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Plans (11) r a, 1. , '` z4 \4) ate, - i {k r -.0x CO S f / iri L. m m M —3 ai —�a�... o r p ..�� Is—A \ J; . ert B4 • sI.FE ,_ 3)64 m :: 0 P'9":":f'',./4"POW741P.1 1 I 1 di .,/,,/,, ' 11 ., #:Vrty/3.74,4 1 1\ ./., A°1,00°.•,,,,/,,,zrie, i :, 1 ,: . .ALA/ r 1,Z .' ' ie////4*,&14 L)\3 4,0 j ..i :"'.i'�`" 0reir,`'r III y �r!'/1 A __ 'fir . [ f d ,i. , ---__, ,./ . ,.. . .. i ;:civie,:,„....„-/iy, . . . .. .: 11 ,,!, ' . - ! ,,• ,;<_____,. ::,_ ., ,,, _,,;0",.1;00/. 2: PA :.. / .': • H! i: ' .. .. [1;1 ''' ,!1,1(.3).:C6i1 •. 4111 1 .. /f4:0/0( .:- . . 1 ;11 li . ' . ' ' 11 : 1 ."- ' rir _ ?'°i"00',„."7/1,12, . •...'. • ' .• ... ' ;',---V11•- it:# ..,,. /fisio . .. , 14LA4 4t.G.a� )_A ! //./,/,11///s,,.J , ��—, .1 r 1;;,,00.4,,,00.1rorr:ir ,fr Aict, 1,i,1 , . ,!1,1 :J:...,,,,,_—.: .,1:4:1:Al. .: 1 I ..._7 3.--, _ E i _- / ti - ,.A 1 1 t-) 4-- (4,..,.. V5IJ ;Are,7 if. •fieri.-,. �, Bit :! ,i,rr I l ; II ca � 9J1 L A=LU24 Hanger 21'7"8 '< 64'4"A ,,1B=LU26 Hanger BMC WEST SHOP DRAWING APPROVAL Customer Name: Project NName/+Plan#: y�1n� p THIS LAYOUT IS THE SOLE SOURCE FOR FABRICATION OF Ted Amato Coral Street Tow II times TRUSSES AND VOIDS ALL PREVIOUS ARCHITECTURAL OR LCustomer Address: OTHER TRUSS LAYOUTS.ER AND NAPPROVAL OF THIS Site Contact: Site AddressLot 1 2&3 BUILDING MATERIALS BE BUILT.VERIFY ALL CONDITIONS TO INSURE AGAINST L Site Phone": CHANGES THAT WILL RESULT IN EXTRA CHARGES TO YOU. Tigard, OR TRUSS DIVISION Office Phone: Pitch: Overhang: Date: Job#: 5/12 12" 20285 S.W.Ci ole Rd. 01/19/07 701-229 Approved by: Date' Office FatsSherwood,Or.. 97140Ceiling Pitch: Loading: Wall Size/Plata Size: Drees By 2.5/12 25-7-0-10 2x6 KF Phone#:(503)925-8787 Fax#:(503)825-4575 M iek POWER TO PERFORM.' MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: 701229 Fax 916/676-1909 701229--Ted Amoto--Lot 1,2,3 The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc. under my direct supervision based on the parameters provided by BMC West-Sherwood, OR. Pages or sheets covered by this seal:R24162871 thru R24162925 My license renewal date for the state of Oregon is June 30,2008. QED PR t1 fiFs 41 16890PE �< ) \A OREGON , ' y � 'r '` E'P 'l ION ., X6/30/08 January 30,2007 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. 1 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162871 701229 A3 ROOF TRUSS 10 1 Job Reference(optional) BMC West-Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:09 2007 Page 1 7-6-14 I 15-1-13 J 7-6-14 7-6-14 Scale=1:25.2 5x6— ASCE 7-98 SPEC.HAS BEEN APPLIED TO TRUSS DESIGNS IN THIS JOB. 2 5.00 12 1-2 2-3 N V5 A 4 1 5x8= 3 i .11141111111 "IONA, pi 2.5012 3x8 3x8 I 7-6-14 I 15-1-13 7-6-14 7-6-14 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.77 Vert(LL) -0.20 3-4 >902 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.82 Vert(TL) -0.41 3-4 >427 180 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.16 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:45 lb LUMBER BRACING ' TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 1=617/0-5-8,3=617/0-5-8 Max Upliftl=-126(load case 5),3=-126(load case 5) Max Grav1=709(load case 2),3=709(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1840/342,2-3=-1840/342 BOT CHORD 1-4=-262/1665,3-4=-262/1665 WEBS 2-4=-50/882 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Bearing at joint(s)1,3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. � �`s 3 PR Qp- 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Z4-./~� '(GNB I N E�� 0 -57 11€1',4'!E r' IM • .O co ,0 pia'jA� \0 -T L B B '1 {fir 'jRS - ' • EXPIRATION DATE:06/30/08 January 30,2007 t _p a ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. rpm Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ■YY� Applicability of design paramenters and proper incorporation of component a responsibility of building designer-not truss designer.Bracing shown MiTek k' - is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingPOWER_ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162872 701229 A4 ROOF TRUSS 7 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:10 2007 Page 1 - I 7-6-14 I 15-1-13 7-6-14 7-6-14 Scale=1:25.2 5x6— 2 5.00 12 1-2 2-4 2-3 1 3 • 4 3x8 1.5x4 I 3x8 7-6-14 15-1-13 7-6-14 7-6-14 Plate Offsets(X.Y): [1:0-3-0,0-1-8].[3:0-3-0,0-1-81 TCLL LOADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.71 Vert(LL) -0.15 3-4 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -0.30 3-4 >591 180 BCLL 0.0 Rep Stress lncr YES WB 0.19 Horz(TL) 0.03 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:45 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X3SPFStud REACTIONS (lb/size) 1=617/0-5-8,3=617/0-5-8 Max Upliftl=-126(load case 5),3=-126(load case 5) Max Grav1=709(Ioad case 2),3=709(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1039/219,2-3=-1039/219 BOT CHORD 1-4=-137/880,3-4=-137/880 WEBS 2-4=0/342 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 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 Building Code section 2306.1 and referenced standard ANSI/I-Pi t 1 c O PRQ�""s.s LOAD CASE(S) Standard � � [NE �j 4a ' <r 16 s'r- 4. p.. IP 0 5 \ 40, EXPIRATION DATE:06/30/08 January 30,2007 ■ 8 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MD-7473 BEFORE USE. ■ Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ■ �y Applicability 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.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure's the responsibility of the building designer.For general guidance regarding POWER'TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162873 701229 A4S ROOF TRUSS 1 1 Job Reference(optional) BMC West-Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:11 2007 Page 1 I 7-6-14 I 15-1-13 I u 7-6-14 7-6-14 Scale=1:25.3 4x10= 2 5.00 171i- 1-2 2-4 2-3 N_ A 1 3 I— �, Ia 5 ♦ �� .�� 3x8 1.5x4 II 3x8 I 7-6-14 I 15-1-13 7-6-14 7-6-14 Plate Offsets(X.Y): [1:0-3-0,0-1-81,[3:0.3-0.0-1-8] TOL DING(psf) 50 SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.77 Vert(LL) -0.16 3-4 >576 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.30 3-4 >306 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:49 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 4-1-13 oc bracing. WEBS 2X6DFNo.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (lb/size) 1=244/0-5-8,3=255/10-7-8,4=754/10-7-8 Max Horz1=-47(load case 11) Max Uplift1=-639(Ioad case 12),3=-794(load case 13),4=-294(load case 12) Max Grav1=956(load case 9),3=1122(load case 10),4=907(Ioad case 7) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1631/1485,2-3=-2066/1919 BOT CHORD 1-5=-1368/1422,4-5=-1359/1418,3-4=-1717/1776 WEBS 2-4=-676/345 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. �� lrs 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 Building Code section 2306.1 and referenced standard ANSI/TPI 1. �\ {j[N� �� 8)This truss has been designed for a total drag load of 3135 lb. Connect truss to resist dragloads alongbottom chord from 4-6-5 to 15-1-13 for 295.1 plf. 444 t? nj 16f (P T't,.- LOAD CASE(S) Standard • R S.1\ EXPIRATION DATE:06/30/08 January 30,2007 e r, ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. m� 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 responsibility of building designer-not truss designer.Bracing shown MIjj Te k' - is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IP11 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 R24162874 701229 A5 CAL HIP 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:13 2007 Page 1 I 5-6-9 5[11-111 7-6-14 I 9-2-2 19-7-41 15-1-13 l 5-6-9 0-5-2 1-7-3 1-7-3 0-5-2 5-6-9 Scale=1:25.4 J 5x8= 3x4= 5x8= 2 5.00 12 -4 'a 1-2 2-7 3_7 _6 -6 4-5 u5 1.N 1 MP' 5 i1 54114111111111111044,411.1.111111* ti. x12 8 7 9 10 11 6 • 6x6= 6x6= 3x12 I 5-6-9I 9-7-4 I 15-1-13 5-6-9 4-0-11 5-6-9 Plate Offsets(X,Y): [1:0-3-1,0-1-8],[2:0-3-2,0-1-12],[4:0-3-2.0-1-12].15:0-3-1.0-1-8].16:0-3-0.0-4-01.[7:0-3-0.0-4-01 TCLL LOADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP • (Roof Snow=25.0) Plates Increase 1.15 TC 0.80 Vert(LL) -0.16 1-7 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.32 1-7 >553 180 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:63 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 X 6 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X3SPF Stud REACTIONS (lb/size) 1=1954/0-5-8,5=1382/0-5-8 Max Upliftl=-433(Ioad case 5),5=-313(Ioad case 5) Max Grav1=2338(load case 2),5=1622(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-4531/943,2-3=-4112/906,3-4=-3187/762,4-5=-3547/787 BOT CHORD 1-8=-832/4150,7-8=-832/4150,7-9=-772/3588,9-10=-772/3588,10-11=-772/3588,6-11=772/3588,5-6=-684/3209 WEBS 2-7=-29/992,3-7=-84/761,3-6=-947/126,4-6=0/654 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4� P �� s 7)A plate rating reduction of 20%has been applied for the green lumber members. 4. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. `�„ �KN � 9)Girder carries tie-in span(s):6-0-0 from 0-0-0 to 4-1-1 ii‘ C3, 10)Girder carries hip end with 6-0-0 end setback. 11)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2881b down and 1501b up at 16T s' 0 r E SC` J 9-6-0,and 2881b down and 1501b up at 5-7-13 on top chord,and 1062Ib down and 1551b up at 4-1-1 on bottom chord. The _ design/selection of such special connection device(s)is the responsibility of others. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard - 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 '9, 8 . `NA- 4 41 - Continued on page 2 R s.-`N Y✓ EXPIRATION DATE:06/30/08 January 30,2007 a ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MB-7473 BEFORE USE. Mil 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 responsibility of building designer-not truss designer.Bracing shown MiTek' is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding PLOVER TO PERFORN, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison.WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162874 701229 A5 CAL HIP 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:13 2007 Page 2 LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-2=-64,2-4=-121,4-5=-64,1-8=-112(F=-92),5-8=-38(F=-18) Concentrated Loads(Ib) Vert:2=-288 4=-288 8=-760(F) WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITRE REFERENCE PAGE MD-7473 BEFORE USE. Pig 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 responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingPOWER_ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 R24162875 701229 AG MONO CAL HIP 1 1 • Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:14 2007 Page 1 3-0-14 1 3-6-0 1 6-0-0 = 3-0-14 0-5-2 2-6-0 5x8 = Scale=1:13.3 2 1.5x4 II 5.00 12 3 4 '( 2-4 ••• 7 oidlaili_ 1 A _.—Liii-7m- gliti-, , Iv _I), �t 2x4 II 6 5 ►t 3x4= 4x4= I 3-0-14 I 6-0-0 I 3-0-14 2-11-2 Plate Offsets(X,Y): 12:0-3-2,0-1-12] LOADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL(Roof Snow=25.0) Plates Increase 1.15 TC 0.19 Vert(LL) 0.01 6 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.04 6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:25 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-9-12 oc purlins, except BOT CHORD 2 X 6 DF No.2 end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=753/0-5-8,5=753/Mechanical Max Hoa 1=16(load case 3) Max Upliftl=-264(load case 3),5=-270(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1084/360,2-3=0/17,3-4=0/0,3-5=-85/52 BOT CHORD 1-6=-324/989,5-6=-309/934 WEBS 2-6=-157/589,2-5=-1013/354 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. Ps 7)Refer to girder(s)for truss to truss connections. ,.0 o : 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. c ' ( fi c�' 9)Girder carries tie-in span(s):11-0-0 from 0-0-0 to 6-0-0 `� '- Q 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,4../ .y. J LOAD CASE(S) Standard /*9,` 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 / Uniform Loads(plf) r� Vert:1-2=-64,2-3=-64,1-5=-205(F=-185) 0? • OR ca 1 TQ �`M ER 2 'Cj(<, 4iRSIs EXPIRATION DATE:06/30/08 January 30,2007 6 __ P ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 BEFORE USE. —. MN 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 MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM.' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 R24162879 701229 B2 ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:17 2007 Page 1 -1-0-0 1 5-6-9 5(11-1� 8-6-5 1-11-7I 14-6-0 1-0-0 5-6-9 0-5-2 2-6-10 0-5-2 5-6-9 Scale=1:26.0 5x12= 5x12= 3 4 5.00 12 i- _�� A 4-5 1- r _....oigoiiioiriiiiiiitivs....s_ 7 8 II 6x10= 62x4 5 `", 2 S' 2x4 II Id 3x10 2.50 12 I� 3x10= I 5-6-9 I 7-3-0 8-11-7 14-6-0 5-6-9 1-8-7 1-8-7 5-6-9 Plate Offsets(X.Y): [3:0-6-1,0-1-5],[4:0-6-1,0-1-5],[7:0-5-0,0-4-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.75 Vert(LL) -0.29 7 >581 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.65 Vert(TL) -0.63 7 >269 180 TCDL 7.0 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(TL) 0.33 5 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:60 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-1-9 oc purlins. BOT CHORD 2 X 6 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 9-7-3 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 5=1030/0-5-8,2=1116/0-5-8 Max Horz2=23(load case 5) Max Uplift5=-237(load case 5),2=-299(load case 5) Max Grav5=1180(load case 3),2=1306(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46,2-3=-4435/1035,3-9=-5003/1298,4-9=-5003/1298,4-5=-4496/1055 BOT CHORD 2-8=-935/4112,7-8=-926/4011,6-7=-944/4064,5-6=-957/4173 WEBS 3-8=0/394,3-7=-337/1516,4-7=-317/1494,4-6=0/421 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. a P RF S 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. INE - (S'�,r 8)A plate rating reduction of 20%has been applied for the green lumber members. C9 9)Bearing at joint(s)5,2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity (Lt -57 of bearing surface. 4"' 168 f 4 t"" 1 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11)Girder carries hip end with 5-7-13 end setback. ..--- 12) 12)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)250Ib down and 1321b up at 8-10-3,and 2501b down and 1321b up at 5-7-13 on top chord. The design/selection of such special connection device(s)is the CSN (,I - responsibility of others. ' ti - 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). � {c \\ ,1� � LOAD CASE(S) Standard ( C�`y,��` Continued on page 2 EXPIRATION DATE:06/30/08 January 30,2007 1 MN ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH-7473 BEFORE USE. __ Design valid for use only with Wok 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 MiTek• is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 a Job Truss Truss Type Qty Ply 701229-Ted Amoto--Lot 1,2,3 R24162879 701229 B2 ROOF TRUSS 2 1 Job Reference(optional) BMC West-Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:17 2007 Page 2 - LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-4=-115,4-5=-64,2-7=-36(F=-16),5-7=-36(F=-16) _, Concentrated Loads(Ib) Vert:3=-250 4=-250 4 4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER To PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7811 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162880 701229 B3 ROOF TRUSS 20 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:18 2007 Page 1 -1-0-0 7-3-0 14-6-0 1-0-0 7-3-0 7-3-0 Scale=1:25.8 4x6 II 3 5.00 12 3-4 1-3 5 0 2 012 2.50 12 3x8 = 3x8 7-3-0 14-6-0 7-3-0 7-3-0 LOADING(ps() SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.69 Vert(LL) -0.17 4-5 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.75 Vert(TL) -0.36 4-5 >472 180 TCDL 7.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.14 4 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight:44 lb TCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-3-14 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 2=672/0-5-8,4=586/0-5-8 Max Horz2=18(Ioad case 5) Max Uplift2=-183(load case 5),4=-121(load case 5) Max Grav2=802(load case 2),4=677(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=-1725/317,3-4=-1724/316 BOT CHORD 2-5=239/1557,4-5=-238/1558 WEBS 3-5=-39/823 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category 11;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)A plate rating reduction of 20%has been applied for the green lumber members. O PR Ore 8)Bearing at joint(s)2,4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ( s of bearing surface. .Co N - 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. J �� LOAD CASE(S) Standard �+�� EXPIRATION DATE:06/30/08 ) January 30,2007 A ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure B the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162881 701229 B4 ROOF TRUSS 14 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:19 2007 Page 1 1 -1-0-0 7-3-0 I 14-6-0 1-0-0 7-3-0 7-3-0 Scale=1:25.4 4x6 II 3 5.00 12 3-5 e�4 3-4 1-3 4 2 8 i 5 fd Ilibs 3x8= 1.5x4 II 3x8 = 7-3-0 14-6-0 7-3-0 - 7-3-0 Plate Offsets(X,Y): [2:0-3-8.0-1-8],[4:0-3-8,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.65 Vert(LL) -0.13 4-5 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.64 Vert(TL) -0.25 4-5 >665 180 TCDL 7.0 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:45 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-9-4 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 4=586/0-5-8,2=672/0-5-8 Max Horz2=21(load case 5) Max Uplift4=-121(load case 5),2=-183(load case 5) Max Grav4=677(load case 3),2=802(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42,2-3=-980/206,3-4=-979/205 BOT CHORD 2-5=-125/827,4-5=-125/827 WEBS 3-5=0/326 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. PR fis 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)A plate rating reduction of 20%has been applied for the green lumber members. ,\ [N i- t-, 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. t? Z•ki LOAD CASE(S) Standard .‘,C167'1OPE fit'" ' op OR 0 1 S.'C' EXPIRATION DATE:06/30/08 J January 30,2007 t g ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE bffi-7473 BEFORE USE. Mt 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 responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1PI1 Qualify Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suke 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 1 Job Truss Truss Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 701229 B4S ROOF TRUSS 2 1 R24162882 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:20 2007 Page 1 1 -1-0-0 1 7-3-0 14-6-0 1-0-0 7-3-0 1 7-3-0 Scale=1:25.5 4x10= 3 5.00 12 -.4•111.11444...5t. 3-5 3-4 1-3 4 2 .�i�i�i�i�i.,&. i ..i�i�i�i�i�i�iw• * 3x8= 1.5x4 II 3x8 = 7-3-0 I 14-6-0 7-3-0 1 7-3-0 Plate Offsets(X,Y): 12:0-4-4,0-1-8),14:0-4-4.0-1-8) LTCLL OADING(psf) 5 0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP ' (Roof Snow=25.0) Plates Increase 1.15 TC 0.70 Vert(LL) -0.12 2-5 >719 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.66 Vert(TL) -0.23 2-5 >371 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:49lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-6-2 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 4-4-1 oc bracing. WEBS 2 X 6 DF No.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (lb/size) 4=234/0-5-8,2=314/9-11-12,5=715/9-11-12 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz2=70(load case 13) Max Uplift4=-644(load case 14),2=-838(load case 13),5=-275(load case 14) Max Grav4=945(load case 11),2=1205(load case 10),5=857(Ioad case 7) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/41,2-3=-2046/1905,3-4=-1636/1496 BOT CHORD 2-5=-1755/1812,5-6=-1323/1380,4-6=-1332/1384 WEBS 3-5=-640/327 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �} PRs 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 0 -.t. 7)A plate rating reduction of 20%has been applied for the green lumber members. ) s 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ti3.....,::1‘4:71:1:"c6:(5:191--* `r��? N� fi �( 1 9)This truss has been designed for a total drag load of 3135 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 9-11-12 .i for 314.2 plf. I. l/. LOAD CASE(S) Standard tC" r4bOR . q � � E 4 = _ R . �N* EXPIRATION DATE:06/30/08 January 30,2007 6 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. !moi' Design valid for use only with M7ek 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mare k' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI1 Building Component POWeGre PERFORM` fabrication. Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162883 701229 B5 ROOF TRUSS 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:21 2007 Page 1 I -1-0-0 1 5-6-9 5111-11 7-3-0 1 8-6-5 1-11-71 14-6-0 • 1-0-0 5-6-9 0-5-2 1-3-5 1-3-5 0-5-2 5-6-9 Scale=1:26.1 4x6 3x4 = 4x6 3 43-5 5.00 12 '� /1111114 3-8 4_ _7 5 7 6 1- Y N 6 2 e e _�/ 2 6 mr. Id 85x5= 7 9 3x8= 3x8 = 5x5 = 5-6-9 8-11-7 f 14-6-0 5-6-9 3-4-14 5-6-9 Plate Offsets(X.Y): [7:0-2-8.0-3-4].[8:0-2-8,0-3-4] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.13 6-7 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.82 Vert(TL) -0.25 6-7 >666 180 TCDL 7.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.03 6 n/a n/a BOLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:62 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-1-3 oc purlins. BOT CHORD 2 X 6 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 6=1384/0-5-8,2=873/0-5-8 Max Horz2=25(load case 5) Max Uplift6=-288(load case 5),2=-223(load case 5) Max Grav6=1766(load case 3),2=1131(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/50,2-3=-1987/320,3-4=-1748/329,4-5=-2578/467,5-6=-2861/468 BOT CHORD 2-8=-250/1757,7-8=-291/2020,7-9=-390/2601,6-9=-390/2601 WEBS 3-8=0/426,4-8=-772/63,4-7=-158/898,5-7=-10/690 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. � � s 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. fi 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. \c �G[N .vie c1 8)A plate rating reduction of 20%has been applied for the green lumber members. f > 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. l � 0 10)Girder carries tie-in span(s):6-0-0 from 11-0-12 to 14-6-0 " ' 1 ,i � C _ 11)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)10621b down and 1591b up at 11-0-12 on bottom chord. The design/selection of such special connection device(s)is the responsibility of others. ...4r; . 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). — LOAD CASE(S) Standard p 0'' s N0S 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 „9 1‘. SER 2'' ' ‹ 1‘. A S.1\ Continued on page 2 EXPIRATION DATE:06/30/08 January 30,2007 t r ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-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. /� k' Applicability 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.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quay Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162883 701229 B5 ROOF TRUSS 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:21 2007 Page 2 ' LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-3=-64,3-5=-64,5-6=-64,2-9=-20,6-9=-94(F=-74) Concentrated Loads(Ib) Vert:9=-760(F) i ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEX REFERENCE PAGE M8-7473 BEFORE USE. Design valid for use only vJth MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ■��999YYY■ Applicability 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.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM: fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162884 701229 B5A ROOF TRUSS 1 1 Job Reference(optional) BMC West-Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:22 2007 Page 1 I -1-0-0 I 5-6-9 5111-11 7-3-0 1 8-6-5 fI-11-7I 14-6-0• 1 • 1-0-0 5-6-9 0-5-2 1-3-5 1-3-5 0-5-2 5-6-9 Scale=1:26.1 • 4x6 3x4= 4x6 J 3 ,_5 5.00 1712- %00. 'lift m /-6 5-6 1- II i 111 2 MI• MM Iv d 9 86x6= 7 3x8= 6x6= 3x8 = I 5-6-9 1 8-11-7 I 14-6-0 5-6-9 3-4-14 5-6-9 Plate Offsets_(X.Y): 12:0-3-12.0-1-8],[6:0-3-12.0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.13 2-8 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.71 Vert(TL) -0.25 2-8 >678 180 TCDL 7.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.03 6 n/a n/a BOLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:62 lb • BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-1-11 oc purlins. BOT CHORD 2 X 6 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (Ib/size) 6=787/0-5-8,2=1470/0-5-8 Max Horz2=25(load case 5) Max Uplift6=-160(load case 5),2=-351(load case 5) Max Grav6=1006(load case 3),2=1892(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/50,2-3=-2831/457,3-4=-2549/456,4-5=-1778/340,5-6=-2018/331 BOT CHORD 2-9=-379/2571,8-9=-379/2571,7-8=-291/2020,6-7=-261/1787 WEBS 3-8=-9/693,4-8=-141/877,4-7=-757/46,5-7=0/424 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category ll;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. Ps 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. C?~ NG.1 NE,6- t)/� 8)A plate rating reduction of 20%has been applied for the green lumber members. 4,. 1yj ,� 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. tt/ y 10)Girder carries tie-in span(s):6-0-0 from 0-0-0 to 3-5-4 ♦8,$P E c- _ 11)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)10621b down and 1591b up at r 3-5-4 on bottom chord. The design/selection of such special connection device(s)is the responsibility of others. y. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,1. LOAD CASE(S) Standard l0 C)''' -'.N s - 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 .,c) 0, ' 41B R �'R s.�i Continued on page 2 EXPIRATION DATE:06/30/08 January 30,2007 1 1 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11027-7473 BEFORE USE. M Design valid for use only with M1ek 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 MiTek . is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 R24162884 701229 B5A ROOF TRUSS 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:22 2007 Page 2 " LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-3=-64,3-5=-64,5-6=-64,2-9=-94(F=-74),6-9=-20 Concentrated Loads(Ib) Vert:9=-760(F) a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. �} Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI1 Building Component 7777 re Greenback La- Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Lane,Suite 109 Citrus Heights,CA,95610 'Job Truss Truss Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 R24162885 701229 BG MONO CAL HIP 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:23 2007 Page 1 - I 2-5-1 2-10-3 t 6-0-0 2-5-1 0-5-2 3-1-13 5x8 = Scale:1=1' 1.5x4II 5.00 12 2 '� 3 21112 'r 24 MI1 II iAli1 • u n ...1 a611. 2x4 I I 6 5 3x4= 4x5= I 2-5-1 I 6-0-0 2-5-1 3-6-15 Plate Offsets(X.Y): [2:0-3-2,0-1-12] LOADING(Pst) 25 0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL(Roof Snow=25.0) Plates Increase 1.15 TC 0.34 Vert(LL) 0.02 5-6 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -0.06 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:25 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc purlins, except BOT CHORD 2 X 6 DF No.2 end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=753/0-5-8,5=753/Mechanical Max Horz1=12(load case 5) Max Uplift1=-265(Ioad case 5),5=-270(load case 5) Max Grav1=765(Ioad case 2),5=807(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1286/430,2-3=0/13,3-4=0/0,3-5=-161/65 BOT CHORD 1-6=-394/1188,5-6=-376/1121 WEBS 2-6=141/557,2-5=-1156/402 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 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. 4 � PR�� s 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)A plate rating reduction of 20%has been applied for the green lumber members. -\ S' CD 8)Refer to girder(s)for truss to truss connections. cN � ) �F f 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. k,r /J y 10)Girder carries tie-in span(s):11-0-0 from 0-0-0 to 6-0-0 Ct. ' 1 r:•.PE C _ 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). i LOAD CASE(S) Standard K�/` 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 OD Uniform Loads(pit) -.0. Q-o' N Vert:1-2=-64,2-3=-64,1-5=-205(F=-185) A._`DE Q- (-� EXPIRATION DATE:06/30/08 ) January 30,2007 1 t ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN-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. i �g Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding PERFORM,POWER m fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162891 701229 C1 ROOF TRUSS 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:29 2007 Page 1 1 -1-0-0 1 3-6-9 3-11-111 5-9-0 I 7-6-5 /-11-71 11-6-0 1 12-6-0 1 • 1-0-0 3-6-9 0-5-2 1-9-5 1-9-5 0-5-2 3-6-9 1-0-0 Scale=1:23.0 8x20= 8x20= 3x6 = 5.00 12 i 5 tri tE P."- r 4-10 4-9 _ �i.• N ind ' I 2 6 _I 11 10 12 9 8 ` 7 Id 176'=3x5= , 2.50 12 3x5= 1 3-6-9 1 4-1-8 1 7-4-8 17-11-7 1 11-6-0 I 3-6-9 0-6-15 3-3-0 0-6-15 3-6-9 Plate Offsets(X.Y): 12:0-5-12.0-0-51 13:0-10-0 0-2-121 15:0-10-0 0-2-121 16:0-5-12 0-0-51 TOLL LOADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.36 Vert(LL) -0.15 9-10 >894 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.81 Vert(TL) -0.31 9-10 >431 180 BOLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.15 6 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:50 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins. BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-8-9 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 2=699/0-5-8,6=699/0-5-8 Max Uplift2=-220(load case 5),6=-220(load case 5) Max Grav2=886(load case 2),6=886(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46,2-3=-2448/502,3-4=2864/616,4-5=-2864/616,5-6=-2448/502,6-7=0/46 BOT CHORD 2-11=-416/2242,10-11=-441/2314,10-12=-644/3140,9-12=-644/3140,8-9=-441/2314,6-8=-416/2242 WEBS 3-11=-214/95,3-10=-178/1039,4-10=-479/109,4-9=-479/109,5-9=-178/1039,5-8=-214/95 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TOLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. D. P R o -, 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. E fi 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Bearing at joint(s)2,6 considers parallel to grain value using ANSI/I-PI 1 angle to grain formula. Building designer should verify capacity - �N I N�� (91,of bearing surface. 1 9 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1. j '•Q}�E 1-- _ 11)Girder carries hip end with 3-7-13 end setback. 12)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)841b down and 48lb up at 7-10-3,and 841b down and 481b up at 3-7-13 on top chord. The design/selection of such special connection device(s)is f.P. responsibility of others. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). +y4 OR .%.:40 N LOAD CASE(S) Standard 9< I BER \A �✓ Continued on page 2 EXPIRATION DATE:06/30/08 ) January 30,2007 t ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. mit Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �y Applicability 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.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding TO fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 R24162891 701229 Cl ROOF TRUSS 1 1 • Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 5 Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:29 2007 Page 2 LOAD CASE(S) Standard • 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-5=-83,5-7=-64,2-10=-26(F=-6),9-10=-26(F=-6),6-9=-26(F=-6) A Concentrated Loads(Ib) Vert:3=-84 5=-84 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. Mi Design valid for use only with Mifek 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 MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER ria PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 701229 C2 ROOF TRUSS 6 1 R24162892 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:29 2007 Page 1 I -1-0-0 1 5-9-0 I 11-6-0 i 12-6-0 w 1-0-0 5.9.0 5-9-0 1-0-0 Scale=1:22.2 4x5 = 3 5.00 12 ., 1- 5 6 2 � 5x5 =0000000000000000011111 4 Y = 0311," 5 ld 2.50 12 3x5= 3x5 I 5-9-0 I 11-6-0 I 5-9-0 5-9-0 LOADING(psi TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.37 Vert(LL) -0.06 4-6 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.15 4-6 >869 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.08 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:37 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 2=542/0-5-8,4=542/0-5-8 Max Uplift2=-167(load case 5),4=-167(load case 5) Max Grav2=658(load case 2),4=658(Ioad case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=-1264/229,3-4=-1264/229,4-5=0/37 BOT CHORD 2-6=-145/1131,4-6=-145/1131 WEBS 3-6=-8/595 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Bearing at joint(s)2,4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity �t } PRo/ . of bearing surface. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. ,�� INFO 61,4? /0 LOAD CASE(S) Standard i V 0 o O , Ee N 9,, 44:ER 2�` 4.,ripe S ,�.>,C EXPIRATION DATE:06/30/08 January 30,2007 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE IIII7-7473 BEFORE USE. Mt Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �" kR Applicability 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.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component POWER TO 777 Pero""'' Safety Information available from Truss Plate Institute,583 D'Onofio Drive,Madison.WI 53719. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 1 Job Truss Truss Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 R24162893 701229 C3 ROOF TRUSS 3 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:30 2007 Page 1 -1-0-0 I 5-9-0 I 11-6-0 e 1-0-0 5-9-0 5-9-0 Scale=1:20.5 4x5= 3 5.00 12 3-5 -4 1- 4 2 `` Id 5 3x6 = 1.5x4 II 3x6= 5-9-0 11-6-0 5-9-0 5-9-0 Plate Offsets(X.Y): [2:0-0-10,0-0-2],[4:0-0-10,0-0-21 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.06 4-5 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.43 Vert(TL) -0.12 4-5 >999 180 TCDL 7.0 BCLL 0.0 Rep Stress lncr YES WB 0.14 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:36 lb • LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (Ib/size) 4=465/Mechanical,2=552/0-5-8 Max Horz2=21(load case 5) Max Uplift4=-109(load case 5),2=-172(load case 5) Max Grav4=540(load case 3),2=662(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42,2-3=-771/181,3-4=-768/179 BOT CHORD 2-5=112/649,4-5=-112/649 WEBS 3-5=0/257 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q PR"i 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)A plate rating reduction of 20%has been applied for the green lumber members. N N E fi { 8)Refer to girder(s)for truss to truss connections. 1y� 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. .17 `-C' 16:'O-E LOAD CASE(S) Standard ley/ .b OR O,, 0) EXPIRATION DATE:06/30/08 J January 30,2007 6 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. 1�[ Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. �W Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M iT.p� es k is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162894 701229 C4 ROOF TRUSS 2 1 • Job Reference(optional) BMC West-Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:32 2007 Page 1 -1-0-0 3-6-9 1-11-111 5-9-0 I 7-6-5 7-1141 11-6-0 • 1-0-0 3-6-9 0-5-2 1-9-5 1-9-5 0-5-2 3-6-9 Scale=1:21.3 8x20— 8x20= 3x6 3 5.00 12 '� 43-5 tINI 6 m 2 y 11 8 7 �i ,D ' 16 d d[ •_ 3x4 = 3x4= fit = x5 = = 2.50 F1T 3x5= I 3-6-9 14-1-8 I 7-4-8 1 7-11-7 I 11-6-0 I 3-6-9 0-6-15 3-3-0 0-6-15 3-6-9 Plate Offsets(X,Y): [2:0-5-5,0-0-1],[3:0-10-0.0-2-12].[5:0-10-0,0-2-12],[6:0-5-5,0-0-1] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.15 8-9 >864 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.83 Vert(TL) -0.31 8-9 >421 180 TCDL 7.0 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.15 6 n/a n/a BCDL 10.0 Code IBC20031TP12002 (Matrix) Weight:49 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc purlins. BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-1-10 oc bracing. WEBS 2X3SPFStud REACTIONS (lb/size) 6=616/0-5-8,2=704/0-5-8 Max Horz2=23(load case 5) Max Uplift6=-160(load case 5),2=-224(load case 5) Max Grav6=759(load case 3),2=887(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46,2-3=-2454/535,3-4=-2876/666,4-5=-2943/683,5-6=-2543/569 BOT CHORD 2-10=-471/2248,9-10=-499/2321,9-11=-725/3203,8-11=-725/3203,7-8=-526/2396,6-7=-507/2337 WEBS 3-10=-220/101,3-9=-204/1063,4-9=-495/117,4-8=-478/99,5-8=-186/1039,5-7=-209/77 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 0 PROF S�, 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. N „I N j 8)A plate rating reduction of 20%has been applied for the green lumber members. c '�C.- 9)Bearing at joint(s)6,2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity c, / �9 of bearing surface. 16: •P - 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. // 11)Girder carries hip end with 3-7-13 end setback. 12)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)841b down and 481b up at k/ frj 7-10-3,and 841b down and 481b up at 3-7-13 on top chord. The design/selection of such special connection device(s)is thes - responsibility of others. ,O t)s,Q ff '\ -S.13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 1 `Z\ 6,, LOAD CASE(S) Standard S S."c\ Continued on page 2 l EXPIRATION DATE:06130108 January 30,2007 1 1 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Mil' 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 responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162894 701229 C4 ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:32 2007 Page 2 - LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-5=-83,5-6=-64,2-9=-26(F=-6),8-9=-26(F=-6),6-8=-26(F=-6) - Concentrated Loads(Ib) Vert:3=-84 5=-84 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE hIII-7473 BEFORE USE. Design valid for use only with Mifek 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 ey is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mire k• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult AN51/TPIl Quality Criteria,DSB-89 and BCSI7 Building Component Paw`s FO Greenback a Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 7777 Lane,Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162895 701229 C5 ROOF TRUSS 12 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:33 2007 Page 1 I -1-0-0 I 5-9-0 I 11-6-0 • 1-0-0 5-9-0 5-9-0 Scale=1:20.7 4x5= 3 5.00 12 Ill 3-4 ,- llIN 5 4 2 = Y z5x5 = Ia 2.50 IIiT 3x5 3x5 I 5-9-0 I 11-6-0 5-9-0 5-9-0 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.40 Vert(LL) -0.07 4-5 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.17 4-5 >796 180 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.08 4 n/a n/a BCDL 10.0 Code 1BC2003/TP12002 (Matrix) Weight:36 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 2=547/0-5-8,4=459/0-5-8 Max Horz2=18(load case 5) Max Uplift2=-171(load case 5),4=-107(load case 5) Max Grav2=659(load case 2),4=532(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=-1291/267,3-4=1289/266 BOT CHORD 2-5=-199/1156,4-5=-200/1157 WEBS 3-5=-35/611 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)A plate rating reduction of 20%has been applied for the green lumber members. no PR ofie 8)Bearing at joint(s)2,4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity �, S' of bearing surface. ' GINE 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. _QT LOAD CASE(S) Standard Qz' 1,..4 Q ` �C' • O. 41N07 S SEB � �e FR S.1% EXPIRATION DATE:06/30/08 3 January 30,2007 f f WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. NI Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. jj //�� Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/D.11 Quality Criteria,DSB-89 and BCSII Building Component 7POWER 777 Greenbackre a Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 7777 Lane,Suite 109 Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162896 701229 C6 ROOF TRUSS 6 1 • Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:34 2007 Page 1 5-9-0 I 11-6-0 • 5-9-0 5-9-0 = Scale=1:19.7 4x5 2 5.001712- 1-2 .00 21-2 2-4 -3 1 3 a --`44111 Ia 4 3x6== 1.5x4 II 3x6= 5-9-0 I 11-6-0 5-9-0 5-9-0 Plate Offsets(X.Y): 11:0-0-10.0 0-2]j3:0-0-10,0-0-2] TCLL LOADING(Pst) 25 0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.41 Vert(LL) -0.06 1-4 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.11 1-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:35 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X3SPF Stud REACTIONS (lb/size) 1=469/Mechanical,3=469/0-5-8 Max Upliftl=-112(load case 5),3=-112(load case 5) Max Grav1=541(load case 2),3=536(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-784/192,2-3=-785/192 BOT CHORD 1-4=124/664,3-4=-124/664 WEBS 2-4=0/259 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. - PR OFF 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. :‘,1(j�nl 6'61 LOAD CASE(S) Standard • 1< SER2' x, 1AS.1h\ EXPIRATION DATE:06/30/08 J January 30,2007 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingPOWER_ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSII Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Oty Ply 701229--Ted Amoto--Lot 1,2,3 R24162899 701229 JA1 ROOF TRUSS - 2 1 ,Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:36 2007 Page 1 ' I -1-0-0 I1-11-11 I 6-0-0 I • 1-0-0 1-11-11 4-0-5 Scale=1:11.7 - 4 5.00 12 f) 3 N 3-5 1-4 2 _10 .. ic9 d 5 cri1 5x6-1.1-- 2.50 / 2.50 12 3x4= I 1-11-11 2-1-81 6-0-0 I 1-11-11 0-1-13 3-10-8 Plate Offsets(X,Y): [2:0-2-3,Edgel.[3:0-0-4.0-2-8] TCLL LOADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.14 Vert(LL) -0.04 3-5 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.28 Vert(TL) -0.11 3-5 >625 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:13 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-3 2 X 3 SPF Stud REACTIONS (lb/size) 4=62/Mechanical,2=179/0-5-8,5=51/Mechanical Max Horz2=59(load case 3) Max Uplift4=-24(load case 3),2=-71(load case 3) Max Grav4=62(load case 1),2=198(load case 4),5=103(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/29,2-3=-62/0,3-4=-13/21 BOT CHORD 3-5=0/0 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. pRS 7)Refer to girder(s)for truss to truss connections. �0 QF 8)Refer to girder(s)for truss to truss connections. r�.�i (N S 9)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of {O`er '`- �Ci bearing surface. 12, 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 168%t a f • LOAD CASE(S) Standard (() Cb ,a •RE \0) '`I/ OBER , 'A' S. i EXPIRATION DATE:06/30/08 J January 30,2007 i t ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. e. 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 responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER 113 PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 R24162900 701229 JA1A ROOF TRUSS 1 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:37 2007 Page 1 -1-0-0 i 1-11-11 i 6-0-0 1-0-0 1-11-11 4-0-5 Scale=1:11.3 3 5.00 12 N 2 1-3 7 24 w 4 2x4 = 1-11-11 i 6-0-0 1-11-11 4-0-5 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.14 Vert(LL) -0.06 2-4 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.18 2-4 >381 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:13 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=43/Mechanical,2=205/0-5-8,4=59/Mechanical Max Horz2=60(load case 3) Max Uplift3=-30(load case 3),2=-62(load case 3) Max Grav3=43(load case 1),2=224(load case 4),4=117(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/41,2-3=-32/12 BOT CHORD 2-4=0/0 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Refer to girder(s)for truss to truss connections. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. s,c0 PROFes LOAD CASE(S) Standard CO NGIN - 0;, C 'off lJ •N 'S BERG ✓ S EXPIRATION DATE:06/30/08 January 30,2007 _ WARNING-Verify design parameters and READ NOTES ON TINS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingPOWER_ fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/IPII Qualify Cdteda,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. cams Heights,CA,95610 Job Truss Truss Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 R24162901 701229 JA2 ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:38 2007 Page 1 I -1-0-0 I 3-11-11I g_p_p i 1-0-0 3-11-11 a 2-0-5 )1 ) Scale=1:11.7 / 5.00 12 m 3 ro Id x - r 2 26 6 5 d d 0 4x10 1 ,4111114 2.50 12 3x4 3-11-11 1-1-8 6-0-0 I 3-11-11 0-1-13 1-10-8 LOADING(pat) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.22 Vert(LL) -0.03 3-6 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.40 Vert(TL) -0.10 3-6 >653 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:19 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 4=101/Mechanical,2=292/0-5-8,5=82/Mechanical Max Horz2=98(load case 3) Max Uplift4=-44(load case 3),2=-90(load case 3) Max Grav4=101(load case 1),2=292(load case 1),5=131(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=-235/81,3-4=-24/34 BOT CHORD 2-6=-128/167,3-6=-157/122,5-6=0/0 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Refer to girder(s)for truss to truss connections. 9)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of4 (j PR°ice bearing surface. 61 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �nsi, {'t„Gi”E -, �( LOAD CASE(S) Standard f/ ; c -I. TfiB R2� G4' 1Lt �� I EXPIRATION DATE:06/30/08 January 30,2007 t � + ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MII-7473 BEFORE USE. Mil Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. y Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER Trl PERFORM.'" fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162902 701229 JA3 MONO SCISSOR 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:39 2007 Page 1 - 1 -1-0-0 I 5-11-11 6-q10 1-0-0 5-11-11 3 o-r �', Scale=1:16.3 5.00 12 di ril wrn 1 2_. 4 T 2 v Olill 2.50 12 614 3x4 I 5-11-11 6-4l0 5-11-11 0-0-5 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loo) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.52 Vert(LL) -0.06 2-4 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.17 2-4 >401 180 BCLL 0.0 Rep Stress!nor YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:19 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=326/0-5-8,4=57/Mechanical,3=173/Mechanical Max Horz2=134(load case 3) Max Uplift2=-114(load case 3),3=-125(load case 3) Max Grav2=326(load case 1),4=114(load case 2),3=173(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=-70/56 BOT CHORD 2-4=-19/19 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Bearing at joint(s)2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. , P iR Ope 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard �`� � INF `fi? -19 0) -o. OREe• �c7, f EXPIRATION DATE:06/30/08 January 30,2007 1 t 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ME-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 responsibility of building designer-not truss designer.Bracing shown MiTek �� is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7PI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback a Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 7777 Lane,Suite 109 Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162903 701229 JA4 ROOF TRUSS 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:39 2007 Page 1 1 -1-0-0 1 6-0-0 7-5-13 I • 1-0-0 6-0-0 1-5-13 4 ��' Scale=1:19.4 Jid 3 5.00 12 ,/ 14 „II I Tit 2- 5 v 2 W.I W. 2.50 12 3x4 I 6-0-0 I 7-5-13 1 6-0-0 1-5-13 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.49 Vert(LL) -0.06 2-5 >999 240 MT20 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.17 2-5 >401 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:21 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=53/Mechanical,2=322/0-5-8,5=57/Mechanical,3=221/0-5-8 Max Horz2=163(load case 3) Max Uplift4=-37(load case 3),2=-98(load case 3),3=-159(load case 3) Max Grav4=53(load case 1),2=322(load case 1),5=114(Ioad case 2),3=221(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=-103/54,3-4=-19/16 BOT CHORD 2-5=-19/19 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. , O PRoF 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. -C� s 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,`C •z1G)NE� -v. i,' LOAD CASE(S) Standard /1 •, / qtr ''', OR 9g -7 F EB2'''C k, EXPIRATION DATE:06/30/08 . _ January 30,2007 1 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE am-7473 BEFORE USE. mill 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 responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding PLOVER TO PERVOITACT fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162904 701229 JA5 MONO SCISSOR 2 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:40 2007 Page 1 1 1-11-11 2 2 1-11-11 0-y Scale=1:7.6 5.00 12 1-2 � I 1-3 A m b d 3 114 2.50 112 3x4 = 1-11-11 21/0 1-11-11 0-0-5 LOADING(psf) TOLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 1 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:6 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=81/0-5-8,3=19/Mechanical,2=61/Mechanical Max Horz1=43(load case 3) Max Upliftl=-16(load case 3),2=-47(load case 3) Max Grav1=81(load case 1),3=39(load case 2),2=61(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-27/21 BOT CHORD 1-3=-6/6 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 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)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � \c(} PROFe LOAD CASE(S) Standard eco ,INE'& .- „.0 ?,OR (4: &-� S.�\ EXPIRATION DATE:06/30/08 January 30,2007 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. NEW 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 responsibility of building designer-not truss designer.Bracing shown MiTek 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 B the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162905 701229 JA5A ROOF TRUSS 1 1 Job Reference(optional) BMC West-Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:41 2007 Page 1 • 1-11-11 2 2-r • 1-11-11 001100115.00 p_n� '' Scale= 1:7.6 12 in 7 rd NId -.21 3 I 2x4— 1-11-11 2-810 1-11-11 0-0-5 LOADING(psi) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 1 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:6 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=81/0-5-8,2=61/Mechanical,3=19/Mechanical Max Horz 1=39(load case 3) Max Uplift1=-18(load case 3),2=-45(load case 3) Max Grav1=81(load case 1),2=61(load case 1),3=39(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-24/20 BOT CHORD 1-3=0/0 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 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)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard �R0 PRrest� II 4.1,,'Et N 0) < M � 1 A :ERc, 9 ' A N EXPIRATION DATE:06/30/08 January 30,2007 1 e ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. NI 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 responsibility of building designer-not truss designer.Bracing shown MiTek' is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERPORNIP fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 R24162906 701229 JA6 ROOF TRUSS 2 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:42 2007 Page 1 2-0-0 I 3-11-11 • 2-0-0 1-11-11 t Scale=1:11.4 h n 5.00 12 1- F.? 1 c b 3 2.50 12 3x4 2-0-0 I 3-11-11 2-0-0 1-11-11 LOADING(ps25.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL(Roof Snow=25.0) Plates Increase 1.15 TC 0.26 Vert(LL) -0.00 1 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 1-3 >999 180 BCLL 0.0 Rep Stress!nor YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:9 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=143/0-5-8,2=124/Mechanical,3=19/Mechanical Max Horz1=81(load case 3) Max Upliftl=-45(load case 3),2=-92(load case 3) Max Grav1=143(load case 1),2=124(load case 1),3=39(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-50/41 BOT CHORD 1-3=-6/6 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TOLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 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)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. PR QF & LOAD CASE(S) Standard NJ'CO ikyGIN�` f kt - ORE T . C"' '9/ TQM-ER 5. • & R s EXPIRATION DATE:06/30/08 January 30,2007 pp A ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 R24162907 701229 JA6A ROOF TRUSS 1 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:43 2007 Page 1 2-0-0 3-11-11 2-0-0 1-11-11 • ') 1 Scale=1:11.4 5.00 12 °A 1 w 1 3 I 2x4 = 2-0-0 I 3-11-11 2-0-0 1-11-11 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (Loc) 1/defl Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.26 Vert(LL) -0.00 1 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:9 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=143/0-5-8,2=124/Mechanical,3=19/Mechanical Max Horz1=77(Ioad case 3) Max Upliftl=-47(load case 3),2=-90(load case 3) Max Grav1=143(load case 1),2=124(load case 1),3=39(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-47/39 BOT CHORD 1-3=0/0 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 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)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard �Q�� PI�� ,� C�\cGIN " ,� Offer/*� C") 8 R2 r:„.%21 R S.S. EXPIRATION DATE:06/30/08 January 30,2007 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE 11II1-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure B the responsibility of the building designer.For general guidance regarding POWER TO PER I'ORK. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162908 701229 JB1 ROOF TRUSS 4 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:43 2007 Page 1 -1-0-0 1-11-11 6-0-0 1-0-0 1-11-11 4-0-5 Scale=1:11.7 4 5.00 rl 3 3-5 2 1-4 • d 1 S Ib 556 2.50 12 354 1-11-11 T-1-81 6-0-0 1-11-11 0-1-13 3-10-8 Plate Offsets(X.Y): 12:0-2-3.Edge].[3:0-0-4.0-2-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.04 3-5 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.28 Vert(TL) -0.11 3-5 >625 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:13 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-3 2 X 3 SPF Stud REACTIONS (lb/size) 4=62/Mechanical,2=179/0-5-8,5=51/Mechanical Max Horz2=59(load case 3) Max Uplift4=-24(load case 3),2=-71(load case 3) Max Grav4=62(load case 1),2=198(load case 4),5=103(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/29,2-3=-62/0,3-4=-13/21 BOT CHORD 3-5=0/0 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. cp PROF c5's 7)Refer to girder(s)for truss to truss connections. Q� 8)Refer to girder(s)for truss to truss connections. (j](�j 9)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of � ' - bearing surface. 1-4 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. .5/ a PE LOAD CASE(S) Standard if I'D A Q f" :'•1 N �0) 1 B B \ EXPIRATION DATE:06/30/08 January 30,2007 i A ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �y Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek 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 building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162909 701229 JB1A ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:44 2007 Page 1 -1-0-0 1-11-11 I 6-0-0 • 1-0-0 1-11-11 4-0-5 Scale=1:11.3 3 5.00 12 2 1-3 7 2-4 > w ♦ 4 2s4 -„-„ 6-0-0 1-11-11 4-0-5 LTCLL OADING(psf) 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.14 Vert(LL) -0.06 2-4 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.18 2-4 >381 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:13 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=43/Mechanical,2=205/0-5-8,4=59/Mechanical Max Horz2=60(load case 3) Max Uplift3=-30(load case 3),2=-62(load case 3) Max Grav3=43(load case 1),2=224(load case 4),4=117(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/41,2-3=-32/12 BOT CHORD 2-4=0/0 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TOLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Refer to girder(s)for truss to truss connections. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 0 PRO.-es LOAD CASE(S) Standard • MAGI N E&/9' 4 `r' 168:►.' fir' 'Q 'BER rR S. EXPIRATION DATE:06/30/08 January 30,2007 WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE bffi-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. j p� Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek k' is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Canis Heights,CA,95610 1 Job Truss Truss Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 R24162910 701229 JB2 ROOF TRUSS 4 1 - Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:45 2007 Page 1 1-0-0 3-11-11 6-0-0 • I I 1-0-0 3-11-11 4 / 2-0-5 �' Scale=1:11.7 O/ 5.00 12 N 3 lrt 2 adiciii 6 5 d ijilli.111111111111111..."—ill.. d 1 11.6 4x10 ,----- h/ 2.50 12 ,/ 3x4 I 3-11-11 1-1-81 6-0-o 3-11-11 0-1-13 1-10-8 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (Loc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.22 Vert(LL) -0.03 3-6 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.40 Vert(TL) -0.10 3-6 >653 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:19 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 4=101/Mechanical,2=292/0-5-8,5=82/Mechanical Max Horz2=98(load case 3) Max Uplift4=-44(load case 3),2=-90(load case 3) Max Grav4=101(load case 1),2=292(load case 1),5=131(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=-235/81,3-4=-24/34 BOT CHORD 2-6=-128/167,3-6=-157/122,5-6=0/0 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Refer to girder(s)for truss to truss connections. 9)Bearing at joint(s)2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of �D. P R Ofi . bearing surface. t� ZC' 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. .� r13) SS'r€ LOAD CASE(S) Standard lGr ` f /,• , t4. 9, 4 N \Oj). 9‹ SER214' 41 S.1'\‘'‘C*" EXPIRATION DATE:06130/08 j January 30,2007 _ v p ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Pli■ Design valid for use onwith 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 responsibility of building designer-not truss designer.Bracing shown MiTek for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORI, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 R24162911 701229 JB3 ROOF TRUSS 4 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140. 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:46 2007 Page 1 -1-0-0 I 5-11-11 61e 1-0-0 5-11-11 3 0-r 1 Scale=1:16.3 5.00 12 • 1 �I• 2-. 2 ,/ 2.50 12 3x4 I 5-11-11 6-8/0 5-11-11 0-0-5 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.52 Vert(LL) -0.06 2-4 >999 240 MT20 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.17 2-4 >401 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:19 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=173/Mechanical,2=326/0-5-8,4=57/Mechanical Max Horz2=134(load case 3) Max Uplift3=-125(load case 3),2=-114(load case 3) Max Grav3=173(load case 1),2=326(load case 1),4=114(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=-70/56 BOT CHORD 2-4=-19/19 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 0,0 PROpp, c 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. s LOAD CASE(S) Standard �{�~ �G)NE " 1: 4`E �1 0 .off O'r \It 0) D',B.2't'CI�� R S. " EXPIRATION DATE:06/30/08 January 30,2007 t ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ��K'` is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingPOWER_ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162912 701229 JB4 ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:47 2007 Page 1 -1-0-0 6-0-0 7-1-15 1-0-0 6-0-0 1-1-15 4ri5- Scale=1:18.7 ti 3 5.00 1p 1-4 A 2- 5 2 2.50 12 3x4 6-0-0 7-1-15 6-0-0 1-1-15 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.49 Vert(LL) -0.06 2-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.34 Vert(TL) -0.17 2-5 >401 180 TCDL 7.0 Rep Stress Incr YES WE 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:20 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=43/Mechanical,2=322/0-5-8,5=57/Mechanical,3=211/0-5-8 Max Horz2=156(load case 3) Max Uplift4=-30(load case 3),2=-101(load case 3),3=-152(load case 3) Max Grav4=43(load case 1),2=322(load case 1),5=114(load case 2),3=211(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=-96/54,3-4=-15/13 BOT CHORD 2-5=19/19 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. aCMO PRO 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. CO' � INE 7 0 LOAD CASE(S) Standard ^rNRhE t� ,,c) 07( ,'N ��' 74 s EXPIRATION DATE:06130/08 January 30,2007 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE 1ffi-7473 BEFORE USE. Design valid for use only with M7ek 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 MiTek. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIi Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162913 701229 JB5 ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:48 2007 Page 1 - -1-0-0 I 1-11-11 3 2-r 0 1-0-0 1-11-11 0-5 Scale=1:7.6 • 5.00 12 N . _....00giigillggiligllIlliL 2 1-3 2-4 0 10 1 d d d 4 2_. 4, .50 112 I 3s4= 1-11-11 2-010 1-11-11 0-0-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-4 >999 180 TCDL 7.0 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:7 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=43/Mechanical,2=166/0-5-8,4=19/Mechanical Max Horz2=60(Ioad case 3) Max Uplift3=-33(load case 3),2=-79(load case 3) Max Grav3=43(Ioad case 1),2=185(load case 4),4=39(Ioad case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33,2-3=-35/13 BOT CHORD 2-4=-6/6 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. oO� PR(F : 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r< �yc N��$6f LOAD CASE(S) Standard ,,,,Q Z,1 17 `C- 1/l'.9',.. ?' • r , eV/ c'‘- do .,, OR �cr 9<4/ EB S\ (<, EXPIRATION DATE:06130108 January 30,2007 i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. rNg Design valid for use only with MTek connectors.This design is based only upon parameters shown,and B for an individual building component. AYf` Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTe k* is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162914 701229 JB5A ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:49 2007 Page 1 I 1-11-11 2 112- 1-11-11 p- Scale=1:7.6 5.00 Fl Ai 1-2 7 11-3 /..i: v . m v d d 3 r41 2.50 12 3x4= 1-11-11 2-9r0 Pr 1-11-11 0-0-5 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 1 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:6 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=81/0-5-8,2=61/Mechanical,3=19/Mechanical Max Horz 1=43(load case 3) Max Upliftl=-16(Ioad case 3),2=-47(load case 3) Max Grav1=81(load case 1),2=61(load case 1),3=39(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-27/21 BOT CHORD 1-3=-6/6 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 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)Bearing at joint(s)1 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4 (} PROFe LOAD CASE(S) Standard `C �GI j�E,G /0 c 9 BER'-4' 4 I ,1A- S \ EXPIRATION DATE:06/30/08 January 30,2007 6 1 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-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 responsibility of building designer-not truss designer.Bracing shown MiTek' is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingPOWER_ fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/sPlr Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162915 701229 JB5C ROOF TRUSS 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:50 2007 Page 1 1-11-11 2 2-r 1-11-11 p-n Scale=1:7.6 5.00 12 r4 all1111111.11F.•_ .111 d 3 2x4— 1-11-11 2-g10 1-11-11 0-0-5 LOADING(psi TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 1 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 1-3 >999 180 BCLL 0.0 Rep Stress Incl YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight'6 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=81/0-5-8,2=61/Mechanical,3=19/Mechanical Max Horz1=39(load case 3) Max Upliftl=-18(load case 3),2=-45(load case 3) Max Grav1=81(load case 1),2=61(load case 1),3=39(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-24/20 BOT CHORD 1-3=0/0 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 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)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard \ (�, PROft sc jot 7 1 ,� � • M=ER's ` R s.RAN EXPIRATION DATE:06/30/08 January 30,2007 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 5111-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM: fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DS8-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162916 701229 JB5D ROOF TRUSS 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:50 2007 Page 1 -1-0-0 i 1-11-11 3 2- 0 1 1-0-0 1-11-11 0-0 5 Scale=1:7.6 5.00 12 2 1-3 • 1 24 4%• 6 0 4 2x4— 1-11-11 2-41)0 1-11-11 0-0-5 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft 1../d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.14 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 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 IBC2003/TPI2002 (Matrix) Weight:7 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=43/Mechanical,2=166/0-5-8,4=19/Mechanical Max Horz2=60(load case 3) Max Uplift3=-30(load case 3),2=-81(load case 3) Max Grav3=43(load case 1),2=185(load case 4),4=39(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/41,2-3=-32/12 BOT CHORD 2-4=0/0 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Refer to girder(s)for truss to truss connections. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. RW.) PR Opesc� LOAD CASE(S) Standard '4r cc 164'P. c' f,, •• O-Es, "' 9‹ ' `EFO-N c� s -c" EXPIRATION DATE:06/30/08 January 30,2007 • _ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. it 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 MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 R24162917 701229 JB6 ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:51 2007 Page 1 -1-0-0 2-0-0 i 3-11-11 1-0-0 2-0-0 1-11-11 3 Scale=1:11A r L 5.00 112 N • al 2 1 4 Id ..4111111111111, 2.50 12 -41111111111116, 3x4= 2-0-0 1 3-11-11 2-0-0 1-11-11 TOL DING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.23 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 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 I8C2003/TPI2002 (Matrix) Weight:10 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=115/Mechanical,2=219/0-5-8,4=19/Mechanical Max Horz2=97(load case 3) Max Uplift3=-85(load case 3),2=-101(load case 3) Max Grav3=115(load case 1),2=219(load case 1),4=39(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33,2-3=-55/37 BOT CHORD 2-4=-6/6 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. PRQF - 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Co ‘...),GINE, , LOAD CASE(S) Standard9 11*81 PE 4, 0 4N �C E7S. C� EXPIRATION DATE:06/30/08 9 January 30,2007 _ s , ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. ■ Design valid for use only with M7ek 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 MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 R24162918 701229 JB6A ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:52 2007 Page 1 ~ I 2-0-0 I 3-11-11 2 2-0-0 1-11-11 Scale=1:11.4 N 5.00 12 1- N r � r5 3 2.50 12 3x4= 2-0-0 I 3-11-11 2-0-0 1-11-11 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.26 Vert(LL) -0.00 1 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:9 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=143/0-5-8,2=124/Mechanical,3=19/Mechanical Max Horz1=81(load case 3) Max Uplift1=-45(load case 3),2=-92(load case 3) Max Grav1=143(load case 1),2=124(load case 1),3=39(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-50/41 BOT CHORD 1-3=-6/6 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 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)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. _co PR OPe' LOAD CASE(S) Standard ( 16/0PE -57• � 1.31 .-� .4 OR ;a 9� Mg ERs CI R \ EXPIRATION DATE:06/30/08 January 30,2007 t ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. Design valid for use only with Mirek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTe k' is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIt Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 R24162919 701229 JB6C ROOF TRUSS 1 1 • Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:53 2007 Page 1 t^- • 2-0-0 3-11-11 2-0-0 1-11-11 I Scale=1:11.4 F1` 5.00 12 ,I\ 1- 111111111111111.1111111111111111111111 3 I 2x4 = 2-0-0 3-11-11 2-0-0 1-11-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.00 1 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 1-3 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:9 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=143/0-5-8,2=124/Mechanical,3=19/Mechanical Max Horz1=77(load case 3) Max Uplift1=-47(Ioad case 3),2=-90(load case 3) Max Grav1=143(load case 1),2=124(load case 1),3=39(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-47/39 BOT CHORD 1-3=0/0 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 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)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard <f, PREpF S0 :DGI N : !per -1?‹ EB ' •ri fp/ s -TANA • EXPIRATION DATE:06/30/08 January 30,2007 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure B the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 R24162920 701229 JB6D ROOF TRUSS 1 1 t Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15.52:54 2007 Page 1 ~ • -1-0-0 2-0-0 3-11-11 1-0-0 2-0-0 1-11-11 1Scale=1:11.4 5.0012 in w n 2 M, 4 I 2x4 = 2-0-0 1 3-11-11 1 2-0-0 1-11-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) TCDL 7,0 Lumber Increase 1.15 BC 0.04 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 IBC2003/TPI2002 (Matrix) Weight:10 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=115/Mechanical,2=219/0-5-8,4=19/Mechanical Max Horz2=98(load case 3) Max Uplift3=-83(Ioad case 3),2=103(Ioad case 3) Max Grav3=115(load case 1),2=219(load case 1),4=39(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/41,2-3=-52/36 BOT CHORD 2-4=0/0 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Refer to girder(s)for truss to truss connections. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. S,c.(} PROF C, LOAD CASE(S) Standard C GINE j t?~ -- fif' (SI- ° 16 i.E �r- 0) tco -c:, 0 ' •N �0) -9<• SEB 2 4,7 E' s.-V 1 EXPIRATION DATE:06/30/08 January 30,2007 e a ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MB-7473 BEFORE USE. Mt 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 responsibility of building designer-not truss designer.Bracing shown MiTek. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162921 701229 JC1 ROOF TRUSS 6 1 • Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:55 2007 Page 1 Ps r l -1-0-0 l 1-11-11 I 4-0-0 I 1-0-0 1-11-11 4 I 2-0-5 S Scale=1:8.4 r 5.00 112 1 3 i 2 �A•. 111111A11111.1 m d M d 1 5 / 5x6 i 2.50 12 kAddell 3x4 1-11-11 p-1-8 I 4-0-0 I 1-11-11 0-1-13 1-10-8 Plate Offsets(X.Y): 12:0-2-3.Edge],[3:0-0-4.0-2-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.01 3-5 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.10 Vert(TL) -0.02 3-5 >999 180 TCDL 7.0 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:11 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-3 2 X 3 SPF Stud REACTIONS (lb/size) 4=55/Mechanical,2=166/0-5-8,5=31/Mechanical Max Horz2=59(load case 3) Max Uplift4=-28(load case 3),2=-77(load case 3) Max Grav4=55(load case 1),2=185(load case 4),5=63(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/29,2-3=-55/0,3-4=-14/18 BOT CHORD 3-5=0/0 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. CL PR � c5'1 7)Refer to girder(s)for truss to truss connections. 8)Refer to girder(s)for truss to truss connections. �)N ' 9)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of � .- ,0, bearing surface. 144 -37 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • 1% 9 2 r • C" ~ LOAD CASE(S) Standard /' • ORe.'(i)1). 9'' rR2'`'41 C?4'' 1 EXPIRATION DATE:06/30/08 January 30,2007 _ tf ... ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. MU __ 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 responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIT Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162922 701229 JC2 ROOF TRUSS 6 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:55 2007 Page 1 4. ' -1-0-0 I 3-11-11 4-+0 1-0-0 3-11-11 0-� �'' Scale=1:11.4 5.00 12 rq A. 2 is.4 Wil d d 1 2.50 12 3x4 3-11-11 4-9r0 3-11-11 0-0-5 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.20 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.15 Vert(TL) -0.03 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 IBC2003/TPI2002 (Matrix) Weight:13 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=105/Mechanical,2=247/0-5-8,4=37/Mechanical Max Horz2=98(load case 3) Max Uplift3=-78(Ioad case 3),2=-100(load case 3) Max Grav3=105(load case 1),2=247(load case 1),4=74(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=-55/34 BOT CHORD 2-4=-12/12 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ,4�) PR ofi' . 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUrPI 1. 0 �'co tiG(NE Q (9'f LOAD CASE(S) Standard 1.64 `:- 14, 9',• . -7r- �f c'''' ' OR 9/7; q‹T.4i ER`Z\'eke* EXPIRATION DATE:06/30/08 J January 30,2007 w 1 a ® WARNING-Verify design parameters and READ NOTES ON TINS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. __ MN Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. c, Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek ' is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingPOWER_ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162923 701229 JC3 ROOF TRUSS 3 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:56 2007 Page 1 1.. t i _1-0-0 i 4-0-0 i 5-7-15 1-0-0 4-0-0 1-7-15 3 Scale=1:14.7 h Id 5.00 12 1- I 2 d 4 d 2.50 1712- 3s4= 4-0-0 5-7-15 4-0-0 1-7-15 LOADING(psf) TOLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.45 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.15 Vert(TL) -0.03 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 IBC2003/TPI2002 (Matrix) Weight:16 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=163/Mechanical,2=297/0-5-8,4=37/Mechanical Max Horz2=130(load case 3) Max Uplift3=-120(load case 3),2=-122(load case 3) Max Grav3=163(load case 1),2=297(load case 1),4=74(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=-74/53 BOT CHORD 2-4=-12/12 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. �OQ P R()Fe 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. co �G(N�� y LOAD CASE(S) Standard ;014 � 168 �Q �T OR.cc % �°'-\ BER t lR s. C� EXPIRATION DATE:06/30108 3 January 30,2007 � d WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. j �y Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure 6 the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSti Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 r Job Truss Truss Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 R24162924 701229 JC4 ROOF TRUSS 4 1 or Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:57 2007 Page 1 t. • -1-0-0 i 1-11-11 3 2-r 0 * 1-0-0 1-11-11 0-u ., Scale=1:7.6 V ', 5.00 12 , ifm 2 1'3 06 24 a 1 d 6 4 _/ 2.50 12 3x4= 1-11-11 2-010 I 1 1-11-11 0-0-5 LOADING(ps() TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.14 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 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 IBC2003/TPI2002 (Matrix) Weight:7 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=43/Mechanical,2=166/0-5-8,4=19/Mechanical Max Horz2=60(load case 3) Max Uplift3=-33(load case 3),2=-79(load case 3) Max Grav3=43(ioad case 1),2=185(load case 4),4=39(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33,2-3=-35/13 BOT CHORD 2-4=-6/6 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. isdes � � Q� � 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �co, . G,1 NE76 '% LOAD CASE(S) Standard y "TER?-'' ;Cr � B , � S �\\A EXPIRATION DATE:06/30/08 January 30,2007 . i ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB-7473 BEFORE USE. �i 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 responsibility of building designer-not truss designer.Bracing shown MiTek' is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingPOWER_ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Carus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162925 701229 JC4A ROOF TRUSS 2 1 t Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15 52:58 2007 Page 1 e 1 I 1-11-11 2 2-: R 1-11-11 0-I Scale=1:7.6 5.00 12 M ' ‘Ali 1-2 FA1-3 h . ot v dr A d 3 M 1111 2.50 12 3x4= 1-11-11 2-010 1-11-11 0-0-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 1 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 1-3 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight:6 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=81/0-5-8,2=61/Mechanical,3=19/Mechanical Max Horz 1=43(load case 3) Max Upliftl=-16(load case 3),2=-47(load case 3) Max Grav1=81(load case 1),2=61(load case 1),3=39(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-27/22 BOT CHORD 1-3=-6/6 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 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)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �>O PROFs LOAD CASE(S) Standard �,N ,1G(NE , 1 v 16 'E r' on ,a.OOj ,4N <35 '9 '‹ 8ER .'-(4 4f k4' EXPIRATION DATE:06130/08 ) January 30,2007 • 1 t 9 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. mai- nua Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. j /� Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek 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 building designer.For general guidance regarding POWER Tr,PERVORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qualify Criteria,DSB-89 and BCSII Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. Citrus Heights,CA,95610 Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3j4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury M= Dimensions are in ft-in-sixteenths. ( ( (Drawings not to scale) • �� Aand fullpply pylatesembed to bothteeth.sides of truss 1. Additional stability bracing for truss system,e.g. diagonal or X-bracing,is always required. See BCSI1. Q 1/�G 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator Milligliff_ bracing should be considered. r � 111111M3111111111* 3. Neverexceedthe designloadingshown andnever p stackmaterialsoninadequatelybracedtrusses.O4. Provide copies of this truss design to the building For 4 x 2 orientation,locate = Odesigner,erection supervisor,property owner and plates 0 ''6'from outside o j all other interested parties. edge of truss. 5. Cut members to bear tightly against each other. C7-8 C6-7 C5-6 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/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 otherwise noted,moisture content of software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 8 shallss not exceed 19%at time of fabrication. lumber 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 10.Camber is a non-structural consideration and is the 4 x 4 width measureder endicular NUMBERS/LETTERS. P p 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 all respects,equal to or better than that ��j� Indicated by symbol shown and/or ESR-131 1,ESR-1352,ER 5243,9604B, 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, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. AIL 111 Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ■�E reaction section indicates joint ©2006 MiTek®All Rights Reservedapproval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. ��MRgreen or treated lumber may 11.317.1118.Use of pose unacceptable -� proenvirojectnmental,engineer healthbefore or perf use.ormance risks.Consult with Industry Standards: ANSI/TP11: National Design Specification for Metal ® 19re k .Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. 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 rak on2tected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 y , : 1.-. 1. K. r , 4