b2EZpMH_F WexAam WvZ4 CvDaytLj4M06zTixi Job 99155 The T Truss Truss Type 67 GABLE SOUNDBUILT/L2M 2385/DV-RD 834355198 Sumner WA /Eugene OR / Budington WA 7.340 s Mar 21 2012 MiTek Industries, Inc. Thu Apr 05 14:33:06 2012 Page 1 ID:vOvoAldOVpWzMNYbSHkLJRZeFze-6CKwUu9DpXhg_RZR4LSP7z39NUXwy9g0aNpvz2zTixh 1- -1 I 12.3.0 t 17-6-0 i 24-6-0 1-15 12J-0 5-1-b 7-0-0 'I 1-15~ 3x5 = 13 15 ~1 t~y~ d Scxla • 1 65 2 LOADING (psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) plates Increase 1.15 TC 0.56 Vert(LL) -0.09 23-25 >999 360 MT20 1851148 D Lumber Increase 1.15 BC 0.90 Vert TL -0.19 23-25 >841 240 BCD L 0 0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.08 23 n/a nla BCDL . 7,0 Code IRC2009(TPI2007 (Matrix) Weight: 147 Ib FT = 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 4-10-1 oc purlins. 22-27: 2x6 HF No.2 BOT CHOR D Rigid ceiling directly applied or 6-0-0 oc bracing, Except: BO7 CHORD 2x4 HF No.2 10-0-0 oc bracing: 26-27,25-26,23-25. WEBS 2x4 HF/SPF Stud/STD JOINTS 1 Brace at Jt(s): 14, 19 OTHERS 2x4 HF/SPF Stud/STD MiTek recommends chat Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. n,cnv r rvrva nn ucni nrys ic- I I-o except 01=lengm/ co=u-o-o. (Ib) - Max Horz 2=234(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 34, 33, 32, 31, 30, 29 except 23=-168(LC 8), 28=-153(LC 7) Max Grav All reactions 250 Ib or less at joint(s) 2, 34, 33, 32, 31, 30, 29 except 26=424(LC 1), 23=599(LC 1), 28=512(LC 1) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (tb) or less except when shown. TOP CHORD 22-23=-1007/78, 11-27=-1034/175, 11-14=-1000/194, 14-17=-935!220, 17-19=-915!201, 19-21=-877/166, 21-22=-856/154 BOT GHORD 26-27=0/698, 25-26=0/748, 23-25=0/786 WEBS 22-25=0/578 NOTES (16) 1) Wind: ASCE 7-05; SSmph; TCDL=4.8psf; BCDL=4.2psf h=25tt; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 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(rPl 1-2002. 3) TCLL: ASCE 7-05; Pf=25.0 psf (flat roof snow); Category II; Exp C; Partially 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 five load of 16.0 psf or 1.00 times flat roof load pf 25.0 psf on overhangs non-concurrent with other live loads, 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 9) • This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the boriom chord and any other members. 10) Bearing at joint(s) 23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 34, 33, 32, 31, 30, 29 except (jt=1b) 23=168, 28=153. 12) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 8802.10.2 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. 14) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to tness TC w/ 2-10d nails. 15) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Continued on page 2 April 5,2012 ~;~ WdRMNG ~ Verify doiyn parameters and REAI> NOTES ON THIS dND INCi,UI7ED Rt7(EK REFERENCE Pd GE itII1~7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and Is loran individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of bJilding designer -not truss designer. Bracing shown is for lateral suppon of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the n .'~•~ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding (`!( t fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRPII Qua1Hy CrHerla. DSB•B4 and SCSI Bulldlnq Componsnl 7777 Greenback Lane, Suite 109 SaMty tnlamatlon availoble hom Truss Plate Institute, 181 N. Lee Street. Suite 312. Alexandria. vA ?2314. Cerus HeigMS, CA, 95610 t1 southern Plnt i5P or SPp lumber Is B tafitd, tht deal n ~relucs are thost tttecuvt~ tT6-i!1 2U12 by ALSC. or proposed by SPIB. S. 'I lA,-~~. /a.s.?i,'~ F~. •`' ~ ~' /~~~ Il~~/C l t~~A~ ~ ~:, ~~ SiU,'~'.A t. ~ ~`~`r L 33 3Z 31 30 Z9 78 27 Z5 ' 3x8 Job Truss Truss Type 99155 87 GABLE The Truss Co./ Tri-County Truss, Sumner WA /Eugene OR /Burlington WA 16) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASES) Standard oty Ply 1 1 1 ---- R34355198 7.340 s Mar 21 2012 MiTek Industries, Inc. Thu Apr 05 14:33:07 2012 Page 2 I D:vOvoAldOVp WzMNYbS HkL J RzeFze-aPul h EASarpXbb8dd3zeBbK7ut9hc4AO 1 ZTV?zTixg A WdRMNG Verify design p¢r¢nreters and 12EdD NOTES UN 77fIS dN-lNCL[1DED AII7X.KREFERF.NC'E PdGE RII1 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability O! design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for I¢terat support of intlividuol web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility or the building designer. For general guidance regarding MiTek fabrication. qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Qua1Ny CrMefla, DSB-89 and SCSI Eullding Component 7777 Greenback Lane, Suite 109 Satsty Inlormatlon available ham Truss Plate Institute. 781 N. lee $ireet, Suite 312. Alexandria, VA 22314. Citrus Heights. CA, 95670 If Southern Plne I SP or SPp) lumber Is spaafled the dcsian values arc Those etfectlvc Oti 01'2012 Dy ALSC or pra posed by Sr IFi. Job Truss Truss Type 99155 ~C2 SCISSORS 834355199 Truss, Sumner WA /Eugene OR 18uriington WA 7.340 s Mar 21 2012 MiTek Industries, Inc. Thu Apr 05 14:33:07 2012 Page 1 I D:vOvoAl dOVpWzMNYbSHkLJ RzeFze-aPul hEAsarpXbbBdd3zefBbFmuzzhcFAo 1 ZTV?zTixg -1-115 t 7-0-0 F 14-0-0 I 15-1-15 ~ 1-'I-15 7-9-0 7-0-0 1.1.15 ' <.a = IF{ 7 tl Scrls • 1 35 5 LOADING (psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (lac) I/dell L/d PLATES GRIP (Roof Snow=25.0) plates Increase 1.15 TC 0.84 Vert(LL) -0.15 2-6 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -0.29 2-6 >552 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.07 4 n/a nla BCDL 7.0 Code IRC2009lTP12007 (Matrix) Wei ht: 43 Ib FT = 76% g LUMBER BRACING TOP CHORD 2x4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF StudISTD MiTek recommends that Stabilizers and required cross bracin be Installed durin truss erection, in accordance with 9 9 St bili I ll i REACTIONS (Ib/size) 2=63310-5-8 (min. 0-1-8), 4=633/0-5-6 (min. 0-1-8) a zer nsta at on guide Max Horz 2=137(LC 6) Max Uplift 2=-163(LC 7), 4=-163(LC 8) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown TOP CHORD 2-7=-966/55, 3-7=-822/69, 3-8=-822/99, 4-8=-966/84 BOT CHORD 2-6=0/750, 4-6=0/750 WEBS 3-6=0/561 NOTES (12) 1) Wind: ASCE 7-05; 85mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=25.0 psf (flat roof snow); Category II; Exp C; Partially 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 pst 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 fora 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) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=163,4=163. 9) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 8802.10.2 and ~~~,K ~' referenced standard ANSI/TPI 1. 10 "S i i id it hb k i h f " ^ C ~ ) em -r g p c rea s w t ixed heels Member end fixity model was used in the analysis and design of this truss. ~ 11) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection, The building designer shall verify that this parameter fits with the intended use of this component. 12) All dimensions given in feet-inches sixteenths (FFIISS) format. , .. LOAD CASE(S) Standard ~~' ~ ~ ~0' ~ ~~ April 5,2012 Q WdRMNG Verify design parameters and RF.dD NOTES ON T7flS dND lNCLUPED AII7F.K REFERENCE PdGfi Ml1-7473 BEFORE USE. ~~ Design valid for use only with Mlek connectors. This design iz based onry upon parameters shown. antl is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer, Bracing shown is for loleral support of individual web members only. Additional temporary bracing to insure sfabilily during construction is the responsibillify of the erector. Additional permpnent bracing of the overall structure is the responsitrility of the building designer. For general guidance regarding MiTek fabrication. quality control. storage. delivery, erection and bracing. consult ANSIRPII OualMy CrHerla, DSB-89 and BCSI Bulldlny Component 7777 Greenback Lane. Suite 109 Salsly Inlormatlon available ham Truss Plate Institute 781 N. Lee Street. Suite 312. Alexandria. VA 22314. !` 5oumerr: Plnc ; SP or SPp) lumber cs spccdied, the design ,•alues are those ettettn~c 0&~L ",'2U11 by ALSO nr e~rcdvrsed by SF'IB. Cdrus HeigMS, CA, 95610 Job Truss Truss Type 99155 C4 GABLE 6xB = 2~4 II . y,d I Truss Co./ Tri-County Truss, Sumner WA /Eugene OR /Burlington WA 7.340 s Mar 21 2012 MiTek Industries, Inc. Thu Apr OS 14:33:09 2012 Page 1 I D:vOvoAldOVp WzMNYbSHkLJ RzeFze- Wn036wC65S3F rv101T?6kchmehim9aDTGL2aZuzTixe -1-1-15 I 7-0-0 I 14-b-b I 15-1-15 ~ 1-1-15 7-0-0 7-0-0 1.1-iS ~ TOP CHORD N TCHING ALLOWED IN AREAS WITH STACKE HOWEVER, N WITHIN 24" OF T 1 a+ II LOADING (psf) TCLL 25.0 SPACING 2_0.0 CSI DEFL in (loc) I/dell L/d PLATES GRIP (Roof Snow=25.0) plates Increase 1.15 TC 0.18 Veri(LL) -0.06 2-12 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.38 Vert(TL) -0.10 2-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 8 n/a n/a BCDL 7.0 Code IRC2009/TP12007 (Matrix) Wei ht: 67 Ib FT = 16% g LUMBER BRACING TOP CHORD 2x4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS OTHERS 2x4 HF/SPF Stud/STD 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracin be installed durin truss erection, in accordance with 9 9 St bili I ll i i REACTIONS (Ib/size) 2=635/0-3-8 (min. 0-1-8), 8=635/0-3-8 (min. 0-1-8) a zer nsta at on gu de. Max Horz 2=135(LC 6) Max Uplift 2=-161(LC 7), 8=-161(LC 6) FORCES (Ib) -Max. Comp.lMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-624/93, 3-23=-5271131, 4-23=-500/144, 4-5=-417/147, 5-6=-4i 71147, 6-24=-5001143, 7-24=-527/131, 7-8=-624/92 BOT CHORD 2-12=-15/438, 11-12=-14/438, 10.11=-14/438, B-10=-15/438 NOTES (13) 1) Wind: ASCE 7-05; 85mph; TCDL=4.8psf; BCDL=4.2psf h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 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(TPI 1.2002. 3) TCLL: ASCE 7-05; Pf=25.0 psf (flat roof snow); Category II; Exp C; Partially 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 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed fora 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint{s) except Qt=1b) 2=161, 8=161. 10) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11,1 and 8802.10.2 and referenced stantlartl ANSIlTPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verity that this parameter sits with the intended use of this component. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard ti ~ t) (y ~ ~~J'~f, ~~((ilS Ll 1LV~~ ~--,~ ~SS/O 1V A L A: tiL~ April 5,2012 ~1iJ3 Q [ABRMNO Verify design parameters and t?F.dL7 NOTES ON TNJ,S dND INC(,(IPED MrTEK REFERENCE PdG& All1 74T.i BEFURE USE. ~~ Design valid for use only with MTek connectors. This design is bored only upon parameters shovan, and is for an individual building component. i Applicability of design pgrameters and proper incorporotlon of component is responsibility of building designer -not truss designer. Brocing shown is for lateral support of individual web members only. Additional temporary bracing 1o insure stability during construction is the responsibillity of the rs s (7~ erector. Additional permanent bracing of the overall structure is the responsibility of the binding designer. For general guidance regarding '~ 'Lft fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 QualHy CrBsrla, DSB-89 and BCSI Bulldinp Component 7777 Greenback Lane. Sidle 109 Solely Intimation avoilgble tram Truss Plate Institute. 781 N. Lee Street. Suite 312 Alexandria. VA 2231 d. Citrus HeiglHS, CA, 95610 tt SouMerrf Pmr I SP or SPp} lumber is spcaficd, the design values are thltise ettectlti~~ 0£•'09'2U12 by AL S~ or prapased by SPIB. 834355200 Sure • t 36 8 TOP CHORD ONLY; a" II ' zxd II TOP CHORD NOTCHING IS ALLOWED axs ~ ~xs `` HE HEEL JOINTS. e 80 17 BxB i Z3 ~' Bx6 Q 3 ~ ~+ II and I ~~ ~ 3x5 ~` ~ B 9 a,d II ty 2d II ~~ a+ II Dtd II to ar+ II 4x5 = a+ II a+ I I a+ II dx5 = Job Truss Truss Type 99155 ~D1 PROOF TRUSS 834355201 The Truss Co./ Tri-County Truss, Sumner WA /Eugene OR / Budinglon WA 7.340 s Mar 21 2012 MiTek Industries, Inc. Thu Apr OS 14:33:09 2012 Page 1 I D:vOvoAl dOVp WzMNYbSHkLJ RzeFze-Wn036wC65S3FrvI01T?6kchnbhma9auTGL 2aZuzTixe -1-1-15 I 33-0 F __5-5-8 ,I r 1.1.15 7.7.0 2-2-8 Sub • t 2T 1 ~1 ~~ LOADING (psr) SPACING 2.0.0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 (Root Snow=25.0) plates Increase 1.15 TC 0.11 Vert(LL} -0.00 2-6 >999 360 MT20 185/148 Lumberlncrease 1.15 BC 0.07 Vert(TL) -0.01 2-6 >999 240 BCDL 0 0 Rep Stress Incr YES WB 0.07 Horz(TL} 0.00 5 nla nla . BCDL 7,0 Code IRC2009/TPI2007 (Matrix) Weight: 21 Ib FT = 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 WEBS 2x4 HF/SPF Stud/STD BOT CHORD REACTIONS (Ib/size) 2=304/0-3-8 (min. 0-1-8), 5=19610-1-8 (min. 0-1-B) Max Horz 2=88(LC 6) Max Uplift 2=-104(LC 7), 5=-32(LC 8) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (13) 1) Wind: ASCE 7-05; 85mph; TCDL=4.Bpsf; BCDL=4.2psf; h=25tt; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pi=25.0 psf (flat roof snow); Category II; Exp C; Partially 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 fora 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except Ut=1b) 2=104. 10) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSIlTPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 13) All dimensions given in feel-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard ~~, Q fAdRMNG Verify design paramden and READ NOTES ON THIS dND INCLUDED Ml i'StC REFERENCE Pd GE MII 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is bored only upon parameters shown, and is for an indi viduel building component. Applicability of design parameters and grope+incorporation of component is responsibility of building designer ~ not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the r, '1- 1, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding I [ 4~ e t~ r\ fabrication. quality control. storage, delivery. erection and bracing. consult ANSI/TPII pualNy CrNerla, DSD•69 and 6CS1 sulldlnp Component 7777 Greenuack Lene, Sw1e 109 Salsty Inlormallon avoilo ble Irom Truss Plate Institute. 781 N. Lee SllreeL Suite 312 Alexandria. vA 2231 a. CdruS Heights, CA, 65610 !t Soumerr. I Inr ! SP or SPp) lumber is sptctfled, the tlefl n values ere thaw ettecUUt 0661'2012 'ALSO or ropmcd b' SPI©. April 5,2012 Job Truss Truss Type Dry Ply SOUNDBUILT/L2M 2385IDV-RD 834355202 99155 p2 ROOF TRUSS 1 1 Job Reference optional) The Truss Co./ Tri-County Truss, Sumner WA /Eugene OR /Burlington WA 7.340 s Mar 21 2012 MiTek Industries, Inc. Thu Apr 05 14:33:10 2012 Page 1 ~.~ _ $[ sca.-rn~ l$ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L!d PLATES GRIP TCLL 25.0 (Roof Snow=25.0) plates Increase 1.15 TC 0.12 Vert(LL) -0.00 4-6 >999 360 MT20 185/148 TCDL 6 0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.01 4-6 >999 240 . BCLL 0 0 I Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 4 n/a n!a BCDL 7 0 I , Code IRC2009lTP12007 I (Matrix) 1 Weight 23 Ib FT = 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No 2 BOT CHORD WEBS 2x4 HFlSPF Stud/STD REACTIONS (Ib/size) 2=335/0-3-8 (min. 0-1-8), 4=335/0-3-8 (min. 0-1-8) Max Horz 2=65(LC 6) Max Uplift 2=-107(LC 7), 4=-107(LC 8) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-7=-259/24, 4-8=-259/24 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with I t NOTES (11) 1) Wind: ASCE 7-05; SSmph; TCDL=4.Bpsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=25.0 psf (flat roof snow); Category II; Exp C; Partially 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-coneurrenl with other live loads. 5) This truss has been designed fora 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 boriom 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=107,4=107. 8) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 8802.10.2 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. 10) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard ,~[•,R 4~~ ~- ~ ~ ~~ ~) ~. l ~S.S/O,'~ A L ~~ ~`L~ April 5,2012 Q INdRMNG ~ Verify design parameters and 1?Eal) NOT1"sS ON THIS dND INCLUDED MTF.K REFERENCE PdGE AIII-7473 BEFUI2E USE. ~~ Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an individuol building component, Applicability of design parameter and proper incorporation of component is responsibility of building designer -not truss designer. Bracing Shawn Is for lateral suppoA of indivitlual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the ss A iT~ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding '~!' 1 fabrication, quality control. storage. delivery, erection and bracing, consult AN51/TPII Qual@y CrBsria, DSB-@9 and SCSI BvAdinp Componsnt 7177 Greenback Lane, Suite 109 Salefy Information available hom Truss Plate Institute. 781 N. Lce Sheet. Suite 312 Alexandria. VA 22314 Citrus Heights, GA, 95610 1! Southern I inc ,Sp or SPpllumbcr is sprcthed. the deal n balucs arc those eftettlve D&:01'2012 b • ALSO or ro med b ~ SPIB. Job Truss Truss Type pry Ply SOUNDBUILTIL2M 2365IDV-RD 834355203 99155 D3 GABLE 1 1 Job Reference o tional The Truss Co./ Tri-County Truss, Sumner WA /Eugene OR / Budinglon WA 7.340 s Mar 21 2012 MiTek Industries, Inc. Thu Apr 05 14:33:11 2012 Page 1 ID:vOvoAldOVpWzMNYbSHkLJRzeFze-TABpXcDMd4Jz4DSOsu2agl m7XVRIdUOIjfXgemzTixc -1~1~15 I 3-3-0 I 6-6-0 ,I 7-7-15 ' 1-1-15 3-5-0 1.3-0 1-1.15 ' Sui~ t!S'•1' TOP CHORD NOTCHING ALLOWED IN AREAS WITH STACKED TOP CHORD ONLY; HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HE" '^'"'T" Eve = LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.p SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2009/TPI2007 CSI TC 0.09 BC 0.09 WB 0.07 (Matrix) DEFL in Vert(LL) -0.00 Veli(TL) -0.01 Horz(TL) 0.00 (lac) I/deft Ud 2-6 >999 360 2-6 >999 240 4 nla nla PLATES GRIP MT20 185/148 Weight: 33 Ib FT = 16% LUMBER BRACING TOP CHORD 2x4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD OTHERS 2x4 HFYSPF Stud/STD MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with St bili I ll i REACTIONS (Ib/size) 2=335/0-3-8 (min. 0-1-8), 4=335/0.3- 8 (min. 0-1-8) a zer nsta at on ouide. Max Horz 2=60(LC 6) Max Uplift 2=-108(LC 7), 4=-108(LC 8) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or le ss except when shown. TOP CHORD 2-11=-268/25, 4-12=-268/23 NOTES (13) 1) Wind: ASCE 7-05; BSmph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 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/TPI 1-2002. 3) TCLL: ASCE 7-05; Pf=25.0 psf (flat roof snow); Category II; Exp C; Partially 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 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed fora 10.0 psi 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 wilt fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of wRhstanding 100 Ib uplift al joint(s) except (jt=1b) 2=108,4=108. 10) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 8802.10.2 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. 12) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 13) All dimensions given in feet-inches-sixteenths (FFIISS) formal. LOAD CASE(S) Standard April 5,2012 ~~:.. A LVARMNG Verify design paranrtt`en and REdi7 NOTES ON THIS dND INCLUDED ADTEK REFERENCE PAfiE hII7 7473 BE£ORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ' Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ' l erector. Additions! permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ' I4~ i I ~ I~ fabrication. quality control, storage, delivery. erection and bracing, consult ANSI/rPlt Qualify CrMVIa, DS!-89 and SCSI Bvlldlnp Component /777 Greenback Lane, Suite 109 Salefy Intormallon available ham truss Plate Institute. 7B7 N. Lee Street. Suite 312. Alexandria. VA 22314. Cttrus Meiphts. CA, 95610 If Southerr. Plnr (SP or SPp1 lumber is spcntied, the des n values are these effective OG~09'2r112 b ALSC or rrapascd b ~ SPIB. Job 99155 834355204 :Truss Co./ Trt-County Truss, Sumner WA /Eugene OR /Burlington WA 7.340 s Mar 21 2012 MiTek Industries, Inc. Thu Apr OS 14:33:14 2012 Page 1 I D:vOvoAldO Vp WzM NYbSH kLJ RzeFze-tlpy9dGFw?hYxgAzY 1 bHRfOZ6i SAgrGC Pd I KFSzTixZ -2-2-5 19-9-0 39=6-0 N-8-5 2-Z-5 I 19-9-0 I t&e~0 I 22 S~ Sab • t'.701 /po 1Z 3~6 = d td '° et 60 59 5e 57 56 SS 51 53 52 St 50 /9 46 17 I6 IS N /3 /2 17 10 39 36 J7 36 35 31 3z5 = 3.6 = 3x6 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) Ildefl L/d PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.32 Vert(LL) -0.06 33 n/r 120 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.17 Vert(TL) -0.08 33 n/r 90 TCDL 8.0 Rep Stress Incr YES WB 0.13 Horz(TL} 0.01 32 n/a n/a BCDL ~.p Code IRC2009ITPI2007 (Matrix) Weight: 202 Ib FT = 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with tabili er Installs ion uide. REACTIONS All bearings 39-6-0. (Ib) - Max Horz 2=-100(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 34, 35, 36, 37, 38, 39, 40, 41, 42, 44, 45, 46, 61, 60, 59, 58, 57, 56, 55, 54, 53, 51, 50, 49 except 2=-137(LC 7), 32=-151(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 48, 47, 34, 35, 36, 37, 38, 39, 40, 41, 42, 44, 45, 46, 61, 60, 59, 58, 57, 56, 55, 54, 53, 51, 50, 49 except 2=315(LC 2), 32=315(LC 3) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES (15) 1) Wind: ASCE 7-05; BSmph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 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 ANSIlfPI 1.2002. 3) TGLL: ASCE 7-05; Pf=25.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Gt=1.1 4) Unbalanced snow loads have been considered for this design. S) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof toad of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. B) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed fora 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. ~,j~l',K ~~/,1- 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints} 34, 35, 36, 37, `,'•,`~~ 'v'. ~~~, 38, 39, 40, 41, 42, 44, 45, 46, 61, 60, 59, 58, 57, 56, 55, 54, 53, 51, 50, 49 except Qt=1b) 2=137, 32=151. ~1 :' 12) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 8802.10.2 and _Jti referenced standard ANSI/TPI 1. tr- '% 13) "Semi-rigid pitchbreaks wdh fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall ~ verify that this parameter fits with the intended use of this component. tr; r 15) All dimensions given in feet-inches-sixteenths (FFIISS) format. 'p ~, at//, ~ ;;. LOAD CASE(S) Standard rJ~~S 1` r;1 ~ l 1 1;\~`,~;~~ ' y0,'~A1.~.' April 5,2012 Q WdRMNG Yeti, jy draigin parmnders and READ NOTES ON 7HIS dND INCL[IDBD NII7FX REFERENCE Pd GE Afl1-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. I ~~ Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral suppod of individual web members only. Additional temporary bracing fo insure stability during construction is the responsibillify of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Fa general guidance regarding fabrication, quality control. storage, delivery. e ecfion a td bracing. consult ANSI/TPI1 puolity CrMSda, DSiS-84 and SCSI 6uildlnp Component I MiTek Salefy Inlormatlon available from Truss Plate Institute. 781 tJ. lee Street. Suite 312. Alexandria VA 22314. i i7. i Greenback Lane. Suite 109 M SoUthfrP. f'Ine I §P ar §Pp? IUmhCr ES SpCCIfICd. thE' U" c :Un ielUeS are thOSC fffCCUVC tlz, r 1 2V712 by wl SC nr nrnnnsrd by SPin Gltrus Heights, GA, 95610 Truss Truss Type T/L2M 2385/DV-RD 834355205 99155 G2 ROOF TRUSS 2 1 Job Reference (optional) The Truss Co./ Tri-County Truss, Sumner WA /Eugene OR /Burlington WA 7.340 s Mar 21 2012 MiTek Industries, Inc. Thu Apr 05 14:33:16 2012 Page 1 ID:vOvoAldOVpWzMNYbSHkLJRzeFze-pBxiaJHVScxFA KMfSdIX4TnvWxilZBUtxERJ zTixX --2.2.5 I 7.4-6 I 13J-12 I 19-&0 I 26-012 I 32-3-9 I 396-0 F 4185 2-2-5 7J-6 6-0-3 8-4-4 6-3-12 6-2-13 7.2-7 2-2-5 ~ SgN•1.71,3 400 12 5x5 = tl*~ d 200 t2 4.4 - 4x7 = 5x8 = LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2.0.0 plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2009/TPI2007 CSI TC 0.88 BC 1.00 WB 0.87 (Matrix) DEFL in (lac) I/deft L/d Vert(LL) -0.81 t5-16 >560 360 Vert(TL) -1.39 16-17 >338 240 Horz(TL) 0.52 11 nla nla PLATES GRIP MT20 185/148 MT18H 185/148 Wei ht 161 Ib FT = 16°/ g LUMBER BRACING TOP CHORD 2x4 DF 2400E 2.0E TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 HF No.2 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2-17: 2x4 HF SS 2x4 HF/SPF Stud/STD 'Except' MiTek recommends that Stabilizers and required cross 6-17,7-16,7-15: 2x4 HF No.2 bracing be installed during truss erection, in accordance with tabili er In tall ti n id SLIDER Left 2x4 HFSPF Stud/STD 3-2-3 s a o a e. REACTIONS (Ib/size) 2=1 7 8410-5-8 (min.0-2-14), 11=1784/0-5-8 (min.0-2-15) Max Horz 2=-100(LC 6) Max Uplift 2=-418(LC 7), 11=-418(LC 8) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-7388/1319, 3-4=-7252/1339, 4-5=-7158/1299, 5-18=-7106/1301, 6-18=-7056/1310, 6-7=-3132/597,7-8=-3129/593,8-19=-3729/702,9-19=-3780/693,9-10=-3848/692, 10-11=-4146/754 BOTCHORD 2-17=-1282/6979, 16-17=-602/3611, 16-20=-307/2442, 20-21=-307/2442, 15-2t=-307/2442, 14-15=-428/3224, 13-14=-428/3224, 11-13=-617/3846 WEBS 6-17=-681/3761, 6-16=-1499/377, 7-16=-199/1055, 7-15=-192/1060, B-15=-830/256, 8-13=-96/532, 10-13=-391/186 NOTES (13) 1) Wind: ASCE 7-05; BSmph; TCDL=4.8psf; BCDL=4.2psf h=25tt; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pt=25.0 psf (flat roof snow); Category II; Exp C; Partially 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed fora 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 tit between the bottom chord and any other members, with BCDL = 7 Opsf. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verrfy capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=418,11=418. 10) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 8802.10.2 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. 12) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verity that this parameter fits with the intended use of this component. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard Q WdRMNG Verify design parcoNetm and ItEdD NOTES ON 7NIS dND INCLUDED 1tt71TsK REFERENCE Pd GE M!1 7473 BEFORE USE. ~~ Design valid for use only with MiTek connectors. This design is bored only upon parameters shovan. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stabi3ity during construction is the responsibillify of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding MiTek lubrication. quality control. storage. delivery. erection and bracing, Consult ANSI/TPII puoltty CrHerla. D59.89 and SCSI Bulldlnp Component 7777 Greenback Lane, Sune 109 Salefy Inlormatlon available hum truss Plate I srtute. 781 rJ. Lee Street. Suite 312 Alexandria vA 22314. !* ;nuttlcre Prat ISP Or SPnl lumber lc r. nr, ln,~l thr rl,Tcinn :alnns nrn !Cncr nttnrtn,a. fi 1 '~n17 h„ LI (r ~. ,:.,, ,, . h„ cola Citrus HeigMS, CA, 95610 April 5,2012 Job Truss Truss Type Oty Ply SOUNDBUILTIL2M2385IDV-RD 834355206 99155 G3 ROOF TRUSS 5 1 Job Reference o tional The Truss Co./ Tri-County Truss, Sumner WA /Eugene OR /Burlington WA 7.340 s Mar 21 2012 MiTek Industries, Inc. Thu Apr 05 14:33:17 2012 Page 1 ID:vOvoAldOVpWzMNYbSHkLJRzeFze-HKV4of17Dw36o8vYD98 310yswH710ke6b ?rOzTixW 7-}•0 I 13-}-1 I 19.7-a I 25-11-i 1 322-t - }g-1-g 7-}0 6-0-3 6-N 6J-12 6-2-13 } 6.11.7 ~ so.i. • te. e 00 112 5.5 = I~ 2 OD 112 5~e = ~r~ _ ~~7 = 3x~ _ awe = LOADING (psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (lac) Ildefl L/d PLATES GRIP (Roof Snow=25.0) plates Increase 1.15 TC 0.86 Vert(LL) -0.80 13-14 >581 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.92 Vert TL) ( -1.37 14-15 >340 240 MT18H 185/148 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.50 10 nla nla BCDL 7,0 Code IRC2009/TPI2007 (Matrix) Weight: 152 Ib FT = 16% LUMBER BRACING TOP CHORD 2x4 DF 2400E 2.0E 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 8-10: 2x4 HF 1650E 1.5E BOT CHOR D Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 HF No.2 'Except' 1-1 S: 2x4 HF SS, 10-12: 2x4 HF 1650E t.SE MiTek recommends that Stabilizers and required cross WEBS 2x4 HF/SPF StudISTD'Except' bracing be installed during truss erection, in accordance with t bili er I ll t ti id 5-15,6-14,6-13: 2x4 HF No.2 ns a a on u e. SLIDER Left 2x4 HFSPF Stud/STD 3-2-3 REACTIONS (Ib/size) 1=1611/0-4-0 (min. 0-2-9), 10=1612/0-5-8 (min. 0-2-10) Max Horz 1=79(LC 5) Max Uplift 1=-310(LC 7), 10=-309(LC 8) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-740911 41 8, 2-3=-7293/1431, 3-4=-7191/1386, 4-16=-7139/1396, 5-16=-7076/1397, 5-6=-31251609, 6-7=-3111/600, 7-17=-3679/730, 8-17=-3743/729, B-9=-3811/713, 9-10=-4092!783 BOT CHORD 1-15=-1389/7019, 1 4-1 5=-6 3613608, 14-18=-328/2433, 18-19=-328/2433, 13-19=-328/2433,12-13=-475/3201,11-12=-475/3201,10-11=-682/3786 WEBS 5-15=-756/3801,5-14=-1461/392,6-14=-206/1032,6-13=-195/1017,7-13=-791/263, 7-11=-118/513, 9-11=-354/192 NOTES (12) 1) Wind: ASCE 7-05; 65mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=25.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 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, with BCDL = 7.Opsi. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing suAace. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=310,10=309. 9) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 4'' 2 ,y fi ~ t)6 `` /> ._~ 1~ April 5,2012 Q WdRMNG Vrrify design p¢ramden and READ NOTE5 O!J TNIS AND INCLfIItEQ MITFX REFERENCE Pdf,511p1-7473 BEFORE USE. Design valid for use only with Mi1ek connectors. This design is based only upon parameters shovm, and is for an Vndividupl building componeN. Applicability of design paromelers and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is For lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the r erector. Additional permanent bracing of the overall structure is the responsibility of the builtling designer. For general guidance regarding ~ I f ~ ~( fabrication, qualify control. storage. delivery, erection and bracing, consult ANSI/TPI1 puolay Craerla. DSB•89 and BCSI Bulldtng Componrrnl 7777 Greenback Lane. Suite 109 Safely InlormaNon available ham truss Plate Institute. Tat N. Lee Street, Suite 312. Adexa ndrio. VA 22314. CANS HeigMS, CA, 95610 I! Southern Pine I SP ar SPp fumt}er is s cnfied. ttlc desi n values are those ettcetivc 06~0120t i b ~ ,~LSC or ro oscd b SPIB. Job Truss Truss Type Ory Ply SOUNDBUILT/L2M 2385/DV-RD 99155 G4 TRIPLE HOWE 1 834355207 2 u.H ooro.o...-e i....r...an The Truss Co./ Tri-County Truss, Sumner WA /Eugene OR / Budington WA 7.340 s Mar 21 2012 Mi7ek Industries. Inc. Thu Apr O5 14:33:19 2012 Page 1 ID:vOvoAldOVpWzMNYbSHkLJRzeFze-EjdrDLJNIXKg1 R3xKaBS8j5J ij_GVvOxZuTSwlzTixU 5-4-6 i 10-8~1 + 15-I-12 I 197-8 I 21.1-4 { 28-6-15 { 3}10-8 I 39-1-8 ~ 5-4.8 5-3.9 b5-12 1-5-12 /-5-12 4~5-12 5-3-9 5-3-0 ~ SuN • 1.651 5z9 II d 5x16 MT18H i IV itl rtl iti It 13 12 5x15 MT18H JUS2! 3x6 II 8x8 = Br8 MT1aH = 10x10 = 5>,5 = 8>$ = 3K6 I JVS2~ JUS24 5x5 = JUS24 8><8 MT18H = JU62! JV521 JU624 JU521 NOTE: TRUSS SPACING AND LOADINGS SHALL BE REVIEWED AND APPROVED BY A PROJECT ENGINEER OR QUALIF IED BUILDING DESIGNER. 5-4.8 10-e~t 15-1-t2 19.7-8 24-1-4 28E-15 33-10-6 79-1-8 5-1-8 5-3~9 4-5-12 4-5-12 45-12 45-12 5-3-9 5-3-0 Plate Offsets (X,Y): [1:0-7-8,Edge], [2:0-1-12,0-2-0], [4:0-2-8,0-2-0], [5:0-1-8,0-2-8], [6:0-4-12,0-2-8J, [7:0-1-8,0-2-8], [8:0-2-8,0-2-0], [10:0-1-12,0-2-0], [11:0-7-8,Edge], (12:0.3-12 0-1-8] [13:0-2.4 0-4.4], [14:0-1-12 0-2-8] [18:0-1-12 0-2-8] [19:0-2-4 0-4-4], [20:0-3-12,0-1-8] LOADING (psf) TCLL 25.0 SPACING 1-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Root Snow=25.0) plates Increase 1.15 TC 0.82 Vert(LL) -0.65 16-18 >718 360 MT20 185/148 D Lumber Increase 1.15 BC 0.88 Vert(TL) -1.13 16-18 >410 240 MT18H 1851148 BCL L 0.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.28 11 nla n/a a,^r11 ~ n Code IRC2009/TPI2007 (Matrix) Weight: 449 Ib FT = 16% LUMBER TOP CHORD 2x6 HF No.2 'Except' 1-3,9-11: 2x6 HF 1650E 1.5E BOT CHORD 2x6 DF 2400E 2.0E WEBS 2x4 HF/SPF Stud/STD 'Except' 5-18,6-16,7-14: 2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2.7-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=7901/0-4-0 (min. 0-3-15), 11=7901/0-5-8 (min. 0-3-15) Max Horz 1=38(LC 5) Max Uplift 1=-1861(LC 7), 11=-1861(LC 8) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-21590/5076, 2-3=-18659/4379, 3-4=-1862714386, 4-21=-15511/3647, 5-21=-15470/3650, 5-6=-12690/2991, 6-7=-12690/2992, 7-22=-15397/3632, 8-22=-15438/3629,8-9=-18416/4336,9-10=-1844814329,10-11=-21020/4942 BOT CHORD 1-20=-4641/20494, 19-20=-4841/20494, 1 8-1 9=-41 56/1 771 6, 17-16=-3414/14676, 16-17=-3414/14676,15-16=-3361/14607,14-15=-3361/14607,13-14=-4071/17516, 12-13=-4660/19879,11-12=-4660/19879 WEBS 2-20=-374/1684, 4-19=-695/2999, 5.18=-892/3791, 6-16=-1801/7691, 7-14=-869/3690, B-13=-662/2862, 10-12=-367/1657, 2-19=-2916/720, 4-18=-3845/937, 5-16=-3998/963, 7-16=-3897/939, 8-14=-3677/897, 10-13=-2464/619 NOTES (15) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. 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) Wnd: ASCE 7-05; SSmph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-05; Pf=25.0 psf (slat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6} All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed fora 10,0 psf bottom chord live load nonconcurcent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the boriom 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 1=1861,11=1861. 10) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSIlTPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Use USP JUS24 (Wth 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 38-0-12 to connect truss(es) B5 (1 ply 2x6 HF) to front face of bottom chord. Q WARMNli Verify design parwnletrra and READ NOTES ON THIS dND INCLUDED M177EK REFERENCE PAGE AII1 74 73 BEPURE USE. ~~ Design valid for use only with Mirek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of indivitlual web members only. Additional temporary brocing to insure stability during construction is the responsibillity of the MiTek- • erector. Additionol permanent bracing of the overoll structure is the responsibility of the building designee For general guidance regarding lobricotion, quolily control. storage. delivery. erection and bracing. consult ANSI/TPI1 OualNy Crksrla, DSB-89 and SCSI BuIldlnp Component 7777 GreBnback Lane, Sidle 108 Salety Inlormatlon available hom truss Plate 1 tlwle. 7P1 u I e e Str i. S '1 31 ~. Aleaondria. vA 22314. C6rus Heigttts, CA, 95610 tt Sou*.htrn Pine I SP Or SPp; lumber is .;_ e :hrtl. tnr dr c, n ;slut .. Trf lhcse ettrenva 05~(?t'2U12 b ~ ALSC or pro osed b ~ Sr'I8. April 5,2012 ___ Job Truss Truss Type Oty Ply SOUNDBUILT/L2M 2385/DV-RD 834355207 99155 G4 TRIPLE HOVVE 1 2 Job Reference o tional The Truss Co./ Tri-County Truss, Sumner WA /Eugene OR /Burlington WA 7.340 s Mar 21 2012 Mi7ek Industries, Inc. Thu Apr 05 14:33:19 2012 Page 2 ID:vOvoAldOVp WzMNYbS HkLJ RzeFze-EjdrDLJNIX Kq 1 R3xKaBS8j5J 1 j_GVvQxZuT5wlzTixU NOTES (15) 13) Fill all nail holes where hanger is in contact with lumber. 14) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 15) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-11=-375(F=-368), 1-6=-33, 6-11=-33 AWdRMNG ~ Vrrify design paranrutera and REdD NOTES ON THIS dND lNCLUnED MfTEK REFERENCE Pd GE ittlt-747:1 BEFDRE USE. I ~~ Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building corponent. C Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown i6~ is for lateral support of individual web members only. Adtlitional temporary bracing to insure stab~li}y during construction Is the responsibillity of the r~ T erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding E L~ ~ !~ 1( fabrication. quality control, storage. delivery. erection and bracing, consult ANSI/Till Quality CrHerla, DSB-B9 and SCSI Balldinp Component 77! Greenback Lane, Suite 109 Solety Intormatlon available ham Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Cnrus HeigMS, CA, 95610 L` Southern Plnc l SV or SPp lumber n spoaficd. Fhc dcsi n tables 8re thdSe CflCCtlvc~ 050"2011 Up ALSI Or ro ascd b SPIB. Job Truss 99155 H 1 Truss Type pry Ply GABLE 1~ The Truss Co.l Tri-County Truss, Sumner WA /Eugene OR /Burlington WA 7.340 s Mar 21 2012 MiTek Industries, Inc. Thu Apr 05 14:33:19 2012 I ID:vOvoAldOVpWzMNYbSHkLJRzeFze-EjdrDLJNIXKgt R3xKaBS8j5TJjBPV7yxZuT5w 1 6 0 I 7-5-6 I r 1~6-0 7-5-8 2r4 II 7 834355208 sul. - txt 0 LOADING (psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) plates Increase 1.15 TC 0.16 Vert(LL) -0.03 1 n!r 120 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.03 1 n/r 90 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 8 nla n/a BCDL ~,0 Code IRC2009(fP12007 (Matrix) Weight: 34 Ib FT = 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 WEBS 2x4 HFlSPF Stud/STD BOT CHORD OTHERS 2x4 HF/SPF Stud/STD REACTIONS All bearings 7-5-8. (Ib) - Max Horz 2=152(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2. 8, 12, 11, 10, 9 Max Grav All reactions 250 Ib or less at joint(s) 2, 8, 12, 11, 10, 9 FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 De purlins except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with J Stabilizer Installation guide NOTES (14) 1) Wind: ASCE 7-05; 85mph; TCDL=4.epsf; BCDL=4.2psf; h=25it; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 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/TPI 1-2002. 3) TCLL: ASCE 7-05; Pf=25.0 psf (flat roof snow); Category II; Exp C; Partially 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 times flat roof load Of 25.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. B) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) 'This truss has been designed for a live load of 20.Opsf on the bottom chortl 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 Ib uplift at joint(s) 2, 8, 12, 11, 10, 9. 11) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard J' ~,i~.u 4,~~ ^r ~ - ( )(1 April 5,2012 Q wERMNG v~.;,~ design parameters and READ NOTES ON THIS END lNCLUPED Av1F.tc REFERENCE Pd GE hDl T4T3 BEPUt'tE USE. ~ V ~ ~ ~e Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. ~~~ Applicability of design porameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the f,. ~-, erector Additionol permanent bracing of the overoll structure is the responsibility of the building designer. FOr general guidance regarding I ~ h' i ; I ~ j\ fabrication, qualify control, storage. delivery, erection and bracing, consult AN51/TPII QuallTy CrHerla. DSS-69 and sCSI Bullding Component 7777 Greenuack Lane, Suite 109 Solely InlamWlon available ham Truss Plate Institute, 761 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus HeigMS, CA, 95610 It Southern pine (Sp or SPp lumber is spcatied, the tlcsi n valuas arc those cttect,ve 06:81 2012 b t+LSC or ropaaec b SPIB. SOUNDBUILT/L2M 2385lDV-RD ...+ II a+ II a. II A. II 1~9 II Job 99155 The Truss Sumner Type Qry Ply SOUNDBUILTIL2M 2385/DV-RD O TRUSS 2 f 834355209 / Eugene OR /Burlington WA 7.340 s Mar 21 2012 MiTek Industries, Inc. Thu Apr 05 14:33:20 2012 Page 1 ID:vOvoAldOVpWzMNYbSHkLJRzeFze-ivBDOhK?WrShfbe7uHihhweUB70SEaj4oYCfSlzTixT I t-6'0 I 7 e 1-6-0 7.S.g -~ b~ II 3 yule • 1.29 6 LOADING (ps() TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.79 Vert(LL) -0.17 2-4 >505 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.32 2-4 >269 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 7.0 Code IRC2009(TPI2007 {Matrix) Weight: 24 Ib FT = 16% LUMBER BRACING TOP CHORD 2x4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 HF No.2 , except end verticals WEBS 2x4 HF/$PF Stud/STD BOT CHORD . Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with REACTIONS (Ib/size) 2=408/0-3-8 (min. 0-1-8), 4=274/0-1-8 (min. 0-1-8) Stabilizer Installation guide Max Horz 2=152(LC 6) Max Uplift 2=-131(LC 7), 4=-76(LC 7) Max Grav 2=419(LC 2), 4=320(LC 2) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-270/106 NOTES (13) 1) Wind: ASCE 7-05; 85mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. I1; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=25.0 psf (flat roof snow); Category II; Exp C; Partially 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 fora 10.0 pst 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 tit between the bottom chord and any other members. 7) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) 2=131. 10) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pilchbreaks with fixed heels'" Member end fixity model was used in the analysis and design of this truss. 12) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard y~ ,~rV~~.1Z S.S. ~'1~/ ~~ Yr.~ ~' ~~ ~ 0' ~ ~~ ~~ -4• April 5,2012 0 WdRMNG - Verrfy design pmwmders and RF.A!) NUTES UN THIS dND INCLUDED kIITF,K REFERENCE Pd GE 1NT!-74 T.1 &EFORE USE. ~~ Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. ~~ Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only, Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overoll structure is the responsibility of the building designer. For general guidance regarding M iTek~ labricdtion. quality control, storage. delivery. erection and bracing, consuB ANSI/TPII pualHy CrBaria, DSE-89 and 6CSI Buildlnp Component Safely Inlormatlon available hom truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. vA 22314. 7777 Greenback Lane, Suite 109 ff Southc rn Pur6 15P or SPp lumber is s ecrfled, Me desi R .'i11UeS trC those effCLllYi D6<L'1 1D12 kL SC or ro osed b ~ SPI6. citrus HeigMS, CA. 95610 Job Truss 55 H3 Type 0 TRUSS Oy 834355210 The Truss Co./ Tri-County Truss, Sumner WA /Eugene OR /Burlington WA 7.340 s Mar 21 2012 MiTek Industries, Inc. Thu Apr OS 14:33:21 2012 Page 1 ID:vOvoAldOVpWzMNYbSHkLJRzeFze-ASkbdOLeHBaYHICJS?DwEBApYXrHz1zE0CyC BzTixS r _ •t•6-0 I 6 -8 I! 11 8 r 1 fi-0 y-y-g 0-B-0 ld Sins • 121 ] LOADING (psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.18 Vert(LL) -0.02 2-5 >999 360 MT20 185/148 TCDL g,p Lumber Increase 1.15 BC 0.14 Vert(TL) -0.03 2-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 7,0 Code IRC2009ITPI2007 (Matrix) Weight: 16 Ib FT = 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 WEBS 2x4 HF/SPF Stud/STD BOT CHORD REACTIONS (Ib/size) 2=286/0-3-8 (min. 0-1-8), 5=197/0-1-8 (min. 0-1-8) Max Horz 2=108(LC 6) Max Uplift 2=-106(LC 7), 5=-61(LC 6) Max Grav 2=287(LC 2), 5=224(LC 2) FORCES (Ib) -Max. Comp.IMax. Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 4-3-8 oc purlins except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES (13) 1) Wnd: ASCE 7-05; 85mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; P1=25.0 psf (flat roof snow); Category II; Exp C; Partially 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 fora 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surtace. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt=1b) 2=106. 10) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 8802.10.2 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. 12) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard -r ,fit"•K eA` r )(i ~ ;;. ~S.S/Cl ~, ~ L ~ ~'L~ April 5,2012 ,~,; Q WdRMNG - Vm(fg design parantders and REAL) NOTES ONTNIS.dND lNCLUI)ED tffTElC REFERENCE PAGE AII!-74T3 BEFORE USE. ~~ Design valid for use only vdth MiTek connectors, ibis Uesipn is hosed only upon parameters shovm, and is for on individual building component. ~~ Applicability of design parameters and proper incorporation cf component is responsibility of building designer -not truss designer. Bracing shown ~ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ~~ S erector. Atlditional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding ~Vf (I~ k }obricotian. quality control, storage. delivery. erection and bracing, consult ANSI/TPI1 QualHy CrHsria, DS!-e9 and 6C51 6ulldlny Componsnl 7777 Greenback Lane, Suite 109 Sabfy Information available ham Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 2231A. tf Southern %ne (51' or SPp IUmbcr U SpeCtfied, the dtst n S'tIUCS are those fttCLUvC o&Ct'1t11 ~ ALSC or ro osetl b SPIB. citrus Heigrns, CA, 95610 Job Truss Truss Type 99155 H4 MONO TRUSS The Truss Co./ Td-County Truss, Sumner WA /Eugene OR / Budington WA ly SOUNDBUILT/L2M 2385/DV-RD 834355211 1 Job Reference o liana) s Mar 21 2012 MiTek Industries, Inc. Thu Apr 05 14:33:21 2012 Page 1 a~ II Swl~ • 1 196 S $I LOADING (psi] TCLL 25.0 SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d (Roof Snow=25.0) Plates Increase 1.15 TC 0.22 Vert(LL) -0.02 2-4 >999 360 TCDL 8.0 Lumber Increase 1.15 BC 0.14 Vert(TL) -0.03 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 7,0 Code IRC2009/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 WEBS 2x4 HF/SPF Stud/STD BOT CHORD REACTIONS (Ib/size) 2=291/0-3-8 (min. 0-1-8), 4=138/0-1-8 (min. 0-1-8) Max Horz 2=92(LC 6) Max Uplift 2=-116(LC 7), 4=-31(LC 7) Max Grav 2=295(LC 2), 4=153(LC 2) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 185/148 Weight: 15 Ib FT = 16% Structural wootl sheathing directly applied or 4-3-8 oc purlins except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance wkh Stabilizer Installation guide NOTES (13) 1) Wind: ASCE 7-05; SSmph; TCDL=4.8ps/; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=25.0 psf (flat roof snow); Category II; Exp C; Partially 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 fora 10.0 psf bottom chord live load nonconcument 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) Bearing at joint(s) 4 considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at Joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) 2=116. 10) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 8802.10.2 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. 12) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard WBRMNG Verify design pmrmreter• and REdD RTES ON THIS dIJD INCLUAED AffTElC REFERENCE Pd GE Mil'-7473 BEFORE USE. ~~ Design valid for use only with M7ek connectors. This design is based only upon parameters shown. and is for on individual building component. ~~ Applicability o1 design parameters and proper incorporation of Component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overolt structure is the responsibility of the building designer. for general guidance regarding MiTek tobrication. quality control, storage. delivery. erection and bracing. consul) ANSI/rPll Qua1By CrBerla. DSB-89 and BCSI Bullding Component Safety Inlormallon available ham truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. 7777 Greenback Lane. Suite 109 !` Southern F~ute (SP or SPp) lumbCr is s ccrretl. the tlest n yalucB are ihaso ettr_~tne OiiL14f71~ by ALSC or proposed by SPIB. Citrus Heights, CA, 95610 April 5,2012 Job Truss Truss Type Dry Ply SOUNDBUILTIL2M2385/DV-RD 834355212 99155 H5 GABLE 1 1 The Truss Co./ Tri-County Truss, Sumner WA /Eugene OR /Burlington WA 7.340 s Mar 21 2012 MiTek Industries, Inc. Thu Apr 05 14:33:22 2012 Page 1 ID:vOvoAldOVpWzMNYbSHkLJRzeFze-eHIZrMMGi SiPvvnVN0ik9mLjJxD5iUnNFshmXdzTixR -t-6-o I a-7-B F 4~U~8-1 t-6-o as-e o-e-o s~,t. • t ar 7 -es-a LOADING (psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (lac) I/dell Vd PLATES GRIP (Roof Snow=25.0) plates Increase 1.15 TC 0.15 Vert(LL) -0.00 5 n/r 120 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 5 n/r 90 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 6 n/a n/a BCDL ~,0 Code IRC2009ITPI2007 (Matrix) Weight: 17 Ib FT = 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HFISPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance wit REACTIONS (Ib/size) 2=224/4-2-8 (min. 0-1-8), 6=110/4-2-B (min. 0-1-8), 7=150/4-2-8 (min. 0-1-8) Stabilizer Installation guide Max Horz 2=108(LC 6) Max Uplift 2=-89{LC 7), 6=-54(LC 6), 7=-28(LC 7) Max Grav 2=224(LC 1), 6=135(LC 2), 7=158(LC 2) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES (14) 1) Wind: ASCE 7-05; 85mph; TCDL=4.Bpsf; BCDL=4.2psf; h=25tt; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 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/TPI 1-2002. 3) TGLL: ASCE 7.05; Pf=25.0 psi (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min root 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. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent 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 fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6, 7. 11) This truss is designed in accordance with the 2009 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intendetl use of this component. 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard i 0 WdRMNG ~ Ymify design pmnmders an d READ NOTES ON THIS ANL) INCLUDED MITEK REFERENCE Pd GE i1771~7473 BEFORE USE. Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for on individuol building component. ~~~ Applicability of design parameters and proper incorporation of component is responsibility of building designer ~ not truss designer. Bracing shown ~~~'~'" is fa Igterdl support of individuol web members only. Additionol temporary bracing to insure stability during construction is the responsibillity of the f - ; erector Additionol permanent brocing of the overall structure is the responsibility of the builtling tlesigner. For general guidance regarding ', f4, fabrication. quality control, storage. delivery. erection and bracing, consult ANSI/TPII QualMy CrNedo, DSa-69 and aC51 aulldlnp Component 7777 Greennark Lane, Suite 109 $akly Infdmaflon available ham Trvss Glato Institvle, 781 N. Loe Street. Suite 312. Alexandria. VA 22314. CarUS Helghf5. CA, 95610 M Southerr, Pme (SP or SPp lumber ra specfficd, the dtsi n ealues are thost Cffecuve O6t01'2b12 b ~ ALSI'. or ro osed b SPIO. April 5, 2012 n ~ Z d rn ~ r vy ~ D X y p W ~ N m o~c Wp~za 7 Q Q o: ~• ~ Q. ° f7 ~ ~ ~cfl~ l~~ a Z ro~on~og ~~--~ ~;oQ~ ~ __ Q'G~OQjO OC Q- ~- Q r SO ~.7 Quo 3 7 m m ~ n~ ~. Q:~ m n p ~~ am OiQiQ~Qn~p tD00 Q Q~_-Q C~ O ~3= ~o~~of~ ~~oo aoro~ p J~Q3. N ~•NWo~ mp~o oa'~ Z Qoc~ o °'`'•~ ° Q an f ~ ~'o m as 7 Qoo n? coQ~m ~.~s °o-a cD Q 3 0 0 O CD < cD ~ ~. ¢ ~ p' 7 0 ~~ Q ~ ~ n O•~ N O. 7 :^ 7 Q"~ ~~• nQ c9p-p 70 ~'~~ ~' ~ D_ Q 7 ~ O (n N VI ~ v v ~ O m~ `~ A W fl"F.m ~ ~a a A 7~ tn~ ~~ N ow V ~O~(Dm~D~ ~ lD 7 (D ~ (D ~ ~N C~ smi+rn A cn A n N C ~ 7 fp ;V~<D~ cn7 f1 ~ N aW rn0 a(~p wcD Q af 0 -° ~ ~ N N O 0 t p ~~aOOO~n O O~ D'O ~O N o ti AA oN ~°~ n~°a~ ~~ N c~ ~ aaaN~ o O-jOpZroO 7 ry ry' ~ p ~., N7 N of O ~ ~ ~ n- -ND a ~ C 3NQNfl 'D N N Oo D A ~ ~_, ~o so ~ -' O (Q N O N o a Q N A f~ CD Q A n 0 y v C ~ n v D -v 7O D H O ~ ~o m n o Q c o a ~~ ~ ~. .o „_ C ~ ~~ 3 a so N O N 0 Z n C x ~ ~ ~~ m .~ In H n m Z ~v m 7On m D m O m z T m v W z 0 O_ Z H O O N 7~ 7 ~ ~. n a3 Q Qao Qnp_ m p' n X70 om N O ~ ~~ 7• m O m C ? Z N ~ O m x m~ ~ m ~o Z ~ m N ~ `~ D a~ ~ Z Z C ~3 D ^+ -. ~o y m xo m ~ m ~ ~ z '" N 70 D~ ~o (7 m ti ~cc N m (~ 'p -n aQo A O /Q~ x 0 ~. N v+ --„ 7 3° 0 0• ~~ Q O (D n O (D ~w O A O Dp0 (~ Q~~~~ C `~ 7 v~ (D H ~ Q 0 ~ ~ a 3oQ5'~ c~D O W ~" O a~~•o_. ~o~,~o, m ~%a? S ~ N ~ X O (Op ~ -+~ 7 x N ~ ~ TOP CHORD W J V O O n O N N P W O~ A a 3 _m p w, Cp O < N ~ 7 ~ O 7 ~ Q ~. (D x fD 7 S D rn 0 N n D O Z D Z v 0 z D O Z C ~• ~~ N O ~O W V O~ N A W N _ ~ :~ OD V P Cn A W N - T Dp~°~-~~~ °° P ~~. ' a<. s.<m ~ ao° o ~ ° o'°o mo c aS o ~o S~ ~~ ~o 00 ~ l~ oar ~ z g ~; as Q ~~ ~.m ~ o° ° o' ~.n ~._ gym' 3 3 ~ ~ ~. ° ~ o .< ~ < o ~N o -OQ ~~o ~°`° ~ oc~ ~ ~:~ ~o a~~ m~ ~_'~ ~m go S.o ~aa ~ mm's 3m' ~n'~NQ °a Q CD n - ~ 3 a S o ~ s 5 a m °-m ~~ =~ m s o S 3 ~ n ° x c N o o~ (Q -+ p c ~• m -o c°-. 3 ~ S °^ o N ° ° °, ~ ~ `° ~ N ° - O ~ x m ° ~ ° m ~ ~ 9' m o ~ ° ~ ~ ° g CD O /"'~ a N ? Q ~; N O O Q. O O n Q O C ~ a cp - a O y~ ry ~. 3~ m 3 N N •4. ~~ N °~ 'O (D ~ T V~ < ~.° `~sa < m ° ~'~ m- m~ 3~ o ~ ate' ~o ~~~ can„ ~°. ~QO3 Q~ ~ O 3 0» Qmm m ~~ ~a aQ ~ a ~° a"'7 ° a .. ~nao Q ~o'o o s Q° 7 mac' ~° o~m ~ ~'„ ° '"~' ~~ o~ ~~ °o"c' °m ~~°-~ °" °°~ o •a"c? 5'a n~~.Q ~.~ (D o.o mN boa ~ ° ° ~s °-~ °° 3°- arc ~ P- oa ~~ a;~= - ~~'^ oaf ~oatD c°o n n Aa o~c c ^~ o o mo o ~o ~ .o as off. ~° ° ~ N~ 2 m~ <m _ n O (~ m <~ m a. Q ~ o a o cO ~ ~ rn ~ o m° n m a ~~ °' Q y~° ~ o a 9 0 m~ taco' °~ Q O^^'! ~~ o co ° `° ~ m c ~ a -~ ~ o ~ o o ~ ~ ° ~ ~. m z o ° ~ ° ° cu o o ~ o C iii ° ~.M 33 ~' °o ° m~ a o' ~ g~ ° ~~ NaN co R~ ~a aoSa N- Q ~... ° ° n° o m ~~ •o mS ~~a ~7 D~ ~ ° 07 ~ ~ c°O 7.c O: C ~N .OO ~N N~ Q~ ZO ~f '^ N. .O Qc° <'m~°' ~ N •w ° "O 3 ~ "O p ~° O ~ cfl 7 p ~. O ry 0 -. ~ j H Q -° O _ N O p~ y g O ~~ C n ^v~~ a n~ ~.° m' ~ ~ 70 ~ 7a ~~ oo ©° o m ~~ Jm m o <~ ~ £ o Q° ~'S_ ~ Q iii n fD ~ j O ~. _ ~ O O "N 7 a O O.~ J O O S 7 f Q Z O N~ 3 ~ /~ m of o~ m o o m~ a ~ ~rn oa o° c ~ 3 ~ ~~ a m mo ~ y. co 7 ~ s ma 'o m o' ~ a~ ~ a ~ afD m° ~^ o a N" mo y 'p ~. ~ ~ o ~ 0 3 < 1 CD Z 7 ~ c , ~ .~ Q `< 0 m ..,~. N TOP CHORD