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Plans (3) Customer Customer Address 1 06082? Roof A- Elevation A & B 05 scow 1' : 1/8" :12/28/2006 C Lamisj t MI o ?dei ` i , .'�+. N r f 1 7.' : C r C OE A - . ., r: I atm t2. k 11 Building type"A" tit 93521SW Coral St. --4 ■■ S'T2o06-Doul WNW i 9360 SW Coral St EL_�i et12IT MS1'2006-00270 9414 SW Coral St. 1111111111 '� MS12006-00258 III iii____c imni en 9420 SW Coral St M51'2006-00273 EO 6112 II BY BUR.DER IIIIIIIIIIIIIII IIe112 MILMININIM,,- ----111 — INI f 1444 f $44 J2411 MiTek POWER TO PERFORM." MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: B06082705 Fax 916/676-1909 Coral Common The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Trus-way Inc. Pages or sheets covered by this seal:R22687072 thru R22687084 — My license renewal date for the state of Oregon is June 30,2008. PR()Fess 16890PE (- co, :o OREGON - r B 2,. EX ' TION D*,ir:0/08 September 7,2006 Tingey,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-1995 Sec.2. I Job Truss Truss Type City Ply Coral Common R22687072 806082705 701 GABLE 1 1 - Job Reference(optional) Trus-Way Int.,Vancouver,WA 98668,Torry'rebel 6.200 s Jul 13 2005 MiTek Industries,Inc.Wed Sep 061229:22 2006 Page 1 I -1-4.0 I 5-10-0 I 11-8-0 I _ 13-0-0 I 1-4-0 5-10-0 5-10-0 1-4-0 Seale=1:23.2 308= B 7 5 8.00 12 4 . Is8 3 9 P 2 4 4 ® ,, (a :, PI 3x4 ..................................."" "3x4•= I11-8-0_____ 1 11-8-0 Plate (X,V): [6:0-3-0,Edge) LOADING(psf) SPACING 2-0-0 CSI DEFL in (torn) 1/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.13 Vert(LL) -0.01 11 n/r 120 MT20 220/195 • TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.01 11 nlr 90 BCLL 0.0 Rep Stress Ina NO WB 0.04 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight:52 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Std G REACTIONS (lb/size) 2=207/11-8-0,10=207/11-8-0,15=109/11-8-0,16=95/11-8-0,17=164/11-8-0,14=109/11-8-0,13=95/11-8-0,12=164/11-8-0 Max Uplift2=172(load case 3),10=172(load case 3),16=-87(Ioad case 3),17=60(load case 3),13=87(load case 3),12=60(load case 3) Max Grav2=207(load cane 1),10=207(load case 1),15=109(load case 1),16=97(load case 4),17=184(load case 1),14=109(load rage 1),13=97(load case 5), 12=164(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=-51/26,3-4=35/59,4-5=-29/103,5-6=-28/112,6-7=-28/112,7-8=29/103,8-9=35/59,9-10=-51/26, 10-11=0/37 BOT CHORD 2-17=W96,16-17=0/96,15-16=0/96,14-15=0/96,13-14 /96,12-13=0/96,10-12=0/96 WEBS 5-15=-82/13,4-16=-75/89,3-17=126/107,7-14=82/13,8-13=75/89,9-12=-126/107 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;f=18ft;TCDL=4.2psf;BCDL=6.Opsf:Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)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 ANSIJTPI 1-2002. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 03 r R ace 5)All plates are 2x4 MT20 unless otherwise indicated. "\C° I N LSS 6)Plates checked for a plus or minus 5 degree rotation about its center. t5 ONG �F i �Q 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 oc. +: ' 1•:9 0- 9 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 11)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. A ORE G'•i. ,`crime LOAD CASE(S)Standard y(T-�+'ER'' GAG -13s-1�N EXPIRATION DATE:06/30/08 September 7,2006 ® WARNING•Featly design parameters and READ JfOTRR ON 11118 AND INCLUDED NITER REFERENCE PAGE MI 9473 BEFORE USE itt Design valid for use only with MIek connectors.This design is based only upon parameters shown,and is for on individual building component. ApplIcabiilly of design paramenters and proper incorporation of components responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to inure stability during construction is the resporsibl8ty of the i Te k' erector.Additional permanent bracing of the overall structure is the responsbility of the building designer.For general guidance regarding fabrication.ducally coned.storage.delivery.erection and bracing,consult ANSI/7P11 Quality Criteria.058-89 end BCSII Bu8dng Component 7777 Greenback Lane Suite 109 Solely Infonna8on avalabte from truss Plate Institute.583 D'Onokio Drive.Madison.WI 53719. Citrus Heights,CA,95610 o Job Truss Truss Type qty Ply Coral Common R22687073 6082705 102 COMMON 1 80 2 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel --S.2061 Jul 13 2005 MiTek Industries,Inc.Wed Sep 06 1229:22 2006 Page 1 I 3$-7 I 5-10-0 1 8-5-9 I 11-8-0 I 3-2-7 2-7-9 2-7-9 3-2-7 458 II Scale=1:22.2 3 6.00 12 - ifgel\loppp„ 2x4\� 2x4-2 2 4 .. iriVr . 1 • • , z4xe— to .• 7 6 8x8= 8x8= 4x8= I 4-0-15 I 7-7-1 I 11-8-0 I 4-0-15 3-6-1 4-0-15 = Plate Offsets(X,Y): ft:0-4-0,0-1-15],15:0-4-0,0-1-15] LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) IIden Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) 0.05 6-7 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.32 Vert(TL) -0.07 6-7 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.49 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:127 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 8 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4DFStdG REACTIONS (lb/size) 1=3006/0-5-8,5=3006/0-5-8 Max Uplift1=1318(load case 3),5=-1318(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension _ TOP CHORD 1-2=4622/2038,2-3=-4523/2028,3-4=-4523/2028,4-5=4622/2038 BOT CHORD 1-7=-1782/4114,6-7=1183/2854,5-6=1782/4114 WEBS 2-7=140/144,3-7=967/2220,3-6=-967/2220,46=140/144 NOTES 1)2-ply truss to be connected together with 0.131"x3"Nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 8-2 rows at 0-7-0 oc. Webs connected as follows:2 X 4-1 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)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-02;110mph;h=18ft TCDL=4.2psf;BCDL=6.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right • exposed;Lumber DOL=1-33 plate grip DOL=1.33- j} PR aF 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� GIN uss 6)Plates checked for a plus or minus 5 degree rotation about its center. O 7)A plate rating reduction of 20%has been applied for the green lumber members. Ic -J 8)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced Q168 5'e' 1' standard ANSI/IPI 1. 9)Girder carries tie-in span(s):24-0-0 from 0-0-0 to 11-8-0 10)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building ! designer shall verify that this parameter fits with the intended use of this component. op LOAD CASE(S)Standard �0 ..c>,OR 5,0"- ;� 1)Regular Lumber Increase=1.15,Plate Increase=1.15 ` 7, s" R 21 U(G, 11Rs -C\1 Continued on page 2 EXPIRATION DATE:06/30/08 September 7,2006 t ® WARNING-PE Fealty design parameters and READ NOTES ON THIS AND INCLODED IUTrE1C REFERENCE FAGS YIf•T473 BEFORE USE. Design valid for use only with MZek connectors.This design is based only upon parameters shown,and is for an individual building component. Appliicabi'dy of design commenters and proper incorporation of component is responsh7dy of bABdng designer-not hum designer.Bracing shown is for lateral support of indvidual web members only.Additional temporary bracing to horse stability during construction is the responsibility of the ITek erector.Additional permanent bracing of the overall structure is the responsibtdy of the building designer-For general guidance regarding _ fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/WPtt Quality Cr9erta,036.89 and 5C511 Butting Component 7777 Greenback Lazne,Su&e 109 Safety Iaforma8en avaBabfe horn Truss Plate Institute,583 D'Onofrio Drive.Madison.Wi 53719. Citrus Heights,CA,95610 Job Truss —Truss-Type Qty Ply Coral Common R22687073 606082706 702 COMMON 1 2 Job Reference(optional) -_ Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel -- -- 6200 s Jul 13 2005 MTek Industries,Inc.Wed Sep 06 122922 2006 Page 2 i. LOAD CASE(S)Standard Uniform Loads(plf) Vert 1-3=-64,3-5=64,1-5=-472(F=-452) • • • • • ® WARNING'Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REPERENCE PAGE MJI-7473 BEFORE USE. Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and 8 for an Individual building component. Appficabiity of design commenters and proper incorporation of component is responsbilly of building designer-not truss designer.Bracing shown is for lateral support of individual web members onty.Additional temporary bracing to insure stobBty during construction is the responsibility of the MiTek. erector.Additional permanent bracing of the overall structure's the respons'MBIy of the building designer.For general guidance regarding fabrication,qualty contoi,storage,delivery,erection and bracing,consult ANSI/TP11 Ovally Criteria,051-89 and 8C511 Building Component 7777 Greenback Lane,Suite 109 Safety fnformaBen ovoiobte from Truss Plate Institute.583 D'Onofrio Drive,Madison.yin 53719. Citrus Heights,CA,95610 Job !Truss Truss Type Qty Ply Coral Common R22687074 606082705 T03 GABLE 1 1 Job Reference(optional) ` Trus-Way Inc.,Vancouver,WA 98868,Tony Tobel 6.200 s Jul 13 2005 Mirek Industries,Inc.Wed Sep 06 12:29:23 2006 Page 1 I -1-4-0 i 10.6-0 ( 21-0-0 1 22-4-0 1 1-4-0 10-6-0 10-6-0 1-4-0 Scale=1:40.0 3x6 7- 9 - B /rii 10 r 11 6.00 12 :I r 12 6 ill 5 n 1 4 14IIII 3 15 ■ r2 1n e ■ r 1113 i a Iii 11` 16 o • 0"1 t7 17Id 3x4446.7._'-__'_!•!30.•. .•.29.-.__!JZB:•!_.'27•!•_.lJ.. •.!._!•28 25•••.W.••24 •1•• ••.22•♦• •••21•••_•'!'20_•__••!•19!•!_••!•t8e!•T________•_!•!•3x4♦- 355 _ 1 21-0-0 I 21-0-0 Plate Offsets(X,Y): 19:0-3-O,Edgej LOADING(psi) SPACING 2-0-0 CS) DEFL in (Ion) 1/deb Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.13 Vert(LL) -0.00 17 n/r 120 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.00 17 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 16 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:114 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 on purlins. BOT CHORD 2 X 4 DF No.1&Bir G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 OF Std G REACTIONS (lb/size) 9=76/21-0-0,2=218/21-0-0,25=70/21-0-0,26=117/21-0-0,27=111/21-0.0,28=122/21-0-0,29=62/21-0-0, 30=231/21-0.0,23=7W21-0-0,22=117121-0-0,21=111/21-0-0,20=122121-0-0,192/21-0-0,18=231/21-0.0, 16=218/21-0-0 Max Upli t2=159(load case 3),25-18(load case 3),26=-61(load case 3),27=59(load case 3),28=56(load case 3), 29=-55(load case 3),30=-79(load case 3),23=-18(load case 3),22=-61(load case 3),21=59(Ioad case 3), 20=-56(load case 3),19e_55(load case 3),18=79(load case 3),16=-159(load case 3) Max Grav9=139(load case 3),2=218(load case 4),25=77(load case 4),26=118(load case 4),27=111(load case 1), 28=122(load case 4),29=62(load case 1),30=231(load case 1),23=77(ioad case 5),22=118(load case 5), 21=111(load case 1),20=122(load case 5),19=62(load case 1),18=231(load case 1),16=218(load case 5) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=-47/45,3-4=-31/55,4-5=16/85,5-6=-19/124,6-7=-19/162,7-8=21/202,8-9=5/219,9-10=5/219, 10.11=21/202,11-12=-19/162,12-13=-19/124,13-14=-16/85,14-15=-31/55,15-16=-47/45,16-17=0/37 BOT CHORD 2-30=1/110,29-30=1/110,28-29=1/110,27-28=-1/110,26-27=1/110,25-26=1/110,24-25=1/110,23-24=1/110, 22-23=1/110,21-22=-1/110,20-21=-1/110,19-20-1/110,18-19=-1/110,16-18=-1/110 WEBS 8-25=-51/34,7-26=91/77,6-27=85/74,5-28=91/77,4-29=52155,3-30=-169/126,10-23=51/34,11-22=91/77, 12-21=-85/74,13-20=-91/77,14-19=-52/55,15-18-169/126 40p PRQF NOTES . cS' 1)Unbalanced roof live loads have been considered for this design. �cj?F', NE---61 s/0 cO 2)Wind:ASCE 7-02;110mph;h=18fL TCDL=4.2psf;BCDL=6.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right kJ 'y exposed;Lumber DOL=1.33 plate grip DOL=1.33. 4 . 1.:** r 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Ga. . End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. - / 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other Eve loads. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Plates checked for a plus or minus 5 degree rotation about its center. .O ORE f3•F- 03` 7)Gable requires continuous bottom chord bearing. '0 ek- / A 8)Gable studs spaced at 1-4-0 oc. 9 R 2 cS, 9)A plate rating reduction of 20%has been applied for the green lumber members. ''R S -ly"l3 10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. Continued on page 2 [ EXPIRATION DATE:06/30/08 J September 7,2006 ® WARNING-ter*design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE KU-7473 BEFORE USE. 111 Design valid for use only with Mitek connectors.This design Is based only upon parameters shown,and is for on individual building component. Applicabety of design paramenlen and proper incorporation of component is responsletity of building designer_not truss designer-Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stably during construction is the responsibility of the Mlle k erector.Additional permanent bracing of the overall structure is the responsbirnly of the bolding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7P11 Qualty Criteria,DSB-8P and SCSI/Building Component 7777 Greenback e nbacLa Safety lnformaion available from Tess Plate Institute.583 D-Onotno Drive,Madison-WI 53719. 7777Hights, Lane,Suite 109 Citrus Heights,CA,95610 Job Truss Truss Type _ - Qty Ply Coral Common R22687074 r. 806082705 T03 GABLE 1 1 Job Reference(optional) Trus-Way Inc..Vancouver,WA 98668.Tony Tobel 6.200 s Jul 13 2006 MRek Industries,Inc.Wed Sep 06 122913 2006 Page 2 NOTES 11)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component LOAD CASE(S)Standard • elrOTtyerV a a WARNING•Ver(Jij design puramatera and READ NOTES ON TIES AND INCLUDED MITZ8 REFERENCE PAGE 11747473 BEFORE USE lit Design valid for use only with Mifek connectors.This design is based only upon parameters shown.and is for an cndvidual building component. Appocab'ddy of design porornenters and proper incorporation of component is responsbilty of bulking 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 respormbitity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingPOWER TO _ fabrication,quality control,storage.delivery,erection and bracing.consult ANS1/1R41 Quality Criteria.058.89 and BCSI1 Building Component 7777 Greenback Lane,Suie 109 Safely Inform:Mon°voluble from Truss Plate Institute.583 D'Onofrio Drive.Madison,9153719. Citrus Heights,CA,9561D Job -Truss Truss Type -Qty Ply Coral Common R22687075 806052705 T04 COMMON 5 1 Job Reference(optional) Trus-Way Inc.,Vancouver.WA 98668,Tony Tobel 8.200 s Jul 13 2005 MITek Industries,Inc.Wed Sep 06 122924 2006 Page 1 1 -1-4-0 1 5-6-7 I 10.6-0 I 15-5-9 21-0-0 I 22-4-0 1-4-0 5-6-7 4-11-9 4-11-9 5-6-7 1-4-0 Scale=1:40.0 4x6= 4 6.00 12 — Ittrifi/ 2114\\ 2x4// 3 i 6 Ell \ i 9 2 6 of/e r t *71111110044.07 Io 4x6= 70 9 8 4x6= 3x4= 3x6= 3x4 I 7-2-5 ( 13-9-11 I 21-0-0 7-2-5 6-7-7 7-2-5 LOADING(pot) SPACING 2-0-0 CSI DEFL in floc) 1/deft lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.21 Vert(LL) -0.05 6-8 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.27 Vert(TL) -0.11 2-10 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.21 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:89 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 5-3-13 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4DFStdG REACTIONS (lb/size) 2=963/0-5-8,6=963/0-5-8 Max Uplifl2--427(Ioad case 3),6=-427poad case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38,2-3=1468/520,3-4=1288/518,4-5=1288/518,5-6=-1468/520,6-7=0/38 BOT CHORD 2-10=326/1236,110=-124/845,8-9=-124/845,64=326/1236 WEBS 3-10=303/238,4-10=140/474,4-8=-140/474,5-8=-303/238 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psi bottom chord five load nonconcurrent with any other live loads. 4)Plates checked for a plus or minus 5 degree rotation about its center. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. ��“D P R Qpe. LOAD CASE(S)Standard C?C �N(3%(V F9 o :4 9 16: ffn _ r*J co -57 ' 'El •B L\, `IFR lk EXPIRATION DATE:06/30/08 September 7,2006 i ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE ffi1-7473 BEFORE LSE. INF Design valid for use only with Mitek connectors.The design is based only upon parameters shown,and is for on individual building component. Applicability of design paramenters and proper incorporation of component Is responsibiliN of beading designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stabkity during conshucfion is the responsibittly of the erector.Additional pernonent bracing of the overall structure Is the responsBBly of the building designer.For general guidance regarding _II__ fabrication quality control,storage,dedvery,erection and bracing,consult ANSI/TM1 Quely Criteria.D5B-89 and BC5I1 Budding Component 7777 Greenback Lane,Suite 109 Safely lntortn:Mon watable from Truss Plate Institute,583 D'Onol,io Drive.Madison,WI 53719. Cdrvs Heights,CA,95610 Job Truss Truss Type tny Ply Coral Common 822687076 806082705 105 GABLE 1 1 i.. Job Reference(optional) Tnss-Way Inc.,Vancouver,WA 98668,Tony label 6.200 s Jul 13 2005 MTek industries,Inc.Wed Sep 06 12:29:24 2006 Page 1 12-0-0 i 24-0-0 1 25-4-0 1 12-0-0 12-0-0 1-4-0 • Scale=1:44.4 = 3x6= 9 10 8 O� 7 : : 11 6.0072 12 6 5 e 13 4 14 3 15 2 t 0 16 t J ;� ® ® I® el @ B ® ® ) 6 17 181 _ o 3x4=.. •_•-33•:•••532;•••-•:31•:••••.30__::29!•.:.:28:•.ee_27 26•.25..-..24...'.23. ...22•_•....•21•••••••20.. .519�•�__-__....:'•3xx_4:= _ 3x6= 24-0-0 I 24-00 Plate Offsets(X,Y): 19:0-3-0,Edge) LOADING(psf) SPACING 2-0-0 CSI DEFL in (toe) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.13 Vert(LL) -0.00 18 Mr 120 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.00 18 n/r 90 BCLL 0.0 Rep Stress Ina NO WB 0.06 Horz(TL) 0.00 17 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:137 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 cc purlins. DOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 DF Std G REACTIONS (lb/size) 1=113124-0-0,9=79/24-0-0,27=68/24-0-0,28=116/24-0-0,29=113/24-0-0,30=109/24-0-0,31=129124-0.0, - 32=29/24-0-0,33=291/24-0-0,258/24-0-0,24=116/24-0-0,23=113/24-0-0,22=110/24-0-0,21=124/24-0-0, 20=52/24-0-0,19=249/24-0-0,17=222/24-0-0 Max Horz1=52(load case 3) Max Uplift1=24(load case 3),27=16(load case 3),28=61(load case 3),29=-58(load case 3),30=-57(load case 3), 31=65(load case 3),32=-17(load case 3),33=-149(load case 3),25=-16(load case 3),24=-61(load case 3), 23=-58(load case 3),22=-58(load case 3),21=-57(load case 3),20=-51(load case 3),19=88(load case 3), 17=-155(load case 3) Max Grav1=114(load case 4),9=163(load case 3),27=76(load case 4),28=117(load case 4),29=113(load case 1), 30=109(load case 4),31=129(load case 4),32=29(Ioad case 1),33=291(load case 1),25=76(load case 5), 24=117(load case 5),23=113(bad case 1),22=110(load case 5),21=124(load case 5),20=52(load case 1), 19=249(load case 1),17=222(load case 5) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-44/53,2-3=38/55,3-4=-12/76,4-5=19/117,5-6=19/155,6-7=191193,7-8=-21/232,8-9=-5/249,9-10=5/249, 10-11=-21/232,11-12=19/193,12-13=-191155,13-14=-19/117,1415=-16/77,15-16=-34/50,16-17=-49/48,17-18=0/37 - BOT CHORD 1-33=01121,32-33=0/121,31-32=-0/121,30-31=0/121,29-30=-01121,28-29=-0/121,27-28=0/121,26-27=-0/121, 25-26=-0/121,24-25=-0/121,23-24=-0/121,22-23=-0/121,21-22=-0/121,20-21=-01121,19-20=-01121,17-19=-01121 D PR QEF. WEBS 8-27=-49/32,7-28=90/77,6-29=-86/74,5-30=-84/73,4-31=-94/80,3-32=-36/36,2-33=200/163,10.25=-49/32, '�� `� 11-24=-90/77,12-23=-86174,1322=-85173,14-21=92177,15-20=-48/51,1f'r19-1811135 ��5 �A, IN /0 NOTES 1:41 90PE �c" 1)Unbalanced roof live loads have been considered for this design. ` r 2)Wind:ASCE 7-02;110mph;h=18ft:TCDL=4.2psf;BCDL=6.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. I,' 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Ga• -, if• End Details as applicable,or consult qualified building designer as perANSI/TPI 1-2002. A 4),,...0/,',` N.C3 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -'9 ��, � 5)All plates are 2x4 MT20 unless otherwise indicated. �� 6)Plates checked for a plus or minus 5 degree rotation about its center. 7)Gable requires continuous bottom chord bearing. �A s.�� 8)Gable studs spaced at 1-4-0 oc. Continued on page 2 1 EXPIRATION DATE:06/30/08 September 7,2006 ® WARNING-Verify desdym parvsrerers and READ NOTES ON THIS AND INCWDED IIMITEK REFERENCE PAGE MII.7473 BEFORE USE. ' 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 paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ®® iepd e k is for lateral support of individual web members only.Aadlionol temporary bracing to Insure stobBty during construction B the responsibililty of the erector.Additional permanent bracing of the overall structure is the resporsibtity of the building designer.For general guidance regarding fabrication,quality control storage.delivery,erection and bracing.consult ANSI/TP11 Quay Criteria,059-89 and BCBI Building Component 7777 Greenback Lane,Suite 109 Safety reformation ovotoble from Truss Plate Institute.583 D'Onofrio Drive.Madison.WI 53719. Citrus Heights,CA,95810 Job Truss - Truss Type Qty Ply coral Common 806082705 TO5 GABLE 1 1 822687076 Mus-Way Inc.,Vancouver,WA 98668,Tony Tobel Job Reference(optional) 6.200 s Jul 13 2005 UTek Industries,Inc.Wed Sep 06 1729:24 2008 Page 2 NOTES 9)A plate rating reduction of 20%has been applied for the green lumber members, 10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component LOAD CASE(S)Standard WARMING-Vert&design parvrae4ns and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI7.7473 BEFORE USE. Design votki for use only wi8s Milek connectors.This design is based only upon parameters shown and is far an individual building component. Mir Applicablity of design paramenters and proper incorporation of component is responsbPiy of[wading designer-not truss designer.Bracing shown ` pp¢syyB... 6 is for lateral support of individual web members only.Additional temporary bracing to insure stab duringg'jB/Tey/ Teynconstruction isdhn responsibility of the B YY�i! iL erector.Additional permanent bracing of the overall structure is 81e responsibility of the building designer.For generd guidance regord'mg fabrication,quofly control,storage.delivery,erection and bracing,consult ANSI/TPi1 quality Criteria,05B-89 and BCSII Building Component 7777 Greenback L Safely Inlonnallon available from Truss Plate Institute.583 D'Onc5lo Drive.Madison,WI 53719. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95810 Job Tress Terse Type Qty Ply Coral Common 004002705 Toe 823879372 COMMON 7 1 Trw ley tna.V+rwarvar Mel53605 .bb lgegoe 3.500 s Dec 14 2008 tarok Indusitee,loc The Dec 2812:M192008 Pays 1 t 037 I _ 5244-0 1 11441 l 2444 i 76.44 I 4-57 540 fie 837 1-4-0 am a Bahr•1:44A • 3 %1 t 410 Pi \\ 21 11111141111144414044404414414444 2.b 2 g d •' _. 5 3410= f m a It 7 3O= 714= 34= 34= I *24 ( 164`11 i 3444 I 444 744 434 PW1015e.eCCV) tt.41o.3.o.-12L18A-1s.-3.Po.121 LOADING gni) SPACING 240 CM DEM h Rbc) past lid PLATES GRIP IOU. 26.0 Plates Meese 1.15 TO 0.32 Vert(U) -0.08 14 >904 380 MT24 220695 TOOL 7.0 Lumber Imass 1.15 DC 0.48 Vm(11) -0.17 14 >8Oa UM ECU. CO Rip anew Ma NO WE 0.27 Hoa(iL) 0.44 5 We We BC0. 10..0 4 Cod.IRC2003iTP52002 (AMO Wel **9th LUMBER BRACE= TOP CHORD 2 x 4 OP No.1881r O TOP Ct5ORW Sheathed or 484 0o puns. ROT CHORD 2 x 4 PP No.16/tr O BOT CHORD Rigid Mang Wedgy tippled cr 1044 cm lxechg. %EB8 2x4DPSodO RE ACROi43 Maxtiocz1=421.C: 5•�5�1C3) 5=1117AS3 C C� TI t•` C� Q �ofNVr f- FORCCES (Ib}-ntaadnttml Z•••(1' .T Tendon 1. t �!• TOP CHORD 14=-17441544.2.31-15731674,3-4=-1560457,44=4764/561,54.0138 y 4 dy BOT CHORD 1-6479/1512.944.430/1019.8-10.130/1014,8.11•-130/1018,7-11•-130.1019,5-7=455/1494 a I WEBS 2-4=-3621298,341=-1030405„34=438/538,4-7•-353/284 r 2)CSC lancedd rod of user been cornered for this design. ��dc+� SEG MR .4. `tater 4 N. �load pieced on the lop chant. ba mod,supported at two points,4-04 watt. SraNAL- boondesigned fora 10.0 psi bottom deed are load noncom:orient wri+snr Mar M loads. 5)Plates demigod fora plus or MMus 8 degree Mallon about lb pint. 8)A plate rating redrldon W2011 bas been applied for lbs green lumber mottoes. 7)Refer legirdor(s)tor buss totruss mMedos. I EXPIRES:01I-01-08 8)lift Masa Is designed in emadwps Mg See 2043 MMm•aaai Residarast Code sedans R502.11.1 and R802.102 and referenced MaaderdANSVTPIt. O PROF 9)A 4 Wafting.basic bad indicates that to load hes been modified it one at more toad Das. .<<y�t ass 10)Wad s )1.2.3,4.3 hpahare been mated.BegdNg designer 11/114 redemitsr heads mit that they ere Dan a for the Intended use C7� OGINe fi'4 X07 I I)HarpHarped,*psor Maar cann.don d.rb.(s)aha be prodded sufadem w to support conakated load(,)25 M down at 10-0-0,and 2516 • 9 dem 1400 on botlent tiara.The desiprlhetsdlen of au ds Donavan dsdoe(8)a the enpaasSoly of others. 1 ':'.:i t' wn 12)TM trues does not Maude any Em dependant deformation for lag bran toadieg(creep)M Be total load delecdon.The brdldMg designer she verify teat Its paraaeier abr lit the intended nae of Isis component. .7 LOAD CAIEM) A 1)Regular:Lumb�erhsar 1.15,!Mate nhoeseee1.1b .p G/~�� '� Uniform Loads(pig v 1- 84,3-6=44,1-5■-20 '1104 S-T<;_,- B .Z, Gni Coaterad on page 2 E EXPIRATION DATE:06/ 008 J December 28,2006 AA 0714.14444.ea*d.toip .admID MOM 0N MS A141.aL MO MIIIEI lla/tlCa eaowassevxe nitwits s.s. beg vardwwoNywel.srktomeck.s s6dedpnbtlmadadru.anporen+.Mrtear.wdSbrontwlMtoeoti.ddlgaa••a.errrd llliti;/�• �/ 4otds atenarlplamiaapawsonaoawrsanadhtnwomelms of d,leoa.noiW dbarneciocks thou+ Il�ie� It lerintmaehoatof�resbnwrrosnar.f,=memos teams),bloN+O kr 14444 sbbi5-du* aaon4 as rppeaobilyoafia steam Addrfonolpetnanealbooca cf5.evese s/roe►,.15.r55foaaaq.wtheteddnGddpe.s. oo'wdouldance ,........«ar...,- aaoeem,quote bonnet stew"dee erri elaaaon Me aonsAa nisemn tomer aOet•.e Kee 144446 C •NI 77Th M4w6rdc We.2.0,He Sable beleawallen enviable tom hues nal.►,.sale.sea obvnae sawn Moeban.WI sena _..... __ CAM N44141.C4,110110 _. Job Truss Truss Type _..._J OtY Ply coral common 808082705 707 R22687078 1 f i crus-Way Inc.,Vancouver WA 98868,Tony-rebelE"---- Job Reference(optional) 6.200 s Jul 13 2005 M7ek Industries,Inc Wed Sep 06 1229:25 2006 Page 1 6-3-7 1 6-3-7 1 12-0-0 1 17-8-9 1 24-0-0 1 25-40 I . 5-8-9 5-8-9 6-3-7 1-4-0 5x8= Scale=1:44.4 3 i1 6.00 Fly , q v, . . /1 MI11114%061 11 .. 3x10= 10 :. .._ 9 g 7•�• ••3x10= 3x4= 3x8= 304= I 8-2-5 I 15-9-11 24-0-0 l 8-2-5 7-7-7 8-2-5 I __ Plate Offsets(X,Y): [1:0-10-3,0-0-12),(5:0-10-3,0-0-12) LOADING(psi) SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.32 Vert(LL) 0.08 1-10 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1:15 BC 0.47 Vert(TL) -0.17 1-10 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.26 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight 160 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 4-9-13 cc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 9-9-9 oc bracing. WEBS 2 X4 DF Std G OTHERS 2 X 4 DF Std G REACTIONS (lb/size) 1=972/0-5-8,7=174/3-5-8,5=936/3-5-8 Max Horz 1=52(load case 3) Max Uplift1=-359(load case 3),7=-3(load case 3).5=-460(load case 3) Max Grav1=972(load case 1),7=196(load case 2),5=936(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1680/648,2-3=1489/642,3-4=-1413/635,4-5=-1626/644,5.6=0/37 BOT CHORD 1-10=-435/1438,9-10=174/951,8-9=174/951,7-8=-432/1372,5-7=-432/1372 WEBS 2-10=-363/293,3-10=-194/588,3-8=-184/478,4-8=-360/298 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=lBft;TCDL=4.2psf;BCDL�.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)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. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other lye loads. ��RE) rR dF c� 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Plates checked for a plus or minus 5 degree rotation about its center. .. I � `Sly 7)Gable studs spaced at 1-4-0 cc. ..0... 8)A plate rating reduction of 20%has been applied for the green lumber members. 16 :I P 9 rs 9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. �� LOAD CASE(S)Standard f��,1 �� 17 AFM. 2�'G /11&-ii S -C.‘N I EXPIRATION DATE:06/30/08 J September 7,2006 A ® VeriWARNING-g s fy design parameters and READ NOTES ON TRIS AND INCLUDED AUTP2E REFERENCE PAGE XII-7473 BEFORE USE. Design valid for use only with Mitch connectors.Ibis design is based only upon parameters shown,and is for an individual baking component. Mil Applicability of design porornenters and proper incorporation of component is responsibily of building designer-not truss designer.Bracing shown 0 Is for lateral support of individual web members only.Addtional temporary bracing to insure siabtiy during construction is the responsibitiy of the MiTek erector.Additional permanent bracing of the overall stnrcfure is the responsibly of the bolding designer.For general guidance regarding _ fabrication,qualify control storage.delivery,erection and bracing,consult ANSUlPIT Quality Cfiedo.058-89 and BCSi1 Building Component 77 7 - Solely Inform:Bon avatoble noTruss Plate hstfo ute.583 Dnofrio Drive,Madison.WI 53719. 7777 Greenback Lane,Suite 109 m Citrus Heights,CA,05510 1 w i Job Truss Truss Type Qty Ply Coral Common 1308082705 106 GABLE 1 1 822687079 Trus-Way Inc.,Vancouver,WA 98668,TonyTobei Job Reference(optional) 6 205 s Jul 13 2005 MiTek Industries,Inc.Wed Sep 0612:29:28 2008 Page 1 ' -1-4-0 I 6-1-15 1 11-9-0 l 17-4-1 23-6.0 124-10-0 } 1-4-0 6-1-15 5-7-1 5-7-1 6-1-15 1-4-0 4x8- - Scale=1:44.4 4 2 �; 8.00 12 3 1111111 i • y 8 .1 2 a 9 1g, I ' a 4x6= 15 14 13•...$•:12•:•::11100 .0.•. :•:.:J•J :�: :.. 8 J:.......-'•J4 3x4= 3x6= 3x4= I 8-0-5 I 15-5-11 I 23.6.0 8-0-5 7-5-7 8-0-5 I = Plate Offsets(X, 0 `n:...[2; 0-11,Edge],[6:0- :0-0-11,Edge] • LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.30 Vert(LL) -0.07 2-15 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.15 2-15 >999 180 BCLL 0.0 Rep Stress!nor NO WB 0.67 Horz(TL) 0.01 12 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight 158 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 DF Std G OTHERS 2 X 4 DF Std G REACTIONS (lb/size) 284/0-5-8,12=939/9-7-8,13=91/9-7-8,11=32/9-7-8,10=41/9-7-8,9=-33/9-7-8,8=140/9-7-8,6=245/9-7-8 Max Uplift2=336(load case 3),12=-481 Quad case 3),9=33(load case 1),8=-16(load case 3),6=198(load case 3) Max Grav2=i84(load case 1),12=939(load case 1),13=170(load case 2),11=64(load case 2),10=62(load case 2),9=36(load case 3),8=140(load case 1),6=286(load case 5) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38,2-3=-837/319,3-4=-632/315,45=0/309,5-6=-155/143,6-7=0/37 BOT CHORD 2-15=141/674,14-15=0/206,13-14=0/206,12-13=0/206,11-12=-111/91,10-11=-111/91,9-10=-111/91,8-9=111/91, 6-8=-111/91 WEBS 3-15=360/280,415=176/545,4-12=-7731276,5-12=368/298 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.Opst;Category II;Exp B;enclosed;C-C Eiderior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)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. �0�0d Q Q/ . 4)This truss has been designed for a 10.0 est bottom chord live load nonconcurrent with any other live loads. 5)All plates are 2x4 MT20 unless otherwise indicated. -•-.3."- \CD .0,G 1 NEA. 8-/g 6)Plates checked for a plus or minus 5 degree rotation about its center. 7)Gable studs spaced at 1-4-0 ac. 16;,—,!-"E 91' 8)A plate rating reduction of 20%has been applied for the green lumber members. / • 9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. el 10)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building T%,p � designer shall verify that this parameter fits with the intended use of this component. 0) .4 N '\� LOAD CASE(S)Standard 9 �F ER 21 �{(,� EXPIRATION DATE:06/30/08 September 7,2006 WARNING-V d erifp design parameters awd READ NOTES ON AND INCLUDED MITER REFERENCE PAGE lrD-7473 BEFORE 112 USE. Design vard for use only volts Mffek Connectors.This design a based only upon pararnefen shown,and Is for on individual building component. Applicability of design paromenters and proper incorporation of component is responnbiay of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to insure stabsty during construction is the responibilny of the MiTek erector.Additional pennonent bracing of the overall structure is the respon�SRity of the building designer.For general guidance regarding fabrication,quaRty control.storage.delivery,erection and bracing,consult ANSI/Trit QuoBfy Crfleda,D58-69 and BCSI1 Building Component ro,.Greenbacks1. Safety Informaflon available horn Truss Plate Institute.583 D'Onofrio Drive.Madaon.WI 53719, 7777 CA,Lane.l0 109 Chas Heights, 95610 4 Job Truss -Truss Type Qty N Coral Common 822687080 , 906082705 T09 COMMON 7 1 , Trus-Wry Inc.,Vancouver,WA 98668,Tony Tobel -�----- Job Reference(optional) _ 6200 s Jul 132005 MiTek industries.Inc.Wed Sep 06 1229-26 2006 Page 1 - I -1 4-0 I 6-1-15 I 11-9-0 17-4-1 I 23-6-0 124-10-0 1-4-0 6-1-15 5-7-1 5-7-1 6-1-15 1-4-0 Scale-1:44.4 5x6= i. 4 8.00171-2- 2x41K )1111. 2x4// 3 \/ 0 2El 6 4 s 0\ 7 I 4x6= 10 9 8 4X6= 3x4= 3x6= 3x4= I 8-0-5 I 15-5-11 I 23-66-0 8-0-5 7-5-7 8.0.5 ate Offsets(X,1'): [2:0-0-15,Edgej,[6:0-0-15 Edgej LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 027 Vert(LL) -0.08 6-8 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.17 2-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:99 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 4-10-14 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X4 DF Std G REACTIONS (lb/size) 2=1068/0-5-8,6=1068/0-5-8 Max Uplift2=-465(load case 3),6=-465(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38,2-3=-1663/596,3-4=1460/592,4-5=-1460/592,5-6=-1663/596,6-7=0/38 BOT CHORD 2-10=-386/1405,9-10=152/954,8-9=-152/954,6-8=386/1405 WEBS 3-10=347/273,4-10=164/542,4-8=164/542,5-8=347/273 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18f1;TCDL=4.2psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. _ 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Plates checked for a plus or minus 5 degree rotation about its center. • 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)This truss is designed in accordance with the 2003International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building � () PR apes,.., designer shall verify that this parameter fits with the intended use of this component. \�� ,‘AGI �0 LOAD CASE(S)Standard ° 16: 1. 9 /' 03 R S-' EXPIRATION DATE:06/30/08 September 7,2006 , I WARNING-Vert fg design parameters and READ NOTES ON MIS AND INCLUDED TOTER REFERENCE PAGE KIL7493 BEFORE USE. MilDesign valid for use only with Mirek connectors.This desgn is based only upon parameters shown,and is for an Individual building component. Applicoboiiy of design poramenters and proper Incorporation of component is responsbifity of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to Insure stabiiiy during construction is the responsibiliiy of theMiTek - erector.Additional permanent bracing of the overall structure is be responsbiiy of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Creedo,058.89 and BCS11 Building Component 7777 greenback lane,Sate 109 Safely Information ovaioble from Truss Plate Institute,583 D'OnoMo Drive.Madison.WI 53719. Citrus Heights,CA,95610 i e Job Truss Truss Type Oty Ply Coral Common ``' R22887081 1306082705 T10 MONO TRUSS 6 1 Job Reference_(optional) Trus-Way Inc.,Vancouver,WA 98868,Tony Tobel 6.200 s Jul 13 2005 MiTek Industries,Inc.Wed Sep 061229:28 2006 Page 1 r I -1-4-0 I 3-0-0 I 1-4-0 3-0-0 3 .41 Scab=1:11.4 0.0012 .•.•-•..••.• 2 1 // 1 "I - 2x4 I 3-0-0 1 3-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.16 Vert(LL) -0.00 2-4 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code 1RC2003/TP12002 (Matrix) Weight 11 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 3-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=51/Mechanical,2=237/0-5-8,4=25/0-5-8 Max Horz2=150(load case 3) Max Uplift3=-63(load case 3),2=-I90(load case 3) Max Grav3=51(load case 1),2=237(load case 1),4=51(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38,2-3=-54/17 BOT CHORD 2-4=0/0 NOTES 1)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)Plates checked for a plus or minus 5 degree rotation about its center. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)Refer to girder(s)for truss to truss connections. 6)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. �� p� PR°Per. LOAD CASE(S)Standard C3 N,GIN� 9 �o `h 168 f , o -le /-IOR2-• jti- 4A s. 1N E EXPIRATION DATE:06/30/08 September 7,2006 1 d ® WARNING-Verify design pasamebrs and READ NOTES ON THIS AND INCLUDED MTEI REFERENCE PAGE Mr-7473 BEFORE LSE. MI Design valid for use only Wth Muck connectors.This design is based only upon porometers shown and is tor an vsdividual building component. Applicob3fy of design poramenten and proper incorporation of component is responsibility of building designer-not taus designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabity during construction Is the responsibility of the 11 i Te{ erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regardi fabricarron,quality control,storage.delivery.erection and bracing.consult ANSI/TPIT Quality Criteria,635.89 and SCS11 Se)dtng Component 7777 Greenback Lane,Suite 109 Sdety Intarm:don avalable from Truss Plate Institute.583 D'Onofrio Drive,Madison.WI 53719. Carus Heights,CA,95610 A Job Truss Truss Type Oty Ply Coral Common R22687082 - B06082705 T11 GABLE 1 1 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel 8.200 s Jul 13 2005 MTek Industries,Inc-Wed Sep 06 122927 2006 Page 1 1 -1-4-0 7-0-0 I 14-0-0 1 15-4-0 1 1.4.0 7-0-0 7-0-0 1-4-0 Scale=1:27.0 3x6= e i... 7 5 Mil r mg 6.00 12 4 a I. 8 P i 9 3 r Y $ A A A A •A 10 d -r r r r r r ra II 3x4= 3x4= 1 140-0 1 14-0-0 Plate Offsets(X,V): (8:0-3-0,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft Ud PLATES GRIP TCLL 25.D Plates Increase 1.15 TC 0.13 Vert(LL) -0.00 11 n/r 120 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.08 Vett(TL) 0.00 11 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 10 Na n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:63 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Std G REACTIONS (lb/size) 2=236/14-0-0,10=236/14-0-0,15=120/140-0,16=33/14-0-0,17=285/140-0,14=120/14-0-0,13=33/14-0-0,12=285/14-0-0 Max Uplifl2=173(load case 3),10=-173(load case 3),16=-52(load case 3),17=-124(Ioad case 3),13=-52(Ioad case 3),12=124(load case 3) Max Grav2=236(load case 1),10=236(load case 1),15=120(load case 1),16=34(load case 4).17=285(load case 1),14=120(load case 1),13=34(load case 5), 12=285(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=-63/46,3-4=49/91,4-5=23/120,5-6=-28/125,6-7=-28/125,7-8=23/120,8-9=-49/91,9-10=-63/46, 10-11=0/37 BOT CHORD 2-17=0/104,16-17=0/104,15-16=0/104,14-15=0/104,13-14=0/104,12-13=0/104,10-12=0/104 WEBS 5-15=-87/5,416=36/54,3-17=204/168,7-14=-87/5,8-13=-36/54,9.12=2041168 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.Opsf;Category II;Exp B;enclosed;C-C Ederior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)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. 4)This truss has been designed for a 10.0 psi bottom chord live toad nonconcurrent with any other live loads. ,�1I' ) P R DFF�,is 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Plates checked for a plus or minus 5 degree rotation about its center. SCJ ANG(� €� 19 7)Gable requires continuous bottom chord bearing. �� /"i,? 8)Gable studs spaced at 1-4-0 oc- 9)A plate rating reduction of 20%has been applied for the green lumber members. l�.¢: E 10)This truss is designed In accordance with the 2003 International Residential Code sections 8502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The buildingrh 03 designer shall verify that this parameter fits with the intended use of this component A .4�0 Pe' /,` Ob LOAD CASE(S)Standard '9 B 1:k 2.i "/ MFRS . \NA k EXPIRATION DATE:06/30/08 j September 7,2006 a 9 Al WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER.REPERENCE PAGE NIH-7473=FORD USE. Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an bidividuol building component. , Applicability of design poramenters and proper incorporation of components responsbieily of building designer-not truss designer.Bracing shown MiTe is for lateral support of indndual web members only.Additional temporary bracing to Insure stability during construction is the responsibefly of the erector.Additional permanent bracing of the overall shuctue is the responsbrlsy of the building designer.For general guidance regarding _ fabrication,quality control,storage-delivery,erection and bracing,consult ANSI/7P11 quality Crlleda,056-89 and BCSII Building Component 7777 Greenback Lane,Suile 109 Safely Informaeen available from Truss Plate Institute.593 D'Onofrio Drive,Madison.WI 53719. Citrus Heights,CA,95610 1 Job Truss Truss Type Qty Ply Coral Common -" 806082705 T12 COMMON 2 1 , R22687083 Trus-Way Inc.,Vancouver WA 98888,Tony Tobel Job Reference(optional) ,_ 6.200 s All 13 2005 Mirek Industries,Inc.Wed Sep 06 122927 2006 Page 1 -1-4-0I 7-0-0 14-0-0 1-4-0 7-0-0 1 I 15-4-0 7-0-0 1-4-0 Scale=1:28.9 9x14 MT18H II 6.00 FIT 2 4 PIP -Ej 11.3.1 0000, s - 44= 2x4 II 44= 7-0-0 I 14-0-0 7-0-0 I 7-0-0 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) Udeft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0.05 2-6 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.09 2-6 >999 180 MT18H 220/195 BCLL 0.0 Rep Stress Ina YES WB 0.13 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight_49 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly app®ed or 10-0-0 oc bracing. WEBS 2X4DFStdG REACTIONS (lb/size) 2=669/0-5-8,4=669/0-5-8 Max Uplift2=343(load case 3),4o-343(Ioad case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38,2-3=-816/295,3-4=-816/295,4-5=0/38 BOT CHORD 2-6=106/645,4-6=-1061645 _ WEBS 3-6=0/313 NOTES 1)Unbalanced roof live loads have been considered for this design_ 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.Opsf;Category 11;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4)All plates are MT20 plates unless otherwise indicated. 5)Plates checked for a plus or minus 5 degree rotation about its center. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. • 8)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building 4' D PR OPer, designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S)Standard ��Gj 0AG I r 4;7, sIQ� ct- 16`_ .' 9 /OtrA�©-v, • 05- MFRS -cxN EXPIRATION DATE:06/30/08 September 7,2006 /: tla, WARNING_Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE 1111F7473 BEFORE USE war Design valid for use onty Wth M/Tek connectors.This design Is based only upon parameters shown,and is for an individual building component. Appiicabiity of dodge pdramenters and proper incorporalon of component is responsbilily of bulking designer-riot truss designer.Bracing shown A Is for lateral support of incivldual web members only.Additional temporary bracing to insure stab6ty during construction is the responsibility of the 8 y p T k` erector.Additional permanent bracing of the overall structure is the responsfTty of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult AN51/IPII Quality Criteria,006.89 and BCSI1 Building Componentcls t. Safety Infor o:0ton avotoCorn ble Truss Plate institute.583 0 000100 Drive.Madison.WI 53719. 7777 Greenback lane,Stele 109 ---------- --- Cirus Heights,CA,95610 ni ri • • Job Truss -Tn,ss Type Oty Ply Coral common R22687084 806082705 713 SPECIAL 7 1 Job Reference(optional) Tna-Wey Inc.,Vancouver,WA 58668,Tony Tgbel 6.200 s Jul 13 2005 MiTek Industries,Inc.Wed Sep 06 122927 2006 Page 1 1-6-0 2-10-0 1-6-0 1-4-0 Scale:1.5"=1' 4,...:!:::!,. 6.00 LI 2 o 3 4 MbPA. rr =. . 2x4= 9-1-1 1-60 0-1-2 1-4-14 LOADING(psi) SPACING 2-0-0 CSI DEFL in (lac) I/dell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.13 Vert(LL) -0.00 4 >999 36D MT20 220/195 TCOL 7.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:7 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 1-6-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (ib/size) 1=3/Mechanical,4=14/Mechanical,2=191/0-5-8 Max Horz4=105(load case 3) Max Uplift2=-182(load case 3) Max Grav1=3(load case 1),4=28(load case 2),2=191(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-41/1,2-3=0/37 _ BOT CHORD 2-4=-0/105 NOTES 1)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3)Plates checked for a plus or minus 5 degree rotation about its center. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)Refer to girder(s)for truss to truss connections. 6)This truss is designed in accordance with the 2003 International Residential Code sections R502-11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component (1,0) PROF,F LOAD CASE(S)Standard r -CC (N�� °S� R 02 414 -57 �6*-E c %- op .0 0 ,F ..N , 0) yF a2'\- <0'- l4i -C%N� 1 EXPIRATION DATE:06/30/08 1 September 7,2006 1 i WARNING-Verify design parameters and READ NOTES ON TATS AND INCLUDED MITER'MITER'REFERENCE PAGE YII-7473 BEFORE USE.. Design void for use only with Welt connectors.This design is based only upon parameters shown.and is bran esdMduai budding component. ,@� Appitcabildy of design poromenters and proper incorporation of component isresponsblity of building designer not truss designer.Bracing shown �T;r k` is for lateral support of indMduol web members only.Additional temporary bracing to insure stobtlty cuing construction is the responsB,dity of the erector.Additional permanent bracing of the overol structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery.erection and bracing,consult ANSI/TP11 Ovally Cdledo,055.89 and 80511 Building Component 7777 Greenback Lane,Sude 109 Safely InformatIon ovatable from Truss Plate Insitufe.583 D'Onofrio Drive.Madison,WI 53719. CHRIS Heights,CA,95610 Symbols Numbering System 4.i, General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 1 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury WM Dimensions are in ft-in-sixteenths. (Drawings not to scale) �� Apply uplally tesembed to both sidesteeth. of truss 1. Additional stability bracing for truss system,e.g, diagonal or X-bracing,Is always required. See BCSI1. � 1 „ '/16 1 2. Truss bracing must be designed by an engineer.For 2 3 wide truss spacing,Individual lateral braces themselves �_EINIE TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. 0111111111114b 4 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. liiiialh 4. Provide copies of this truss design to the buildinFor 4 x 2 orientation,locate O s iUdesigner,erection supervisor,property owner and plates 0-'ha'from outsjde U all other interested parties. edge of truss. Q 5. Cut members to bear tightly against each other. BOTTOM CHORDS ~ 6. Place plates on each face of truss at each ........ This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/7P1 1. connector plates. I 7. Design assumes trusses will be suitably protected from `Plate location details available in MiTek 20/20 the environment In accord with ANSI/TPI 1. software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design Is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 4 x 4 width measured perpendicular NUMBERS/LETTERS, 10.Camber is a non-structural consideration and is the to slots.Second dimension is responsibility of truss fabricator.General practice is to the length parallel to slots. camber for dead load deflection, II.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS Indicated are minimum plating requirements. ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that .1 Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A output. Use T,I or Eliminator bracing NER-487,NER-561 13.Top chords must be sheathed or purlins provided at if indicated. 95110,84-32,96-67,ER-3907,9432A spacing indicated on design. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceifng is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. II Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ■� reaction section indicates joint MIMI 0 2006 MiTek®All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless Indicated otherwise. nol ' 18.Use of green or treated lumber may pose unacceptable • Mil environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal ,, 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. M i Te k Is not sufficient. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER Installing&Bracing of Metal Plate ra PERFORM.' ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII.7473 Ys L ti r - f:Ail----7,-,7:::\''''''''''''--... CEDAR RIDGE HOMES JOB # Coral Common Unit A-C QUOTE#B06082707 ;. (308)7584470/MO 28 4 MSC-2276 r-711,•F i,d.rg Ch r.: CUSTOMER QUOTE CEDAR RIDGE HOMES Cedar Ridge JOB NAME: Coral Common s 1905 SW 257TH AVENUE PLAN:MSC-2C E. TROUTDALE,OR 97060 = Portland,OR s I ELEV:RPMSC-2276 pN SALES REP:Steve Ryder o T Lot/BIk/Sub / r CONTACT: ° 0 OVERHANG INFO LAYOUT GM 09/11/06 FRAMER: END CUT PLUMB QUOTE GM 09/11/06 PHONE: PHONE RETURN CUTTING / I LOADING: 25.0,7.0,0.0,10.0 HEEL 00-04-0o ROOF TRUSSES ROOF TRUSS SPACING:24.0 IN.O.C.(TYP.) I PROFILE QNI PITCH TYPE BASE SOP/AALUMBER OVERHANG CANTILEVER STUB PLY` TOP BOT ID SPAN N TOP BOT LEFT RIGHT LEFT RIGHT LEFT RIGHT SPECIAL 7 -6.00 0.00 T14 01-06-00 01-06-00 2 X 4 2 X 4 01-04-00 GABLE 1 6.00 0.00 T01 11-08-00 11-08-00 2 X 4 2 X 4 01-04-00 01-04-00 6/ 1 COMMON - - y M 2 Ply 6.00 0.00 T02 11-08-00 11-08-00 2 X 4 2 X 8 CAL HIP 1 6.00 0.00 T03 21-00-00 21-00-00 2 X 4 2 X 4 01-04-00 01-04-00 FINK 4 6.00 0.00 104 21-00-00 21-00-00 2 X 4 2 X 4 01-04-00 ® y CAL HIP ^0 1 6.00 0.00 T04A 21-00-00 21-00-00 2 X 4 2 X 4 01-04-00 HIP ..,II:iIitI!",� 1 6.00 0.00 C 105 24-00-00 24-00-00 2 X 4 2X4 01-04-00 FINK 4 6.00 0.00 T06 1 24-00-00 24-00-00 2 X 4 2 X 4 01-04-00 CAL HIP 1 6.00 0.00 T06A 24-00-00 24-00-00 2 X 4 2 X 4 01-04-00 COMMON - 2 6.00 0.00 T07 24-00-00 24-00-00 2 X 4 2 X 4 01-04-00 01-04-00 dpait1lt1,' 1 6.00 0.00 GT08LE 24-00-00 24-00-00 2 X 4 2 X 4 01-04-00 01-04-00 CAL HIP 1 6.00 0.00 109 14-00-00 14-00-00 2 X 4 2 X 4 01-04-00 101-04-00 i_ COMMON 2 6.00 0.00 T10 14-00-00 14-00-00 2 X 4 2 X 4 01-04-00 01-04-00 CAL HIP 1 6.00 0.00 111 23-06-00 23-06-00 2 X 4 2 X 4 01-04-00 01-04-00 FINK 6 6.00 0.00 T12 23-06-00 23-06-00 2 X 4 2 X 4 01-04-00 01-04-00 CAL HIP 1 6.00 0.00 T12A 23-06-00 23-06-00 2 X 4 2 X 4 01-04-00 01-04-00 MONO TRUSS 6 6.00 0.00 113 03-00-00 03-00-00 2 X 4 2 X 4 01-04-00 ITEMS QTY ITEM TYPE SIZE NOTES I LENGTH FT-IN-16 I PART NUMBER 25 Bird Blocks 2x4 Solid Blocks 25 Bird Blocks 2x4 Vented Blocks 50 Hurricane Ties H2.5T Hurricane Tie(s) 5 Hangers-Simpson HUS26 Simpson /t - 3s 4 JAN 1 ', 2'11 G;-IA/OF i.I l.;tA C7 D. B+ ILDI G DM (QM R 3S 'IAf .NC: 370. NE 58TH Si VANCOUVER, WA 98361 (360) 750-147C - (583) 285-2615 -(87 7) rR .Wf t 806082707 DATE 09/12/06 PAGE 1 �-} „� CEDAR RIDGE HOMES JOB # Coral Common TRUSWAri Unit A-C QUOTE#B06082707 CM)75114478 t(NM 285-2815 MSC-2276 I,.,.Fluiill,r4 C.1/2otqf CUSTOMER QUOTE CEDAR RIDGE HOMES Cedar Ridge JOB NAME:Coral Common =- PLAN: Unit A-C s i 1905 SW 257TH AVENUE k s ELEV:MSC-2276 I n F TROUTDALE,OR 97060 P€Portland,OR N SALES REP:Steve Ryder E T z T Lot/Bik/Sub / F OVERHANG INFO LAYOUT GM 09/11/06 o CONTACT: i c FRAMER: END CUT PLUMB QUOTE GM 09/11/08 t s E RETURN CUTTING I1 PHONE: r PHONE: ,,," LOADING: 25:0,7.0>0.0,10.o HEEL oaoa-oo ITEMS QTY ITEM TYPE SIZE NOTES LENGTH PART NUMBER FT-IN-16 - 13 Hangers-Simpson LUS24 Hanger(s) Trus-Way,Inc.operates as a Material Supplier,not a Subcontractor.The truss list above is not guaranteed to complete your job.Purchaser must verify quantities,dimensions,pitch,overhang and other specifications. GRAND TOTAL $2,235.00 Price is subject to change if order is not delivered within 30 days of above date.Terms are 1%10th,Net 11th,unless noted otherwise.Past due accounts will be charged 1%%per month interest(18%per annum)plus any legal fees required for collection,including reasonable "TAX IS NOT INCLUDED" attorney fees and the cost of filing a construction Hen. .Repairs or alterations to trusses on jobsite without prior authorization from Trus-Way,Inc.will not be recognized nor"back-charges"as a result thereof. Customer assumes responsibility for unreasonable access or exit at jobsite,and agrees to pay for Tow Truck if necessary. 'Trus-Way,Inc.is not responsible for mud on streets or damage to underground systems,driveways or curbs.Additional crane time over and above reasonable time to deliver will be charged at$120 per hour. Accepted By: Date: !RU WrA•Y INC - 1901 NE 68TH ST, VANCOUVER. WA 98661 (360.�f 750-1470 (503)l 285-26'i5 -(87 7`) TRUSWAY B06082707 DATE 09/12/06 PAGE 2 CI) C 0 C131 > � a) 0144 0 t1 0-01I 0141 . Q --•....ter -1.1411 11117 z.� • O L Ct • � - CO aN 3411.0424111.1111 N- o1 0111 ik010 CNI CO IJTI MI 'elk POWER TO PERFORM:" MiTek Industries, Inc. R IIIc Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: B06082707 Fax 916/676-1909 Coral Common The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Trus-way Inc. Pages or sheets covered by this seal:R22689340 thru R22689356 My license renewal date for the state of Oregon is June 30,2008. ^�� \AG P , S<91, ccs 16890PE 9f % OREGON ) 4t M,E' - ,cl<' EX'1 'T ON lir 6130/0S September 7,2006 Tingey,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-1995 Sec.2. 4 Job Truss Truss Type Qty Ply Coral Common R22689340 806082707 701 GABLE 1 1 7- Job Reference(optional) TrurWay Inc.,Vancouver,WA 98668,Tony Tobei --- 8.200 4 Jul 132005 MiTek Industries,Inc.Wed Sup Oe 1408:192006 Page 1 I -1-4-0 I 5-10-0 L 11.8-0 I 13-0-0 1-4-0 5-10-0 5-10-0 1-4-0 Scale=1,23.2 3x6= i. 6 ...Al, 7 5 .' 6.00 I 4 - bill 8 3 • ` 10 A o `! 2 Y r II Y Y `LI... 11 wo 1 3x4= 3x4= }. 11-8-0 ( 11-8-0 Plate Offsets(X,Y): (6:0-3-0,Edge) LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.13 Vert(LL) -0.01 11 n/r 120 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.01 11 nil' 90 BCLL 0.0 Rep Stress Ina NO WB 0.04 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:52 lb i LUMBER BRACING TOP CHORD 2 X 4 OF No.18Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Std G REACTIONS (Ib/size) 2=207/11-8-0,10=207/11-8-0,15=109/11-8-0,16=95/11-8-0,17=164/11-8-0,14=109/11-8-0,13=95/11-8-0,12=164/11-8-0 Max Uplift2=-172(load case 3),10=-172(load case 3),16=-87(load case 3),17=-60(load case 3),13=87(load case 3),12=-60(load case 3) Max Grav2=207(load case 1),10=207(load case 1),15=109(load case 1),16=97(load case 4),17=164(load case 1),14=109(load case 1),13=97(load case 5), 12=164(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=-51/26,3-4=-35/59,4_5=29/103,5-6=-281112,6-7=-28/112,7-8=-29/103,8-9=-35/59,9-10=-51/26, 10-11=0/37 BOT CHORD 2-17=0/96,16-17=0/96,15-16=0/96,1415=0/96,13-14=0/96,12-13=0/96,10-12=0/96 WEBS 5-15=-82/13,4-16=75/89,3-17=-126/107,7-14=82113,8-13=-75/89,9-12=-126/107 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18fi TCDL -4 2psf;BCDL=6.Opsf;Category 11;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)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. RQ�� 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5)All plates are 2x4 MT20 unless otherwise indicated. �C... G)(ye 9 55> 6)Plates checked for a plus or minus 5 degree rotation about its center. 7)Gable requires continuous bottom chord bearing. !1 '9 8)Gable studs spaced at 1-4-0 oc. ' 16.fin 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. a r. 11)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building C•; designer shall verify that this parameter fits with the intended use of this component "3,OR i N. A. LOAD CASE(S)Standard 'lL '441 2- AR �, Ca EXPIRATION DATE:06130I0 September 7,2006 A, WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MII--7473 BEFORE USB. Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an IndtNdual building component. Applicabtily of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer Bracing shown is for lateral support of individual web members only.Adddionai temporary bracing to insure stabitty during construction is the responsibility of the iTe erector-Additional permanent bracing of the overall structure is the responsibility of the bufding designer.For general guidance regarding eawc•.o Peero..,: fabrication,quality control,storage.delivery.erection and bracing,consult ANSI/TPII Quality CrBeda,D5B-89 and BCS11 Balding Component 7777 Greenback Lana,Suite 109 Safety Information available horn Truss Plate Institute.583 D'Onofrio Drive.Madison.`M 53719. Citrus Heights,CA,95610 1 4 Job Truss Truss Type Z,1ty Ply Coral Common 922669341 806082707 102 COMMON 2 Job Reference(optional) Tms-Way Inc.,Vancouver,WA98668,Tony Tobe) -""-""""- - 6.200 s Jul 13 2005 MTek Industries,Inc.Wed Sep 06 14:0819 2006 Page 1 i 3-67 I 5-10-0 I 8-1-9 I 11-8-0 3-6-7 2-3-9 2-3-9 3-6-7 4x4 II Scale=1:22.2 3 8.00 NT 3x4 i 3x4 2 4 44 Illb 1d ♦•x8= 8 7 6 - 3x6 II 8x8= 358 II 458= I 3-6-7 I 5-10-0 I 8-1-9 I 11-8-0 3-6-7 2-3-9 2-3-9 3-6-7 Plate Offsets(Xy): [1:0-4-0,0-1-1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/dell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.17 Vert(LL) 0.04 7 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.32 Vert(TL) -0.06 7 >999 180 BCLL 0.0 Rep Stress!nor NO WB 0.64 Horz(TL) 0.01 5 n/a n/a BCOL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:129 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Sheathed or 6-0-0 oc puriins. BOT CHORD 2 X 8 OF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (lb/size) 1=3006/0-5-8,5=3006/0-5-8 Max Uplift/=-1318(load case 3),5=-1318(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-4593/2013,2-3=3529/1596,3-4=-3529/1596,4-5=-4593/2013 BOT CHORD 1-8=-1753/4083,7-8=-1753/4083,6-7=1753/4083,5-84-1753/4083 WEBS 2-8=-375/987,2-7=1159/550,3-7=1284/2904,4-7=1159/550,4-84-375/987 NOTES 1)2-ply truss to be connected together with 0.131'x3"Nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 8-2 rows at 0-7-0 oc. Webs connected as follows:2 X 4-1 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)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf-BCOL=6.0psf Category II;Exp B;enclosed;C-C Exterior(2):cantilever left and right � R�D �FFs exposed;Lumber DOL=1.33 plate grip DOL.-1.33. P' 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6)Plates checked for a plus or minus 5 degree rotation about its center. `- ANG)N��c /irr ? 7)A plate rating reduction of 20%has been applied for the green lumber members. tv 8)This truss is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced LC' A1 0• r- standard ANSI/TPI 1. 9)Girder carries tie-In span(s):24-0-0 from 0-0-0 to 11-8-0 10)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building / designer shall verify that this parameter fits with the intended use of this component. V °' A op-E'IN 0) LOAD CASE(S)Standard O :� 1)Regular Lumber Increase=1.15,Plate Increase=1.15 -7 M.ER 2 t�jfiR S.1 1‘NC�. Continued on page 2 E EXPIRATION DATE:06/30/08 September 7,2006 ® WARNING-Verify design parameters and READ NOTES ON FEU AND INCLUDED MITES REFERENCE PAGBB 1E17473 BEFORE USE. - -"� - " Design yard for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. AppiicabTity of design pararnenters and proper incorporation of component is responsbitity of budding designer-not tons designer.Bracing shown c for lateral support of individual web members only.Addiionol temporary bracing to Issue stobitty during constsuctcn is the responsrbdrily of the iT k erector.Additional permanent bracing of the overall siruchue is the responsibility of the building designer.For general guidance regarding fabrication,quality control-storage.deiivery,erection and bracing.consult ANSI/TPl1 Quality Criteria,9511-89 and BCSIt Budding Compoent 7777 Greenback Lane-Suite 109 Safely Information available from Truss Plate Institute,583 O'Onofrio Drive,Madison.IM 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Coral Common R22689341 806082707 T02 COMMON 1 2 Job Reference(optional) • Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel 6.200 s Jul 13 2005 MiTek Industries,Inc.Wed Sep 06 14:08:19 2006 Page 2 • LOAD CASE(S)Standard • Uniform Loads(plf) Vert 1-3=-64,3-5=64,1-5=-472(F=-452) • • • • • • a WARMING-Verify deargn parameters aad READ NOTES ON THIS AND INCLUDED MITRE REFERENCE PAGE BILIT473 BEFORE USE, Design valid for use only with Mink connectors.This design 8 based only upon parameters shown,and is for on individual building component. $3� Applicability of design paramenters end proper incorporation of component is responsibility of building designer-not Iruss designer.Bracing shown • is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilufy of the MiTek.�� erector.Additional permanent bracing of the overall shad Wre is the responsbiity of fine balding designer.For general guidance regarding fabr'cotion,quality control storage,delivery-erection and bracing,consult ANSI/OP11 QuoMy Cdleda,068-89 and BCSit Building Component 7777 Greenback Lane,Suite 109 Solely Information ova/able from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. Cine Heights,CA.95810 Job Truss Truss Type Qty Ply !Cost Common ---- 806082707 --- T03 CAL HIP 1 1 1 R22805342 i IJob Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel 6.200 S Jul 13 2005 MiTek Industries,Inc.Wed Sep 0614:0820 2006 Page 1 1 -1-4-0 1 6-0-12 I 14-11-4 I 21-0-0 I 22-4-0 1-4-0 6-0-12 8-10-8 6-0-12 1-4-0 Scale=1-39.6 4x4= 4x4= 7 15 56_ •, VW9 ►�0 ICI 12 1,...,4 .13 314 16 6.00 12 ..___..._i pi - 1:111:111111111 r. Y r Y 17 3 e. •,- glib e 18 a a4 : tv rglligll r ®._ _ 19 2 r KZ g r qt, 20 Ig 3x4•=..........:•.:44.•1'.:...::3••:1•:..•:3�:...:• ::..•:••30 �•.❖..:•28•••27•••26•..:•:25•:...❖..*..❖2•:,:•...:•22::..•:2!:............•:3x4•_ 3x6= 6-0-12 - I - 14-11-4- I 21-0-0 6-0-12 8-10-8 6-0-12 • Plate Offsets(X,Y): [6:0-1-9,0-1-12),[14:0-1-9,0-1-12] s LOADING(psf) SPACING 2-0-0 CSI DEFL in (lot:) Udef Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.13 Vert(LL) -0.00 20 n/r 120 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.00 20 n/r 90 BCLL 0.0 Rep Stress Incl NO WB 0.05 liorz(TL) 0.00 19 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight 103 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins,except BOT CHORD 2 X 4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):6-14. OTHERS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=223/21-0-0,31=122/21-0.0,32=60/21-0-0,33=235/21-0-0,30=112/21-0-0,29=112/21-0-0.28=112121-0-0. - 26=112/21-0.0,25=112/21-0-0,24=113/21-0-0,23=121/21-0-0,22=64/21-0-0,21=227/21-0-0,19=221/21-0-0 Max Uplift2=170(load case 3),31=-29(load case 3).32=-51(load case 3),33=-81(load case 3),30=-59(load case 3), 29=-36(load case 3),28=35(load case 3),26=-35(load case 3),25=-37(load case 3),24=-60(load case 3), 23=-28(load case 3),22=-54(load case 3),21=-77(load case 3),19=-170(load case 3) Max Grav2=223(load case 1),31=124(load case 4),32�0(load case 1),33=235(load case 4),30=112(load case 4), 29=114(load case 5),28=112(load case 4),26=112(Ioad case 5),25=114(lsad case 4),24=113(load case 5), 23=122(load case 5),22=64(load case 1),21=227(load case 5),19=221(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2 /37,2-3=56/39,3-4=-41/81,4-5=-25/109,5-6=-28/132,6-7=-11/0,6-34=-8/153,8-34=-13/153,8-9=71147, 9-117=-7/147,10-11=7/147,11-12=7/147,12-13=-7/147,13-35=13/153,1435=8/153,1415=-1110,14-16=-28/131, 16-17=-25/108,17-18=-40/78,18-19=-55/38,19-20=0/37 BOT CHORD 2-33=0/88,32-33=0/88,31-32=0/88,30-31=0/88,29-30=0/88,28-20=0/88,27-28=0/88,26-27=0/88,25-26=0/88,24-25=0/88 • ,23-24=0/88,22-23=0/88,21-22=0/88,19-21=0/88 WEBS 5-31=-92/49,4-32=51/51,3-33e-172/128,8-30=87/74,9-29=-87/53,10-28=-85/51,11-26=-85/51,12-25=-87/53, 13-24=-87/75,16-23=91/48,17-22=-53/54,18-21=-167/124 ��0� P R OF�� NOTES s 1)Unbalanced roof live loads have been considered for this design. `^y AG) ' 'D� 2)Wind:ASCE 7-02;110mph;h=18ft TCDL=4.2psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right ti, -q exposed;Lumber DOL--.1.33 plate grip DOL=1.33. 167.•„i!`: . c 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Ga 7 End Details as applicable,or consult qualified building designer as per ANSI/7P!1-2002. 4)Provide adequate drainage to prevent water ponding. �/� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 6)All plates are 2x4 MT20 unless otherwise indicated. •>`ORE �� 7)Plates checked for a plus or minus 5 degree rotation about its center. �; Z ✓�� 8)Gable requires continuous bottom chord bearing. EB C? 9)Gable studs spaced at 1-4-0 oc. C""R si 10)A plate rating reduction of 20%has been applied for the green lumber members. Continued on page 2 1, EXPIRATION DATE:06/30/08 September 7,2006 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT-7473 BEFORE USE. MI 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 paramenters and proper incorporation of component is responsktirity of bolding designer-not truss designer.Bracing shown a�� ` is for lateral support of Individual web members only.Additional temporary bracing to insure stab8ty during construction is the responsibility of the erector.Addtonol permanent bracing of the overall structure is the responst Sty of the building designer.For general guidance regarding - fabrication,quality control,storage.delivery.erection and bracing.consult ANSI/1911 Quality Criteria,D5689 and BCSn Balding Component Safe Information avotoble horn Truss Plate Institute.583 D'Onofrio Drive,Madison.WI 53719. 7777 GreenbackCA,Lane Sade 109 SafetyCitrus Heights, 95610 Job Truss Truss Type Qty Ply i coral Common 822889342 606082707 103 CAL HIP 1 S Job Reference(optional) Trus-Way Int.,Vancouver,WA 98668,Tony label 6.200 s Jul 13 2005 MiTek Industries,Inc.Wed Sep 0614:0820 2006 Page 2 NOTES 11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSITTPI 1. 12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w12-10d nails. 13)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S)Standard A WARNING•Verify design parameters and READ NOTES ON TEES AND INCLUDED MITES REFERENCE FAGS MIF7473 BEFORE US Design valid for use only vfth Mitek connectors.This design Is based only upon parameters shown.and is for an individual building component. Applicabiity of design poramenters and proper incorporation of component a responsbiity of butdng designer-not truss designer.Bracing shown � is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Tek erector.Additional permanent bracing of the overall structure is the responsbittly of the building designer.For general guidance regarding Par Sara Pceron»: fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/1711 Quality Crteria,D58.89 and 9CS11 BuNdkng Component 7777 Greenback Lane,Sate 109 Solely Informallon ova0able from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. Citrus Heights.CA,95610 s F 1 Job Truss Truss Type ty Ply Coral Common ` O R22689343 _ 806082707 104 FINK 5 1 l Job Reference(optional) Trus-Way Inc,Vancouver,WA 98668 Tony label 6200 s Jul 13 2005 MiTek Industries.Inc.Wed Sep 06 14:08:21 2006 Page 1 I 5-6-7 I 10-6-0 I 15-5-9 I 21-0-0 1 22-4-0 1 5-6-7 4-11-9 4-11-9 5-6-7 1-4-0 ` Scale=1:39.2 4x6= 3 6.00 W 2x4\\/ 2x4// 2 4 1 5 G 0 _s o 4x6= 9 8 7 4x6=- 3x4 3x4= 3x6_ 3x4 i 7-2-5 I 13-9-11 I 21-0-0 I 7-2-5 6-7-7 7-2-5 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.23 Vert(LL) 0.06 1-9 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.33 Vert(TL) -0.12 1-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:87 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 5-2-5 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4DFStdC REACTIONS (lb/size) 1=864/Mechanical,5=972/0-5-8 Max Horz1=52(load case 3) Max Uplift1=310(load case 3),5=-434(load case 3) FORCES (Pb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-15041562,2-3=-1334/556,3-4=-13061532,4-5=1487/535,5-6=0/38 BOT CHORD 1-9=-37111292,8-9=-1381863,7-8=138/863,5-7=-33911253 WEBS 2-9=330/261,3-9=176/514,3-7=-138/473,4-7=-303/239 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. ([ 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4)Plates checked for a plus or minus 5 degree rotation about its center. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Refer to girder(s)for truss to truss connections. 7)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard does 1. ��E� P r oPett� 8)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. c.o..... ANG I fJE�� /O LOAD CASE(S)Standard 1 ; E -17 e op A A�Or ,fN IQs I EXPIRATION DATE:06/30/08 September 7,2006 a WARRENS-Verify design parameters and READ NOTES ON THIS Bill Design valid for use only with MITek connectors.This design is based only upon parameters shown,and'a for an individual building component. Applicability of design peromenters and proper incorporafion 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 stabOity during construction is the responsibility of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quafily control,storage,delivery.erection and bracing.consult ANSI/IPli Quality Criteria,059.89 and BC5I1 Guiding Component 7777 Greenback Lane,Suite 109 Safety Information avaiable from Truss Plate Institute,583 D'Onofrlo Drive.Madison-WI 53719. Citrus Heights,CA,95610 t B Job Truss Truss Type Ztty Ply - coral Common R22689344 B56082707 TO4A CAL HIP 1 1 Job Reference(optional) True-Way Inc.,Vancouver,WA 98688,Tony Tobel 6.200 s Jul 13 2005 MTek Industries,Inc.Wed Sep 06 14:08:21 2006 Page 1 = l 3-2-8 1 6-0-12 r1,-tri 108-_0 I 14-5-9 ip-1114 17-9-8 I 21-0-0 1 22-4,0 1 3-2-8 2-10-4 05-11 3-11-9 3-11-9 0-5-11 2-10-4 3-2-8 1-4-0 _ Scale=1:37.5 4 7 4x8= 6.00 12 3x4 4x6= 3� �� '14 ail 5 1;N 15 lin r 2x4 2x4 2 6 u IJ AIIIIIIIII rfs 31 9 dJ ' � :� r .. ` 10 c ►� d ►t 4x8_ 13 12 11 4x6= 3x8= 403= 3x8= 1. I 6-0.12 I 14-11-4 21-0-0 6-0-121 1 3__. 8-10-8 6-0-12 Plate Offsets(X,Y): [1:0-0-11,Edge],[3:0-3-15,0-1-151.[6:0-3-15,0-1-15],[9:0-0-11,Edge] - -_ LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 IC 0.83 Vert(LL) 0.11 11-13 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.24 11-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) -0.04 9 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:98 lb LUMBER BRACING TOP CHORD 2 X 4 DF No,1&Btr G TOP CHORD Sheathed or 5-0-10 oc purlins,except BOT CHORD 2 X 4 DF No.1&Btr G 2-0-0 oc puffins(5-6-12 max.):3-6. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing. REACTIONS (lb/size) 1=897/Mechanical,9=1005/0-5-8 Max Horz1=52(load case 3) Max Uplift1=651(load case 3),9=779(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1672/1277,2-3=-1559/1351,3-4=74/0,3-14=-1393/1526,5-14=-1393/1526,5-15=-1364/1496,6-15=-1364/1496, 6-7=-74/0,6-8=1524/1316,8-9=-1605/1203,9-10=0/38 BOT CHORD 1-13=-1020/1448,12-13=-1355/1578,11-12=-1355/1578,9-11=930/1359 WEBS 2-13=-100/61,3-13=-29/342,5-13=-356/299,5-11=-381/334,6-11=-8/334,8-11=166/91 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4,2psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Plates checked for a plus or minus 5 degree rotation about its center. 6)A plate rating reduction of 20%has been applied for the green lumber members. � Q PR QFiS' 7)Refer to girder(s)for truss to truss connections. c G I F �f0 8)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced c\-- ��standard ANSI/TPI 1. 9)Design assumes 4x2(flat orientation) spacing �' c- t9 purlins at x s acro indicated,fastened to truss TC w/2-t Od nails- Q 1 F c 10)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S)Standard ��ft c? ,, TORE ��b ..Qt FW,j ER 2\ � � ' As -C\- EXPIRATION DATE:06/30/08 j September 7,2006 a WARNING-Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE 055 Design valid for use only With k6Tek connectors.This design is based only upon parameters shown,and is for an individual bilking component. Applicability of design pararrrenters and proper incorporation of component is responsbilty of building designer-not truss designer.Bracing shover is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the buiding designer.For general guidance regardingPOWER,0 Pe _ fabrication,quality control.storage.delivery.erection and bracing,consult AHSV1P11 Quatly Cdlede,058-89 and BCSII Building Component 7777 Greenback Lane,Suite 109 Safely Information avaaoble from Truss Plate Institute.583 D'Onofrio Drive,Maddson,WI 53719. Citrus Heights,CA,95610 O. Job Truss Truss Type Oty Ply Coral Common 906082707 105 CAL HIP I 1 R22689345 Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel Job Reference(optional) 6.200 s Jul 13 2005 MTek Industries,Inc.Wed Sep 06 14:08:22 2006 Page 1 3-11'8 1 7-6-12 -0-T 12-0-0 15-11-9 1�5-�i 20-0-8. 1 i 24-0-D 1 25-4-0 1 3-11-8 3-7-4 0-5-11 3-11-9 3-11-9 0-5-11 3-7-4 3-11-8 1-4-0 Scale=1:42.0 4X6= 4 3x4= 74x6= 6.00 12 3 40 5 r 1� y �I • i 2 '+ 8 v 1 ti ,QI 1 jf y : - Il • �� c '"-.4 W 14 f 14 I Pi Al o kn. -M111010 4x8= 13 12 11 3x8= 3x10= 3x8= r. I 7-6-12 16-5-4 7-6-12 ) 8-10-8 I 24-0-0 1 7-6-12 Plate Offsets(X,Y): [1:0-0-15,Edge],[3:0-2-7,0-1-12],[6:0-2-7,0-142],[9:0-10-3,0-0-12] LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) 1/dell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.10 11-13 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.22 11-13 >999 180 BCLL 0.0 Rep Stress!nor NO WB 0.19 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code IRC2003/Tp12002 (Matrix) Weight 14216 LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 4-9-10 oc purlins,except BOT CHORD 2 X 4 DF No.18Btr G 2-0-0 oc purlins(5-6-13 max.):3-6. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 8-11-0 oc bracing. OTHERS 2 X 4 DF Std G REACTIONS (lb/size) 1=990/0-5-8,9=1097/0-5-8 Max Horz 1=52(load case 3) Max Uplift1=389(load case 3),9=512(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=1803/755,2-3=1617/670,3-4=15/0,3-40=-1411/702,5-40=14117702,5-41=-1401/689,6-41=-1401/689,6-7=-15/0, 6-8=1604/654,8-9=1788/721,9-10=0/38 BOT CHORD 1-13=-557/1558,12-13=-499/1567,11-12=-499/1567,9-11=-518/1529 WEBS 2-13=-163/165,3-13=-53/379,5-13=-321/119,5-11=329/136,6-11=41/377,8-11=-141/136 _- NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL 6.Opsf;Category II;Exp13:enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)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 ANSUTPI 1-2002. 4)Provide adequate drainage to prevent water ponding. t.Q PROF 5)This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other five loads. �� cSn 6)All plates are 2x4 MT20 unless otherwise indicated. �c3 �O i NE,— 0/ 7)Plates checked for a plus or minus 5 degree rotation about its center. �c7 2 8)Gable studs spaced at 1-4-0 oc. 9)A plate rating reduction of 20%has been applied for the green lumber members. Zi" j �� 10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. / 11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 9� 12)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building -0 O'+'` ioe Co s designer shall verify that this parameter fits with the intended use of this component. .0 i`F8 LOAD CASE(S)Standard '`�� B 21 4/ I EXPIRATION DATE:06130/08 J September 7,2006 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. Design void for use only with Muck connectors.ThIs design is based only upon parameters shawl),and b for an indMdual building component MEI `- _ Applicability of design commenters and proper incorporation of component is responnblffy of building designer-not truss designer.Bracing shown �{�g Is for lateral support of individual web members only.Additional temporary bracing to insure stabilIty during construction is the responsibiptly of the t Y i 8 re - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,dally conhol.storage,delivery.erection and bracing,consult ANSI/TPII Quatly Crfledo,008-89 and 8C311 BuBdIng Component Safety tnformo#on°variable from Truss Plate Institute,583 D'Onotrio Drive.Madison.WI 53719. 7777 Greenback Lane, t09 Citrus Heights,CA,9561010 r r Jab Tours Trutt Type ON, -Ply Corsi Common 906062707 106 FINK 5 1 823879374 Trus-Way Ma,Vancouver*WW team - Job Reference(op6arW} 6.5004 Doc 14 2006 Wok Industries,Ino.Thu Dec 2912:0000 2000 Paps 1 i 194 617 I 124.0 f 1740 1 1464 (2540 I 66II Sia 61.7 1-4-0 566= acids•t44.4 i %i toff 2 2.t\\ 141111111\4•00, /I Eco t 7 1 . is 6 7�r r= a TI WO= a 10 6 1t 7 310= 5w4= 30= 34= t5( 164.11 i 3.64214) i 5-273-7 664 Fie*C (X f133.10-3.0-0-121.15:0-10-3.0-0-121 LOADWG(gel) SPACING 2-0-0 CSI DER. In *kW Ltd PLATES GRIP ICU. 25.0 Plebe Increase 1.15 TC 0.30 V.A(LL) .0.09 1-9 >999 360 MT20 220195 TCOt. 7.0 Umber%crease 1.15 BC 0.44 WAIL) -0.19 1-0 aa00 150 BCLL 0.0 Rep Skase bi s YEs WB 0.E6 Hea(11.) 0.04 5 We Ns 0001. 10.0 Coda (Mddd Weight 90 m LIBER BRAM) TOP CHORD 2 x 4 OF NdAIO&0 TOP CHORD Sheathed or 4-7.11 oo swine. BOT CHORD 2 x 4 CF Ne.tiar G SOT CHORD Rigid calling Bracey applied or lO-0-0 o0 bracing. WEBS 2x4DF51dG REACTIONS ( 1=1010Alec ur$eel,5.112210-54 Loot tietz t=•52(LC 3) f.R S.7.14,0 Max tlpfRt=-332(LC 3).5=.454p.0 3) At *WAs// ')- �.9 FORCES 019-Mlndnaul Tension e4` T+>. TOP CHORD 1-2=-1793/5110.2.3s 45901592.S-4=1674/601.4.5x-17791665.5.6.0130 1 y BOT CHORD 1.6-567/1544,9.10•-133/1030.8-10.-133f11130.1.11=-133H030,7-114-133,1030.6-7+.36Wl505f WEBS 2-9=-]79!103.39.-17O 24,3-7.-137/5135,47-353f284 3�, t ROTES a 1)Unbalanced rod Fre bads have been oonsldered Wilds dsNpn. ?3kEGi LCn 2)W1nn4 ASCE 7.Ok 1lOmp i h-1611 TCOL=4.2psC BCDIAS.Opst Category k Exp Bi enclosed;C-C 6dsdor(2)oarWlswr ISR and right •S pTy A1...„.40 exposed;Lumber Da=t.33 plate grip DOL-.1.33. SY 3)50.Qb AC exit load paced on the bottom chard.12-041 tram left end.euppoded at hyo pokM*,4-0.0 apart, 4)TNs hum has been designed to a 10.0 pslbatam chord 9vs bad nonconararant with eny ober Itis loads. 5)Bates ducked fora plus or adnus 6 degree ret about Ns°eater. 6)A plate ming redurAon of an 2091 bob beapplied for the preen lumber 6umbers 1 EXPIRES:08-01-08 7)Refers girder(*)for Moosbiases conneciona. 9)Thistles*Is deigned in accaderos s6h 9u 2003 Ittlerna0onal Residential Cede seders R502.t 1.1 and R602.10.2 and referenced Mandan(ANSYTPE1. � � PR OF( 9)Itsapar(e)a other connec0oa dance(*)shall be prodded su9idsnt b support concentrated kKd(s)25 lb down at 10-0.0,ars!25 lb dorm !�� r14(�� `91.9,0,-, el 14-0-0 on bottom chord.The deaIgnrsdacOort d such connection device(a)le to empo d others. _Cs R 10)This deel9rer verdoes ity that Ws pInclude arameter ter with the Wended use dehonnation tor d compotem laming nent )b the total load ds9.egar•The building Q` 1 P• �9. LOAD CASES)Standard lgl ,a 'fit j1,,°j 4. II t EXPIRATION DATE:Own= December 28,2006 ® WAluasa.1W$6«w. ._...rr.a.wed MID*Mt otr TUNA=mlCL001:0 Min=1a5aaa6i r assme.Ttia aiYpas as. ligt • Derklnwide for us.eor%OsWilkcommies.mkd.dortkbor.donly wa+parameters sham meth Owankrdtwvdevednpeomgnnens Apptd>$rwdesign end prowIneapeo.4on ofaanpe,wrd twesponsibefal Wimp daa tpn -notlas dogmas.Brodie own MiTek 4for blood mapped of Ino6Alwai web rumbas orif.AdrironOiNmpaaT hawing ro YaUe**IN&Om oaW6Uckw WWI.rwperaWWVa.MO ereclac Addlonol permanent beech;aMs*mot sbechrab Owwspaabilr ass bubfo0 degprrec nor -- - osaplPWwns /011..100,fabrication quaff,central sbrape.deSr, y.metsa%and 0°degcorajr Lawon asseNCNes,062-16 w 2C141 Zoonbawit rLank Slaw/MfaiNrbnrmmdr n r.dhh.em,&w Pleb e.at/aa30'O0 fGOAL Me*es wt 53719. Chw lHdie,CA,MI6- } Job Truss Truss Type Qty Ply Coral Common 806082707 706A CAL HIP 1 1 822689347 Trus-Way Inc.,Vancouver,WA 98668,Tony label Job Reference(optional) 6200 s Jul 13 2005 MiTek Industries,Inc.Wed Sep 013,.14:08:22 2006 Page 1 3-11-8 1 7-6-12 t0. 12-0-0 I 15-11-9 1�Sri 20-0-8 24.0-0 1254-0 3-11-8 3-7-4 0-5-11 3-11-9 3-11-9 0-5-11 3-7-4 ' 3-17-6 1-4-0 Scale>+1:42.6 4 7 4x8= 3x4= 4x8= 6.00 12 pi 3 � 14 � 5 El 15 E.,. 2x4 2 2x4 � 8 .+ a 0 1 \o 9 o CM 3x10= t3 0 0 12 I 71 3x10= 3x8= 3x6= 3x8= 7-6-12 16-54 7-6.12 I &10-8 24-0-0 I 7-6-12 Plate Offsets(X,Y): [1:0-10-3,0-0-12],[3:0-3-15,0-1-15],[6:0-3-15,0-1-15),[9:x10-3,0 0 12] LOADING(psi) SPACING 2-0 0 CSI DEFL in (lac) Ifdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.83 Vert(LL) 0.12 11-13 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.40 Vert(TL) -0.22 11-13 >999 180 BCLL 0.0 Rep Stress Ina YES WO 0.21 Horz(TL} 0.05 9 Na Na BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight 112 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 4-7-12 oc purlins,except BOT CHORD 2 X 4 DF No.1&Btr G 2-0-0 oc purlins(5-4-4 max.):3-6. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 5-9-12 oc bracing. REACTIONS pb/size) 1=1023/Mechanical,9=1130/0-5-8 Max Horz1—52(load case 3) Max Uplift1=697(load case 3),9=824(ioad case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1904/1399,2-3=171411406,3.4=74/0,3-14=1505/1564,514=1505/1564,5-15=-1482/1543,6-15=-1482/1543, 6-7=-74/0,6-8=-1686/1380,8-9=-1851/1339,9-10=0/38 BOT CHORD 1-13=-1124/1658,12-13=1314/1652,11-12=1314/1652,9-11=1052/1582 WEBS 2-13=-171/16,3-13=-83/388,5-13=3381270,5-11=-360/297,6-11=-67/384,8-11=117/41 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.0psf;Category II;Exp B:enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5)Plates checked for a plus or minus 5 degree rotation about its center. 6)A plate rating reduction of 20%has been applied for the green lumber members. �E.D PR 04-s 7)Refer to girder(s)for truss to truss connections. cS' 8)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced C?� ANG[ � �i` �p standard ANSI/FPI 1. - 9)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 4�'' 060p- 9r 10)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 1' � LOAD CASE(S)Standard _!l o �' ESN Svc` T,./ Gid 1�E7s-c' G I EXPIRATION DATE:06/30/08 J September 7,2006 AeMJyA WARNING-y s l�mtht„-a+-_ design parcaretera and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PASSIM-7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,end is for on IndN[duot building component. Applicabikly of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Srachg shown is for laierd support of individual web members only.Additional temporary bracing to insure stab6ly during construction is the responsibillity of the Ilk erector.Additional permanent bracing of the overall structure is the responsibility of the hulloing designer.For general guidance regarck Mg fabricafforc quarily control,storage,delivery.erection and bracing,consult ANSI/TPII Quay Crleria,006-89 rand 8CS11 Balding Component Safely IntormaHon ovaioble from truss Prate Institute.583 D'Onobio Drive.Madison.WI 53719. 7777 Greenback Lane,Suite 109 Carus Heights,CA,95610 • r Tnes Tnae Typ. - -Cop oral Coral Comaon X07 TO? COSPAON 2 1 R23879©71 Tao-Way Inc,Vancouver,WA 66668 Jet Referent*(ap6an.0 6.606 s Doo 14 2006 Wok Industries,Ina Thu Dec 2612.00662000 Papa 1 636 1-40 4-3-7 044 i 1244 1 1744i 240-0 251-0 Sas 6-}7 1 1 T+o 66= Scat.=1652 4 1040 r S 3124iIIKApp2:44 13514440471 I-1 g ' 1 /t s� a /0 11 . 12 . I sora i fsa Tt 843 7-7-7f 264`0 1 Plate Offsets IX.Yk 1211-0-15,61001.IR04-15.Ed0e1 5-24 LOADINGL (pd) SPACsl6 Clit 25.6 Mates Increase 2-0-0 TC 020 OHi to 0001 t/ PLATES Mr TCOL 7.0 Lumber tamer* t15 SC 0.41 Y° 1) '&17 2-10 a099 360 fIf1Z0 220%95 BLYL 0.0 �Shwas Incr YES HVoz(Tt 0.04 2�f0 6690 lea SCOL 10.0 Cod. 03/1M2000 Floa{Tt1 OA4 6 nta ora LUMBER Weight 101 b TOP CHORD 2x4 DF No.1596r C OP TPCltf6 BOT CHORD 2 x 4 DF No 1i81r Q TCHORD Sheathed or 4.5.15 cm pull* W S 2 c4 OF Std p DOT CHORD Rigid 18 y dor 104-0 on Madan. REACTIONS 0 2=11146-54,6011451.24 Mar L1p�26-4400.0 3),11=4480:3) [R S.Tj',O FORCES 1b)-famdnwari Q�' �JaSq Ff- TSOTOP CHORD2-10=-347/1400,10-11=421/1013,D .•W36.2- 1761/552 3-4=-1553/1540,4 5=-1553!546,54t=t1tf1J552 67=0/24 en C` 'ro, 9.f1=121/1013.9.12=-121J1013,6.12s-12Vf013,s-* 447/1480 WEBS 3-10=453/243,4-f0=-139/586.4-b -1391566,641=.353/263 '� ; a L y NOTE8I 1)Unbalanced roof Ike loads have been considered for this dedgm 2)What ASCE 7-OQ 1 t081pfx h=f4R TCq=4 Zpsf BCDL.6 Ops Category 0;Exp B endured C C 1+U 4, 30496 ft, exposed:Lumber DOL=1.33 dale gdp DOL=1.33. celtsever telt andright Ft?/STfi� N-N�' 3)50.04 AC tad load graced as the bottomchord.12-20 from le*4)�s Imes has been designed fora 10.0 p !Pollan b dd ugh ''r v Ss/nNA4 011 5)Plates thedtedfor apfasorati us5degANroWonabout iscenter. utyo9lertirotoads 7)ThisThiOde rating cti reduon a 20%has been applied for te Ofeell *designed le accordance with the 2403 Mamtiony Residential Code sections 11502.11.1 and 640210.2 and referenced raaeed t EXPIRES:OR-OI-OR J standard truss NSYfW 1. 6)Hanger(s)or other connection deviate)shall be provided aufildent b support concentrated toad(.)25 lb dean el 10.0-0.and 2590 dowel �Q,E4 ARaFFet1 TI amid,ecaneciondmdce(*)bthe reepa ayaotias. � No. 'This anytime d duor long loading(trap)Mbe total load deflection.The btAdNO �aGE /0dasiOrer.hal walk that 9s parameter fate"Abbe intended use a this aniponattCR1 � l? 4. ) : 'LOAD CASES)Slardad i EXPIRATION DATE:08/30/08 December 28,2006 t ® WART e.',wilt dredgepe Mre tel NOM OXO asAlafY aB�aIIaprJraraerma'IAYaYr6T4TJV I voed to Ue.CO/Mnh Mr*Mirka.aald.�a 0bsd a4 copoanwMsibowt aide keen indtdud aaamrseseMI a�°r � .wiarsPericoioo�oton oeea„poe,e„taraApom>Dgli„r �p aedQeo,.iwrrus�+�e�anpaiwa `/� ...IL °°''gennunted 'Ma'o ,a�+ ., hapavl pbraW�006510 gdsignsrteCKoa. per iYiiTek' a=ver eon.,d trans Was ride 03 grOnokk.eery„„ .rnNM 33719. rA.05000aMin.'Sii ,gender didanne'Coram��el ---a.,..�..«rr.• I"tdawaaoa uvWabbaom Aw Clara hsaufR 36.1 O' Fade.Modhat 04 33719. 7rT7Cecae.q� CWS Hrt9NC.OA.96Naoaa im A t Job truss Truss Type CJty Ply Coral Common R22689349 B06082707 708 GABLE 1 1 Job Reference(optional) Trus-Way inc.,Vancouver,WA 98668,Tory-robels..-._ 6.200sJu1132005 MITek Industries,Inc.Wed Sep 0614:08232008 Pagel 1 -i-4-0 l 6.3-7 1 12-0-0 I 17-8-9 1 24-0-0 1 25-4-0 i 1-4-0 6-3-7 _. 5-8-9 5-6-9 6-3-7 1-4-0 f Scale=1:45.2 5x6= ::lr'- 4 6.00 12 t • a , 1.... :P. ::,. :,.. 3 5 o w r y Q 2 _dm • w w w w n .� e e w 6 0 10001., ••• •••♦ ♦ 3x10= 11 10 9 8 3x10= 304= 3x6= 3x4= 1 8-2-5 I 15-9-11 I 24-0-0 8-2-5 7-7-7 8-2-5 ti y:. Plate Offsets(X,Y): [2:0-10-3,0-0-12],[6:0-10-3,0-0-121 LOADING(psi) SPACING 2-0-0 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 IC 0.31 Vert(LL) -0.07 2-11 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.45 Vert(TL) -0.16 2-11 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.25 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight 162 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.188U G TOP CHORD Sheathed or 4-10-7 oc purlins, BOT CHORD 2 X 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 9-11-9 oc bracing. WEBS 2X4DFStdG OTHERS 2 X 4 DF Std G REACTIONS (Ib/size) 2=1075/0-5-8,8=173/3-5-8,6=934/3-5-8 Max Uplift2=-477(Ioad case 3),8=-2(load case 3),6=-457(load case 3) E Max Grav2=1075(Ioad case 1),8=196(Ioad case 2),6=934(load case 1) -. FORCES (Ib)-Maximum Compression/Maximum Tension , • TOP CHORD 1-2=0/38,2-3=-1678/621,3-4=1470/616,4-5=-1408/628,5-6=-1620/636,6-7=0/37 BOT CHORD 2-11=-406/1416,10-11=-166/945,9-10=-166/945,8-9=-425/1366,6-8=-425/1366 WEBS 3-11=-354/280,4-11=-169/569,4-9=-187/479,5-9=-360/297 j. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)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/7P11-2002. 4)This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 5)All plates are 2x4 MT20 unless otherwise indicated. „0Q P ROF4- 6)Plates checked for a plus or minus 5 degree rotation about its center. °S, 7)Gable studs spaced at 1-4-0 oc ��Gj �G i N SFR �0 8)A plate rating reduction of 20%has been applied for the green lumber members_ 9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced 47-t- 1•:;- , standard ANSI/7P11. -' 10)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection.The building designer shall verify that this parameter fits with the intended use of this component. LOADCASEIS)Standard `4>,ORE ,01).4)°C- 5 A -51 ER 1"5 �/� iiiii s.1-\ \ EXPIRATION DATE:06/30/08 J September 7,2006 0 a WARNING-Verify design parametors and READ NOTES ON IWO AND INCLUDED VITEN REFERENCE PAGE NII-7473 BEFORE USE. Design void for use only with Mnek connectors.This design is based only upon parameters shown,and is for an hdiaidual building component. ! Applicability of design poramenlers and proper Incorporation of component is resporaibtity of building designer-not truss designer.Bracing shown ' is for lateral support of individual web members only.Additional temporary bracing to insure stablity during construction is the responsibility of the # erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For generd guidance regardingawsa>o rearonn.- fabrication.gunny control,storage.delivery.erection and bring,consult ANSUIPII Dually Criteria.D5B-89 and BCSI1 Building Compnent 7777 Greenback Lane,Suite 109 Safely Information avolable from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. Citrus Heights,CA,95610 I 1 [Job Truss Truss Type Qty Ply Coral Common R22689350 006082707 T09 CAL HIP 1 1 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobet -- 6.200 s Jul 13 2005 kliTek Industries,Inc.Wed Sep 06 14:08:24 2006 Page 1 1 -1-4-0 1 2-5-8 1_ 4-612 F-0-71 8-11-9 19-5-41 11-6-8 I 14-0-0 1 15-4-0 1-4-0 2-5-8 2-1-4 0.5-11 3-11-2 0-5-11 2-1-4 2-5-8 1-4-0 Scale=1:27.9 11. 6x8= 5 7 5x8= 2x4 11 Ai 6.0012 4 �.__._._........._�/ �� D� : 2x4 n' 2x4 i 3 8 N 2 2x4 II _, !- 454 11 9 2x4 11 12= 4x4= 3x4= 5x6= 3x4 2x4= 1 4-6-12 1 7-0-0 1 934 1 14-0-0 1 4-6-12 2-5-4 2-5-4 4-6-12 Plate Offsets(X,Y): (4:0-4-0,0-1-4],[6:0-4-0,0-1-4),(12:0-3-0,0-3-0],(12:0-2-0,0-0-4� LOADING(psi) SPACING 2-0-0 CSI DEFL in (lac) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) 0.02 12 >999 36D MT20 2201195 TCDL 7.0 Lumber Increase 1.15 BC 0.15 Vert(TL) -0.03 12 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 l-lorz(TL) 0.01 9 n/a Na BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:70 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins,except BOT CHORD 2 X 4 DF No.1&Btr G 2-0-0 oc puffins(6-0-0 max.):4-6. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Std G REACTIONS (Ib/size) 2=673/0-5-8,9=673/0-5-8 Max Uplift2=389(load case 3),9=-389(load case 3) :.':-- FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38,2-3=-920/419,3-4=-870/431,4-5=-15/0,4-19=-810/489,19-20=-810/489,6-20=-8101489,6-7=1510,6-8=-870/431 ,8-@--920/419,9-10=0/38 BOT CHORD 2-13=-255/760,12-13=-265/788,11-12=265/788,9-11=-255/760 WEBS 3-13=-6/111,4-13=0/138,4-12=-31/83,6-12=-31/83,6-11=0/138,8.11=-6/111 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18fl;TCDL=4.2psf,BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)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 ANSUTPI 1-2002. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �. O P ii QF4`rcS- 6)Plates checked for a plus or minus 5 degree rotation about its center. 7)Gable studs spaced at 1-4-0 oc. _- ANG I- fi- /� 8)A plate rating reduction of 20%has been applied for the green lumber members. 4� 9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced 1�A 9 2- 1--- standard ANSI/TPI 1. 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. ,,,,Or-,/ � 11)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the Intended use of this component. �/ en , LOAD CASE(S) Standard .O T� ,._-- -57C 7 .- R2 R S .��a EXPIRATION DATE:06/30/08 September 7,2006 A WARNING Verify design parameter's and READ NOUS ON THIS AND INCLUDED EfITEE REFERENCE FAGS MI!2473 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. Appfcab�ttty of design paramenters and proper incorporation of component Is responsbtrty of building designer-not truss designer.Bracing shown ME a :s for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsbility of the �i erector.Additional permanent bracing of the overall siucture k the responsibility of the building designer.For general guidance regarding Fabrication.quality control.storage.delivery.erection and bracing,consult ANSI/IPi1 QuaBy Criteria,005-89 and SCSI Building Component 7777 Greenback lane,Suite 109 Safely Information available horn Truss Plate Institute,563 D'Onohio Drive,Madison WI 53719. Citrus Heights,CA,95610 t! 1 ,t ♦ r !Job Truss I,Truss Type — - Qty Ply Coral Common I 806082707 710 COMMON 2 1 822689351 Trus-Wey Inc.,Vancouver,WA 98668,Tony Tabel Job Reference(pptioni) 6.200 s Jul 13 2005 MlTek Industries,Inc.Wed Sep 0614:0824 2006 Page 1 1 -1-4-0 1 7-0-0 1-4-0I 14-0-0 1 15-4-0 I 7-0-0 7-0-0 1-4-0 9x14 MTiBH 11 Scale=1:28.9 3 i i i1 tiPP 6.00 72 2 T e „4 I, 4x6= 6 8x6= 4x8= 7-0-0 14-0-0 7-0-0 7-0-0 Plate Offsets(X,Y): (6:0.3-0,Edge] LOADING(psf) SPACING 2-0-0 l CSI DEFL in (bo) Udef Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 I TC 0.37 Vert(LL) -0.05 2-6 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1:15 I BC 0.31 Vert(TL) -0.09 2-6 >999 180 , MT18H 220/195 BCLL 0.0 Rep Stress Ina' YES I WB 0.13 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 1 (Matrix) Weight:49 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&8tr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (lb/size) 2=669/0-5-8,4=669/0-5-8 Max Uplift2=343(bad case 3),4=-343(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38,2-3=-816/295,3-4=-816/295,4-5=0/38 DOT CHORD 2-6=-106/645,4-6=-106/645 WEBS 3-6=0/313 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCOL=6.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantiever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)All plates are MT20 plates unless otherwise indicated. 5)Plates checked for a plus or minus 5 degree rotation about its center. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. gc.<(5 ��R .D R(�F�S 8)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The buildin designer shall verify that this parameter fits with the intended use of this component. G��S . ,- Irs/© LOAD CASE(S)Standard •, * -57 <3 --0 OREtAt • 'ci f EXPIRATION DATE:06/30/08 J September 7,2006 WARNING Veru&design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD7473 BEFORE USE = T 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 paromenters and proper incorporation of component is responsbioly of bulding designer-not fries designer.Bracing shown a for lateral support of individual web members only.Additional temporary bracing to insure stability during construceon Is the responsibitN of the iTe k erec`or.Additional permanent bracing of the overall structure is the responsbilly of the building designer.For general guidance regarding lobdcotion.quality control.storage.delivery,erection and bracing.consult ANSI/IMI QualifyCraedo,058-89 and 80511 Belding Componentni PERFORM:- I Citrus Heights,Safety Information ovo8able from Truss Plate Institute,583 D'Onotrio Drive,Madison.WI 53719. 7777eGreghts,C Lane,Suite 109 CA,95610 I t r Job Truss Truss Type Qty Ply Coral Common 822689352 606082707 111 CAL HIP 1 1 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel 6.200s Jul 132005 MiTek Industries.Inc.Wed 8850614:08:252006 Page 1 `. 1 -1-4-0 1 3-10-0 1 7-3-12 1-9-1 11-9-0 1 15-8-9 1?-2-it 138-0 1 23-6-0 124-10-0 1-4-0 3-10-0 3-5-12 0-5-11 3-11-9 3-11-9 0-5-11 3-5-12 3-10-0 1-4-0 Scale=1:43.8 • 4x6= 354= 84x6- 5 4 41 �4 td 6 �4 li ,`42 ; 6.0012 @.-_ . 9 § 3 ,,....---"------ .00110" ::i 9 co tita 41 0 10 2 . . all i/1111110Kil 4x6= 14 13 12 486— 3x8= 3x6= 3x6= - I 7-3-12 I 16-2-4 1 • 23-6-0 ..,._....1 7-3-12 8-10-8 7-3-12 Plate Offsets(XX): [2:0-0-15,Edge],[4:0-2-7,0-1-121[7:0.2-7,0-1-121,(10:0-0-15,Edge] }. LOADING(psi) SPACING 2-0-0 CSI DEFL in (toe) l/deft lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.10 12-14 >999 360 MT20 220/195 TCDL 7.0 Lumber increase 1.15 BC 0.42 Vert(TL) -0.22 12-14 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) 0.04 10 n/a n/a . BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight 141 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 5-0-3 oc purlins,except BOT CHORD 2 X 4 DF No.1&Btr G 2-0-0 oc purlins(5-7-11 max.):4-7. WEBS 2 X 4 OF Ski G BOT CHORD Rigid ceiling directly applied or 9-5-3 oc bracing. OTHERS 2 X 4 DF Std G REACTIONS (lb/size) 2=1072/0-5-8,10=1072/0-5-8 Max Uplift2=500(load case 3),10=-500(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38,2-3=-1742/694,34=1571/632,4-5=-15/0,4-41=-1374/669,6-41=-1374/669,6-42=-1374/669,7-42=1374/669, 7-8=15!0,,7-9=-1571/632,9-10=-1742/694,10-11=0/38 BOT CHORD 2-14=-495/1487,13-14=-482/1541,12-13=-482/1541,10-12=-495/1487 WEBS 3-14=-125/126,4-14=-34/369,6-14=324/130,6-12=-324/130,7-12=-34/369,9-12=-125/126 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18ft;TCD! 4.2psf;BCDL=6.Opsf;Category II;Exp B;enclosed;C-C Exterior(2):cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)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. • 4)Provide adequate drainage to prevent water ponding. �� • 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ? 6- 6)All plates are 2x4 MT20 unless otherwise indicated. �'�� G]N 6'6'' 7)Plates checked for a plus or minus 5 degree rotation about its center. `� �N � 0� 8)Gable studs spaced at 1-4-0 oc. 7 9)A plate rating reduction of 20%has been applied for the green lumber members. Zt 168)..-F 10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1- 11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. • 12)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building -. C, designer shall verify that this parameter fits with the intended use of this component. ,, A�r REG LOAD CASE(S) Standard '9� ��$ A.-�- FR S tiN EXPIRATION DATE:06/30/08 September 7,2006 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE M767473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and B for on individual building component. . Applicobiity of dodge paramenters and proper incorporation of component is responsbility cf budding designer-not truss designer.Bracing shown isMiTek for lateral support of individual web members only. Ulnae Additional temporary brachg to Uae stabSty during construction is the n�porofotliy of the erecta.Additional permanent bracing of the overall structure's the responsibility of the building designer.For general guidance regarding .awcs>o PeRras...- fabricafion.qualify control,storage,delivery,erection and bracing,consult ANSI/1911 Qualify Crierta.DS8-89 and BCSI1 Building Component 7777 Greenback Lane-Suite 109 Safely Information evadable from Truss Plate Institute.583 D'Onorno Drive.Madsen.WI 53719. Citrus Heights,CA,95610 T M Y r Job Truss Truss Type Oty t)' YCoral Common I 1306082707 112 FINK R22589353 7 , _ Tait-Way Inc..Vancouver,WA 98668,Tony TObei Job Reference(optional) 6.200 s Jul 13 2005 MiTek Industries,Inc.Wed Sep 06 14:08:25 2006 Page 1 I -1-4-0 I 6-1-15 i 5-7-1 0 I i5-7-1 '� 26-1-15 1-4-00 ' 1-4-0 i4I 54= Scale=1:44.4 4 CZ 6.00 FE - 2x4\\ 2x4// 3 5 v 6 �, c: ��7 IQ rr _ d 4x6_ 10 9 8 �4 4x8— 3x4= 3x6= 3x4=I __—_— _8-0-5- I 15-5-11 I 236-0 I `. 7-5-7 8-0-5 Plate Offsets(XX): [2:0-0-15,Edgej,[6:0-0-15,Edgej LOADING(psf) SPACING 2-0-0 CSI DEFL in (loo) 1/deb Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 It 027 Vert(LL) -0.08 8-8 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.17 2-10 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.24 Holz BCDL 10.0 Code 1RC2003ITPI2002 (TL) 0.04 6 rile n!a (Matrix) Weight:99 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 4-10-14 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Sid G REACTIONS (lb/size) 6=106810-5-8,2=1068/0-5-8 Max Uplift6=-465(Ioad case 3),2=-465(toad case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38,2-3=-1663/596,3-4=-1460/592,4-5=-1460/592,5-6=-1663/596,6-7=0/38 BOT CHORD 2-100-386/1405,9-10=152/954,8-9=152/954,6-8=386/1405 WEBS 3-10=-347/273,4-10=164/542,4-8=164/542,5-8=-347/273 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Plates checked for a plus or minus 5 degree rotation about its center. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)This truss does not indude any time dependant deformation for long term loading(creep)in the total load deflection. The building O P R F6- designer shall verify that this parameter fits with the intended use of this component. „S' LOAD CASE(S) Standard 44\�� NG1N8F� s/©7 -57 CZ” 1�*:'%.i s t 5 . Job Truss Truss Type Qty Ply Coral Common R22689354 806082707 712A CAL HIP 1 1 Job Reference(optional) Two-Way Inc..Vancouver,WA 98668,Tony Tobel 8.200 s Jul 13 2005 MTek Industries,Inc.Wed Sep 06 14:08:25 2006 Page 1 1-4-0 3-10-0 7-3-12 9- 11-9-0 15-8-9 1 2 19-8-0 23-6-0 2410-0 I ' I I t T I �Tf I 1 1 1-4-0 3-10-0 3-5-12 0-5-11 3-11-9 3-11-9 0-5-11 3-5-12 3-10-0 1.40 Scale=1:43.8 5 8 6. 4x8= 3x4= 4x8= 6.00 12 4 ►4 15 �4 6 .. 78 F\ 2x4 C \2x4 J. 3 9 A 107. 2 $ 91//, t1 111,7 3x10= 14 13 12 3x10= 3x8= 3x6= 3x8 - • 7-3-12 -I--__. _._-- 16-2-4 1 23-6-0 l 7-3-12 8-10-8 7-3-12 Plate Offsets(X,Y): [2:0-10-3,0-0-12],14:0-3-15,0-1-151[7:0-3-15,0-1-151,[10:0.10-3,0-0.12] LOADING(pot) SPACING 2-0-0 CSI DEFL in (lac) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.83 Vert(LL) 0.12 12-14 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.39 Vert(TL) -0.23 12-14 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.20 Horz(TL) 0.05 10 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:112 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 4-11-2 oc purlins,except • BOT CHORD 2 X 4 DF No.1&Btr G 2-0-0 oc purlins(5-5-11 max.):4-7. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 5-10-7 oc bracing. REACTIONS (lb/size) 2=110010-5-8,10=1100/0.5-8 Max Uplift2=808(load case 3),10=-808(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension -- TOP CHORD 1-2=0/38,2-3=1793/1301,3.4=-1642/1351,4-5=-74/0,4.15=1446/1519,6-15=1446/1519,6-16=1446/1519, 7-16=-1446/1519,7-8=74/0,7-9=-1642/1351,9-10=1793/1301,10-11=0/38 BOT CHORD 2-14=-1018/1530,13-14e-1291/1609,12-13=-1291/1609,10-12=-1018/1530 WEBS 3-14099/48,4-14=-51/370,6-14=-347/287,6-12=3471287,7-12=-51/370,9-12=-99/48 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph:h=18fL TCDL=4.2psf;BCDL=6.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other rive loads. 5)Plates checked for a plus or minus 5 degree rotation about its center. 6)A plate rating reduction of 20%has been applied for the green lumber members. P O 7)This truss is designed in accordance with the 2003 International Residential Code sections R502.11,1 and R802.10.2 and referenced �� Ess standard ANSI/TPI 1. �. G]NEF� ./a2 8)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-1od nails. 9)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building -v - designer shall verify that this parameter fits with the intended use of this component. 161 OPE LOAD CASE(S)Standard M -RS1\C� 1 EXPIRATION DATE:06/30/08 September 7,2006 ® WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M1I.7473 SWORE USE. Design valid for use only with Weis connectors.This design is based only upon parameters shown.and is for an cxlNidual building component. Applicability of design paramenten and proper incorporation of component is responsi:itly of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the 1 j T Y erector.Additional permanent bracing of the overall structure is the responsibfly of the building designer.For general guidance regarding iawca+s rce�oe,v.- fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component 7777 Greenback Lane,&de 109 Safety Intonnatlon avolable from Truss Plate institute,583 D'Onafrio Drive,Madison,WI 53719. Citrus Heights,CA.95610 1 / s a A 1 Job Truss Truss Type -- -_--C*-- Ply Coral Common 822689355 I ' 806082707 T13 MONO TRUSS 6 1 1 ,..- Job Reference(optional) Trus-Way Inc.,Vancouver,WA 88668,Tony Todd 6.200 3 Jul 13 2005 MiTek Industries,Inc.Wed Sep06 14:08:26 2006 Page 1 --. 1 -1-4-0 I 30-0 1 '. 1-4-0 3-0-0 3 _. Scale=1:11.4 Vi4 6.00[i -.•....•....r tt t 2 4 c 2x4= 3-60 3-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 25-0 Plates Increase 1.15 TC 0.16 Vert(LL) -0.00 2-4 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.00 2-4 >999 160 BCLL 0-0 Rep Stress Inc: YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:11 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 3-0-0 oc purlins. BOT CHORD 2 X 4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . REACTIONS (lb/size) 3=51/Mechanical,2=237/0-5-8,4=25/0-5.8 Max Horz2=150(load case 3) Max Uplift3=-63(load case 3).2=190(load case 3) Max Grav3=51(load case 1),2=237(load case 1),4=51(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0138,2-3=54/17 BOT CHORD 2-4=0/0 NOTES 1)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)Plates checked for a plus or minus 5 degree rotation about its center. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)Refer to girder(s)for truss to truss connections. 6)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. ��co P R OPE:0 LOAD CASE(S)Standard ��‹Cj ,,,,NAG ~zc� /0, 16::::."E 9 o OR .192...,-'`,mob 9 .69 � ila 1 t I,y"'A s 1`Niai EXPIRATION DATE:06/30/08 j September 7,2006 lA WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M1I7473 BEFORE USE. kill .a_ .L.-.T4 .•. -,.a =a Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and k for an indvidud building component Applicability of design poramenters and proper incorporation of component is responsbility of building designer-not truss designer.Bracing shown `Te i y�'r�' is for lateral support of individual web members only.Additional temporary bracing to insure stabity during construction is the responsibilify of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For generd guidance regarding POWER Ta PERFORM, , fabrication,quality control storage.delivery.erection and bracing.consult ANSI/TPII Googly Cdter a.058.89 and BCSit Bu8t8ng Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison.WI 537i9. Cams Heights,CA,95610 -4 a .1 Job Truss Truss Type sty Ply Coral Common R22689356 t 806082707 T14 SPECIAL 7 1 Job Reference(optional) Trus Way Inc.,Vancouver,WA 98668,Tony Toll 8.200 s Jul 13 2005 MITek Industries.Inc.Wee Sep 08 14:08:26 2006 Page 1 1-6-0 2-10-0 f 1-6-0 1-4-0 Seale:1.5"=1' : , i:'..:1.!:1::i::::::::::::::.:'‘!:.T‘', 6.C 0 L *li' • .:1"......; En, 3 2 II 2x4= \i .- -CT-4 t$O 0-0-4 1-6-0 = LOADING(psf) SPACING 2-0-0 CSI DEFT in (lac) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.00 4 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 •BC 0.02 Vert(TL) -0.00 4 >999 180 BCLL 0.0 Rep Stress Ina YES WO 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight 7 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD Sheathed or 1-6-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=3/Mechanical,4=14/Mechanical,2=191/0-5-8 :...„1.!_':1;-- Max Horz1=-105(load case 3) Max Uplift2=-237(load case 3) Max Grav1=58(load case 3),4=29(load case 2),2=191(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-41/120,2-3 /37 BOT CHORD 2-4=0/0 NOTES 1)Wind:ASCE 7-02;110mph;h=18ft;TCDL=42psf;BCDL=6.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3)Plates checked for a plus or minus 5 degree rotation about its center. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)Refer to girder(s)for truss to truss connections. 6)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 7)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verity that this parameter fits with the intended use of this component. � R � P R QFC, LOAD CASE(S)Standard ry �G((y �� r$jQ i 16...P-.E yr • 1 M %,0 O , N X03 `f �� REF 2-'` <G ; t EXPIRATION DATE:06/30/08 September 7,2006 - _ . ® WARNING-9e1-((y design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE 4611.7473 BEFORE USH Design valid for use only with MIT ek connectors.This design is based only upon parameters shown.and Is for an individual building component. Applicability of design poramenters and proper incorporation of component is responslbEly of building designer-not truss designer.Bracing shown � Is for lateral support of individual web members only.Additional temporary bracing to insure slabiTily during construction is the responsrbt6ity of the e • erector.Additional permanent bracing of the overall structure is the responsbilily of the building designer.For general guidance regarding fabrication.quality control.storage,delivery,erection and bracing,consult ANSUTPII Gently Criteria,05649 and BC5t1 Butding Component 7777 Greenback Lane,Suite 109 Safety Information available horn Truss Plate Institute.583 D'Onotrio Drive.Madison,WI 53719. Citrus Heights,CA,95610 • • Symbols Numbering System A General SafetyNotes PLATE LOCATION AND ORIENTATION 11/4" Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury mil Dimensions are in ft-in-sixteenths. (Drawings not to scale) lipik Apply plates to both sides of truss I. Additional stabilitybracingfor truss system,e. and fully embed teeth. diagonal orx-br ing,is lways required. See BCS11, 2. Truss bracing must be designed by an engineer.For 0.1/16„ 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator ig 111.1111110ANtiAdi bracing should be considered. III.Nllipp Q 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O6 I 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 0 designer,erection supervisor,property owner and plates 0-%r:'from outside Uall other interested parties. edge of truss. -6 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each ......... This symbol indicates the 8 76 5 joint and embed fully.Knots and wane at joint 1M MIIII•1 required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from *Plate location details available in Mitek 20/20 the environment In accord with ANSI/TPI 1. software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication, AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with tire retardant,preservative treated,or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 4 x 4 width measured perpendicular NUMBERS/LETTERS. Camber is a non-structural consideration and is the responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS Indicated are minimum plating requirements, ICC-ES Reports: 12.Lumber used shall be of the species and size,and in at respects,equal to or better than that , Indicated by symbol shown and/or ESR-1311.ESR-1352,ER-5243,96048, specified, by text in the bracing section of the 9730,95-43,96-31,9667A 13,Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design, if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,it no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others, Indicates location where bearings 16.Do not cut or alter truss member orplate without prior (supports)occur. Icons vary but ©2006 Mitek®All Rights Reserved approval of an engineer. ti41, reaction section indicates joint1111111111101 number where bearings occur. 17,Install and load vertically unless indicated otherwise. imi`�� .r. 18.Use of green or treated lumber may pose unacceptable Mil environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal r 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. MiTek is not sufficient. BCSII: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM:" ANSI/TPI 1 Quality Criteria. Installing &Bracing of Metal Plate Connected Wood Trusses. MlTek Engineering Reference Sheet:MII-7473 .y