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Plans (15) • 10570 SE Washington Street GE W IELL� ERfigDl1VL�R:20UV§ Es DEEPEN OE O Porten10 d, Portland, OR 97216 _4E7 CIVIL — STRUCTURAL ENGINEERS Tel. 503-254-6292 Fax 503-254-6761 • February 22, 2007 PROJECT: Coral Street Townhomes Lots 1 - 5 Tigard, OR SUBJECT: Truss Engineering Conformity Review I have reviewed the truss engineering package from MiTek Industries that was based on parameters provided by BMC West for lots 1, 2, 3, 4, and 5. The reviewed truss layout from BMC West is dated 01/19/07 and the reviewed engineering truss package from Mitek Industries is dated 01/31/07. I have concluded that the truss package described above is in general conformance with the design concept of the project and general compliance with the information given on the plans. Contractor is responsible for dimensions, which shall be confirmed and correlated at the job site. Questions regarding this letter should be addressed to Todd Rowell at 503-254-6292. p PRppt. � ��'G'"�F9'°ry City of Tigard 8367P 9 e ! e' ,.Tans By44394,1, n t ). °T zz,�� o0ti b T. R0\14‘' EXPIRES: DEC. 31,_®$ OFFICE COPY a35.4`) � �� s s i-4 5r- 0040 -001 d q y05- sw 60o ��f � - Doha T . 0a 1.. t i d r„ Aril, ?1r7„R ! r 47'9"8 �' 16'7"0 > n to 0 1 m m ' 1 ' •� V! r. -:*;-.49,-,,--,70:7-0,..e40,1„ 4 B4 %„ B4, m - "A 4 —i_ & cF � 1/1/1/1fry,,1 ' , . • fYAIWYfA ,40:0V �sd :_- A .: /i,/,7.,c,, c ,-,k,„,„_,,,,, ,,rf "".'Attiel.' -.9*1(61 J —' •-'erri,r/— ! 1 r „ r ::, ,: 1 ,J 1„ i, W## f7#jA±J 4.T. 1 tov. 5:/t4. 1 10,07' 171(/,<//,/ r ?.c6. ` /�/�.!' s:z,;,,v,/// �f ig J 2 0 ,,iiii.:_. ...7.:: "))4, -' rr 'Ir 4 . // �% / // � ,JC,.,,. ,, / % ,/ d 0, K(4)'44�:i yA am„ - .e / i/ ` ` :1A U®® §, ,. PPP ,�" . , 1, rn /i ® J1rOgte4:.114;i,, eft,* /1,41... ,,,„„y9)0,,,..., , �1, 0. E: :, ' , jib* 2 c.. Lo-) .. .4, rt�, Iv 1, f i m JP1� L 217 a A=LU24 Hanger 64'4"B B=LU26 Hanger DRAWING APPROVAL BMC WEST Customer Name: Project Name/Plan#: THIS SHOP IS THE SOLE SOURCE FOR FABRICATION OF Ted Amato Coral Street Townhomes TRUSSES AND VOIDS ALL PREVIOUS ARCHITECTURAL OR Customer Address: OTHER TRUSS LAYOUTS.REVIEW AND APPROVAL OF THIS Site Contact: Site AddressLot 1 2&3 BUILDING MATERIALS BE BOUT T.MUST BE VERIFY ALL CIONDIBEFORE ANY TRUSSES TIONS TONSURE AGAI STL Site Phone#: CHANGES THAT WILL RESULT IN EXTRA CHARGES TO YOU. Tigard, OR TRUSS DIVISION Office Phone: Pitch: Overhang: Date: Job k: 20285 S.W.Cipole Rd. Approved by: Data: 5/12 12" 01/19/07 701-229 Office Fax: Ceiling Pitch: Loading: Wall Size/Plate Size: Drawn By: Sherwood,Or. 97140 2.5/12 25-7-0-10 2x6 KF Phone#:(503)925-8787 Fax#:(503)825-4575 =1M® Nil s aek® 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. PROFt. 0AG1N Ztr4-x? - yC 16890PE fi. OREGON „,o)• �' 41 "G\P E`P '_ !ON U0706/30/08 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. 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 15-1-13 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 4 1 5x8- 3 1411111 kil! ill .11..Air PP- Ib 2.50 12 3x8= 3x8 7-6-14 I 15-1-13 7-6-14 7-6-14 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.20 3-4 >902 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.82 Vert(TL) -0.41 3-4 >427 180 TCDL 7.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.16 3 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:45 lb BCDL 10.0 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=5.0psf;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)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. O Oppes 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. � I NF fi .cr LOAD CASE(S) Standard -57 1 (: .E r' 0) < �'c� �'�/i S. c\ EXPIRATION DATE;06/30108 January 30,2007 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MB-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 k' 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 M 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 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 15-1-13 1 7-6-14 7-6-14 Scale=1:25.2 5x6= 2 5.00 12 1-2 -4 2-3 1 3 16 3x8% 4 1.5x4 II 3x8 7-6-14 I 15-1-13 7-6-14 7-6-14 Plate Offsets(X.Y): [1:0-3-0,0-1-8].[3:0-3-0,0-1-8] TCLL LOADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.71 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 Incr YES WB 0.19 Horz(TL) 0.03 3 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 4-3-12 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 1=617/0-5-8,3=617/0-5-8 Max Upliftl=-126(Ioad 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=-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.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)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/TPI 1. (�, . PR ore LOAD CASE(S) Standard \A [ 6- j /0 w _144 16y! 21 S.1% N EXPIRATION DATE:06/30/08 January 30,2007 _ a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-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 regardingPOWER_ fabrication,qualify control,storage,derivery,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 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 7-6-14 I 15-1-13 u 7-6-14 7-6-14 Scale=1:25.3 4x10= - 2 5.00 12 r 1-2 2-4 2-3 N_ U 1 3 i th 5 ,� 3x8 1.5x4 II 3x8 7-6-14 I 15-1-13 7-6-14 7-6-14 Plate Offsets(XX): [1:0-3-0,0-1-8].[3:0-3-0,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.16 3-4 >576 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.74 Vert(TL) -0.30 3-4 >306 180 TCDL 7.0 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 OF No.2 G BOT CHORD Rigid ceiling directly applied or 4-1-13 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 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(Ioad case 11) Max Upliftl=-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(load 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. Q � c5' 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. G.1NE cif 8)This truss has been designed fora total drag load of 3135 lb. Connect truss to resist drag loads along bottom chord from 4-6-5 to 15-1-13 G.. - 1 , for 295.1 plf. �t� . 16i#IP r- .., LOAD CASE(S) Standard `i- ` )' s•0'Er2 (A ` ill -RS1\ EXPIRATION DATE:06/30/08 January 30,2007 t , ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB-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. Q 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 ire M 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'Onotrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229-Ted Amoto--Lot 1,2,3 701229 A5 CAL HIP 1 1 R24162874 • BMC West--Sherwood,Sherwood,Or. 97140 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:13 2007 Page 1 - I 5-6-9 5111-111 7-6-14 1 9-2-2 19-7-41 5-6-9 15-1-13 0-5-2 1-7-3 1-7-3 0-5-2 I 5-6-9 Scale=1:25.4 5x8= 3x4= 5x8= 5.00 12 2 4 f � w � N 1-2 71, iii N g N 1 IMihil h h -X 5 II 1-5 x12 `� Ii 8 7 9 10 11 6 6x6= 6x6= 3x12 1 5-6-9 I 974 1 5-6-9 15-1-13 4-0-11 5-6-9 Plate Offsets(X,Y): [1:0-3-1,0-1-81,[2:0-3-2,0-1-12].14:0-3-2,0-1-12],[5:0-3-1.0-1-8].[6:0-3-0.0-4-0],[7:0-3-0.0-4-0] LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.80 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/TPI2002 (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 2400E 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 1=1954/0-5-8,5=1382/0-5-8 Max Upliftl=-433(load case 5),5=-313(load 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.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)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. 7)A plate rating reduction of 20%has been applied for the green lumber members. C�`�i P� F cS' 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � � fi [N 9)Girder carries tie-in span(s):6-0-0 from 0-0-0 to 4-1-1C � 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 16 %0 E mac" 9-6-0,and 288Ib down and 150lb up at 5-7-13 on top chord,and 10621b 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). 4" ; LOAD CASE(S) Standard OR :O.• ��0) - 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 -O ,(�. Continued on page 2 ' R S.l.N EXPIRATION DATE:06/30/08 J January 30,2007 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MPI'EH REFERENCE PAGE MH- '�i Design valid for use only with MiTek connecton.This design is based only upon parameters shown,and is for an individual building omponent. a•9fNN` - Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ierector.s for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek fabrication,qualityll permanent storage,delivacing of the overall structure is the ery,erection and bracing,consult responsibility Qualify Criteria,DSB-89 and BCSI guidancedesigner.For general regarding Component -ow " Safely 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 701229 A5 CAL HIP 1 1 R24162874 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. 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 MiTekt 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 Quality Criteria.DSB-89 and BCSI1 Building Component 7777 re nback...- Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. Greenback Lane,Suite 109 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 r 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 I Y-0-14 1 3-6-0 I 6-0-0 I . 3-0-14 0-5-2 2-6-0 5x8 = Scale=1:13.3 1.5x4 II • 2 5.00 rd '/ 3 4 1( 2-4 II :' Odidill"Iiii"1117111 v . , =/ 2x4 IIkild 65 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] TCLL LOADING(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 0.19 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 Horz 1=16(load case 3) Max Uplift1=-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=5.0psf;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)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. PR cS' 7)Refer to girder(s)for truss to truss connections. of 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Co G(]�E ss,, 9)Girder carries tie-in span(s):11-0-0 from 0-0-0 to 6-0-0 `�, ., fi 10)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 Uniform Loads(plf) *,/ Vert:1-2=-64,2-3=-64,1-5=-205(F=-185) / 9/7 OR cgs e'/R 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. Pill Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. f �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 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 R2416287 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 I -1-0-0 I 5-6-9 5111-11 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 r' 37 47 4-5 1' r u 7 6x10= a 2 I 8 62x4 5 ur 2x4 II ,liftkii ,- Ia 3x10 1,1---- -Ns, 2.5012 3x10 5-6-9 I 7-3-0 I8-11-7 I14-6-0 I 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] TOL DING(psf) 5.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.75 Vert(LL) -0.29 7 >581 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.63 7 >269 180 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.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. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. F FR 0F 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. r N f 8)A plate rating reduction of 20%has been applied for the green lumber members. ,�, N [ 6j ,!J 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 tL / 'y of bearing surface. 168j4,.!:0') ti,.- 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ij` 11)Girder carries hip end with 5-7-13 end setback. 12)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2501b down and 132Ib up at r ! 8-10-3,and 250Ib down and 132Ib up at 5-7-13 on top chord. The design/selection of such special connection device(s)is the responsibility of others. ,o. OR..j, �t?y - 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,g ��f�I{�`. B EB 2:\ 03 LOAD CASE(S) Standard Yl�i S 1 Continued on page 2 EXPIRATION DATE:06/30/08 January 30,2007 f WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MII-7473 BEFORE USE. 141 Design valid for use only with Milek connectors.This design is based only upon parameters shown,and is for an individual building component. g 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 regardingPOWER_ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII 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 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 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH-7473 BEFORE USE. Mir 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 IVIIT�i kR 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 1 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 -1-0-0 7-3-0 14-6-0 1 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 5x8= 4 Ib 2.5012 3x8 — 3x8 1 7-3-0 I 14-6-0 7-3-0 7-3-0 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 0.69 Vert(LL) -0.17 4-5 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.36 4-5 >472 180 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.14 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:44 lb 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(load 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=5.0psf;Category It;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. .‘,: R ,c 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 . .c' , of bearing surface. c 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �C� �+�, 0' LOAD CASE(S) Standard -17 ' 1`+;�'I.i 0) 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. Mt 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 poramenters 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 TO 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 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 - I -1-0-0 I 7-3-0 I 14-6-0 1-0-0 7-3-0 7-3-0 Scale=1:25.4 4x6 I I 3 Ii 5.0012 3-4 1-3 4 2 /►� 0. 1 M/ 5 I 3x8= 1.5x4 II 3x8 = I 7-3-0 I 14-6-0 I 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 Ud 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) TCDL 7.0 Lumber Increase 1.15 BC 0.64 Vert(TL) -0.25 4-5 >665 180 BCLL 0.0 Rep Stress lncr YES WB 0.18 Horz(TL) 0.02 4 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 4-9-4 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=5.0psf;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. c5' 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. of 7)A plate rating reduction of 20%has been applied for the green lumber members. �'� [Iv�� S`L 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. :? by 0 LOAD CASE(S) Standard 16/ E �1" N *.* OR S X03' '57.<1 -0T.' BER \ /II R S.1% 1 EXPIRATION DATE:06/30/08 J January 30,2007 6 ® 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 MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. YtYS 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-B9 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 R24162882 701229 B4S 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 15:52:20 2007 Page 1 -1-0-0 1 7-3-0 14-6-0 1-0-0 7-3-0 7-3-0 Scale=1:25.5 4x10= 3 rr_ 5.00 12 3-5 3-4 1-3 4 2 lq Io 3x8= 1.5x4 II 3x8 = l 7-3-0 I 14-6-0 7-3-0 7-3-0 Plate Offsets(X,Y): [2:0-4-4,0-1-81,[4:0-4-4.0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.70 Vert(LL) -0.12 2-5 >719 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.66 Vert(TL) -0.23 2-5 >371 180 TCDL 7.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 5 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:49 lb 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(load 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. PROF cS' 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. s 7)A plate rating reduction of 20%has been applied for the green lumber members. / 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,` t{-Ci ' �fi' f 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 4.4 -7 for 314.2 plf. Q 1• 92: • t" a LOAD CASE(S) Standard /f•' v.. OR 904": 1 1 ERl 4, 44' s.1\ EXPIRATION DATE:06/30/08 J January 30,2007 t ® Mil 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 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 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 • -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 5.00 12 �5 us / ' \57 5-6 6 1- e N 2 117 '' iiiiir.- 26 ` Id 85x5= 7 9 • 3x8= 5x5 = 3x8 = I 5-6-9 l 8-11-7 I 14-6-0 5-6-9 3-4-14 5-6-9 Plate Offsets(X,Y): 17:0-2-8.0-3-4L(8:0-2-8.0-3-4] TOL DING(psf) 5.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.67 Vert(LL) -0.13 6-7 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.82 Vert(TL) -0.25 6-7 >666 180 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:62 lb 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(Ioad case 5),2=-223(load case 5) Max Grav6=1766(Ioad 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. �KQ' PR , 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. S 8)A plate rating reduction of 20%has been applied for the green lumber members. `�� '��CIG)NEfi/ (� 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4f 10)Girder carries tie-in span(s):6-0-0 from 11-0-12 to 14-6-0 l��ry". yr,. _ 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. ��jor" 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). } M LOAD CASE(S) Standard A 0', 4 0,. Cb 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 �. SEB N .7 �4/7 -A-CJ.�`kA Continued on page 2 - 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. Mg 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/1911 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 R24162883 701229 B5 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 15:52:21 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) ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-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 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 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 1 -1-0-0 5-6-9 5111-11 7-3-0 1 8-6-5 1-11-71 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 3 435 f 5.00 :-,\ 3 8e 4- -7 0-7 5-6 1-3 ck i" N 2 6 2 6 -46.- Id 9 86x6= 3x8= 7 6x6= 3x8= I 5-6-9 8-11-7 1 14-6-0 5-6-9 3-4-14 5-6-9 1 Plate Offsets(X.Y): 12:0-3-12.0-1-8),[6:0-3-12,0-1-8] TCLL LOADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (loc) 1/dell Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.66 Vert(LL) -0.13 2-8 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.71 Vert(TL) -0.25 2-8 >678 180 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:62 lb 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 (lb/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(Ioad 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.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)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. p PR OF , 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8)A plate rating reduction of 20%has been applied for the green lumber members. � �1 N�� fQ 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)Girder carries tie-in span(s):6-0-0 from 0-0-0 to 3-5-4 + �� _ 11)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)10621b down and 1591b up at 3-5-4 on bottom chord. The design/selection of such special connection device(s)is the responsibility of others. f. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). r'3 � LOAD CASE(S) Standard {y 0,' _!a�J \4 - 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 ''4,98 R N R S.1\ Continued on page 2 - EXPIRATION DATE:06130/08 J January 30,2007 5 S 8 ® 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 '�� 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 PERFORK. 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 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) 4 e _ e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MG-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 MtTG 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,D5B-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 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 l 2-10-3 I 6-0-0 2-5-1 0-5-2 3-1-13 5x8 = Scale:1"=1' 1.5x4 II 2 5.00 12 3 4 rl 04 2 1 2-4 2-6 - 3-5 1 o N i 1-5 ' A- 6 2x4 II 5 3x4= 4x5= 2-5-1 I 6-0-0 2-5-1 I 3-6-15 Plate Offsets(X,Y): 12:0-3-2,0-1-12] TCLL OADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.34 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 Horz 1=12(load case 5) Max Upliftl=-265(load case 5),5=-270(load case 5) Max Grav1=765(load 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. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 0 PR OF 7)A plate rating reduction of 20%has been applied for the green lumber members. (3,N :&- �+f 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. 4f ..57 10)Girder carries tie-in span(s):11-0-0 from 0-0-0 to 6-0-0 (t- 1Ari SPE C" , - 11)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 t�'; Uniform Loads(plf) ,p�(�/,r N \qj Vert:1-2=-64,2-3=-64,1-5=-205(F=-185) O ' BEB ' CRs. 0 EXPIRATION DATE:06/30/08 J January 30,2007 t + ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. imi " 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 PeRFORIM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Qualify Criteria,DSB-89 and BCSI7 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 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:29 2007 Page 1 -1-0-0 1 3-6-9 31-11-11I 5-9-0 I 7-6-5 I-11-71 11-6-0 i 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=- 3x8 3x6 = 5.00 12 43-5 1� r W— N d 2 6 11 10 12 9 8 al d> 7 1:;} o A doom =3x5 pliss- 2.50 12 3x5= I 3-6-9 1 4-1-8 1 7-4-8 17-11-7 I 11-6-0 I 3-6-9 0-6-15 3-3-0 0-6-15 3-6-9 Plate Offsets(X.Y): [2:0-5-12.0-0-5113:0-10-0.0-2-121[5:0-10-0.0-2-12].16:0-5-12,0-0-5] LOADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL(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 BCLL 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)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. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� a PRS 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. F 8)A plate rating reduction of 20%has been applied for the green lumber members. � I( � ,r� 9)Bearing at joint(s)2,6 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity c) ' of bearing surface. 14{ 1 ,y 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '<' 16 'OPE r _ 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 48Ib 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 the responsibility of others. ,.` OR 'Sr P. 8 a 13)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 9 �M$ER ��pA s.-CAN�' Continued on page 2 - EXPIRATION DATE:06/30108 J January 30,2007 f 1 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN-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 /� 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 ro 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 R24162891 701229 Cl 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 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) Concentrated Loads(lb) Vert:3=-84 5=-84 4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB-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-riot truss designer.Bracing shown �Y']t Tek. 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 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 R24162892 701229 C2 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 15:52:29 2007 Page 1 I -1-0-0 5-9-0 I 11-6-0 1 12-6-0 1 • 1-0-0 5-9-0 5-9-0 1-0-0 Scale=1:22.2 4x5 3 5.00 12olob i pg _........... opiimii 1- .. -5 6 4 5 IY 2 5x5 = qq b 2.50 IT2r 3x5= 3x5 I 5-9-0 I 11-6-0 I 5-9-0 5-9-0 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 0.37 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(load 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.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. 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 4• ..‘°G ( R(fiss of bearing surface. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,SCD 17 G4 NE -, ' LOAD CASE(S) Standard _44 17 1 EXPIRATION DATE:06/30/08 January 30,2007 I 1 IT f ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MITE kR • 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 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 A 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 5-9-0 1 11-6-0 • 1-0-0 5-9-0 5-9-0 Scale=1:20.5 4x5= 3 5.00 12 3-5 -4 1- 4 2 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].[4:0-0-10.0-0-2] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid 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 Incr 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 (lb/size) 4=465/Mechanical,2=552/0-5-8 Max Horz2=21(Ioad 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.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. P '- 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. , 3]N E - 0/0 8)Refer to girder(s)for truss to truss connections. E- Hyl 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. t4 NT ' 16:'O E fir' LOAD CASE(S) Standard ,o OR O`. �0,. •S. \� EXPIRATION DATE:06/30/08 J January 30,2007 � 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. 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'a 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 a 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 -1-0-0 1 3-6-9 1-11-11I 5-9-0 1 7-6-5 17-11-71 11-6-0 1 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= a� 5.00 12 43-5 � - 4-9 4-8 ' 5-8-,- --0--. 8-," N d .L Oil - • lfaiN1/016 2 ' i 11 8 ` m 10 9 7 11111116141116 11 C •_ 3x4 = 3x4= _. d = x5 4010 2.5012 3x5= I 3-6-9 1 4-1-8 I 7-4-8 1 7-11-7 1 11-6-0 I 3-6-9 0-6-15 3-3-0 0-6-15 3-6-9 Plate Offsets(X,Y): [2:0-5-5,0-0-1],[3:0-10-0,0-2-121,[5:0-10-0,0-2-12],[6:0-5-5,0-0-1] LOADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (lac) 1/deft Ud PLATES GRIP TCLL(Roof Snow=25.0) Plates Increase 1.15 TC 0.38 Vert(LL) -0.15 8-9 >864 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.83 Vert(TL) -0.31 8-9 >421 180 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.15 6 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (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=-2876/666,45=-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. any other �� s 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with other live loads. 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. c ' �G]N4 `f4 8)A plate rating reduction of 20%has been applied for the green lumber members. � 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 <4,I / y of bearing surface. Gt; 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 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED-MITEK 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. 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/TPI7 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 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 5-9-0I 17-6-0 • 1-0-0 5-9-0 5-9-0 Scale=1:20.7 4x5= 3 5.00 12 3-4 ,7, 1 INN 5 4 2 5x5= 1- i rill = Io ,11111, * 2.50 12 3x5 3x5 I 5-9-0 I 11-6-0 5-9-0 5-9-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.40 Vert(LL) -0.07 4-5 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.50 -0.17 4-5 >796 180 TCDL 7.0 Vert(TL) BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.08 4 n/a n/a BCDL 10.0 Code IBC2003fTPI2002 (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. � P Rp fe, 8)Bearing at joint(s)2,4 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity (.S..\'‘ c5' of bearing surface. �Cs:_GINE , 1, 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �r * LOAD CASE(S) Standard 1,,.'n'- fir- i<Aq` BER raw, t1 R s. -cm. 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. Mt valid for use only with Wel(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 b the responsibillity of the erector.Additional permanent bracing of the overall structure a 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. Cdrus 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 11-6-0 ` 5-9-0 5-9-0 Scale=1:19.7 4x5 = 2 5.00 12 1-2 2-4 -3 1 3 = Io 4 3x6= 1.5x4 II 3x6 5-9-0 11-6-0 5-9-05-9-0 Plate Offsets(X,Y): 11:0-0-10,0-0-2],(3:0-0-10,0-0-21 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 0.41 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 2 X 3 SPF 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 (lb)-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. {n PR OFes 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. GI NE*6 a$' LOAD CASE(S) Standard14.4 s ��' co— '�rl 0.3 8ER24' <<"' S.1%� ( EXPIRATION DATE:06/30/08 January 30,2007 1 ® 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 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 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 -1-0-0 I 1-11-11I 6-0-0 1-0-0 1-11-11 4.0-5 Scale=1:11.7 - 4 5.0012 , 3 m 35 1-4 2opviJJ d 5 5x6 11 2.50 12 354 I 1-11-11 1-1-ei 6-0-0 1-11-11 0-1-13 3-10-8 Plate Offsets(X,Y): j2:0-2-3,Edgel.[3:0-0-4.0-2-8] TCLLLOADING(psf) 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.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. �� " R OF cS' 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 of c.?~ .- N�Firj� f bearing surface. 10)This truss is designed in accordance with the 2003 Internatiaonal Building Code section 2306.1 and referenced standard ANSI/TPI 1. Q 168 t" Vii^' LOAD CASE(S) Standard (J) fis •RE � A "�< * 111B ER \A�� R s.1' 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. Mt 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 MiTek a 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 112 PERrCIRM, 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. can s 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 1-11-11 6-0-0 1-0-0 1-11-11 4.0-5 Scale=1:11.3 3 5.00 Eli - 2 1-3 7 2-4 j,.?6, ♦ 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) 1/deft L/d 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(Ioad 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=5.0psf;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)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Vga PRope. LOAD CASE(S) Standard ejCO , tyG(N �-, <9 M 1 r/,,- C ;"'NA. BER 2' Ali S. ` C� EXPIRATION DATE:06130/08 January 30,2007 1 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED SIITEK 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. ifYifi 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 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 AM 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 -1-0-0 3-11-11 1 6-0-0 I . 1-0-0 3-11-11 4 2-0-5 Scale=1:11.7 11 5.0012 m 3 x. r 2 2-6 I 6 5 M d 4x10 1 _ 2.50 12 3x4 -.,--- q 3-11-11 1-1-81 6-0-0 I 3-11-11 0-1-13 1-10-8 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (lac) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.22 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/TP12002 (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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of a O P R O fi bearing surface. 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. _‘Co ,G I E€, LOAD CASE(S) Standardly 9 M$ R2- R g,-C\ EXPIRATION DATE:06/30/08 J January 30,2007 i 9 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Tffi-7473 BEFORE USE. T 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 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'Onotrio Drive,Madison,WI 53719. Carus 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 ' I -1-0-0 5-11-11 6-9,0 - 1-0-0 5-11-11 3 0-r 111 Scale=1:16.3 5.00 12 in Tt 1- 2-. 4 l• : m � 2 iS �/ 2.50 12 �/ 3x4 I 5-11-11 61 10 5-11-11 0-0-5 LTCLL OADING(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 0.52 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 IBC20031TPI2002 (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(Ioad 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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ct\V PR0fi-S 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 �` � IN�6, a, je �t--- c> ORE # �� EXPIRATION DATE:06/30/08 1 January 30,2007 1 t 8 ® 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. Applicability of design paramenters and proper incorporation of component is responsibirity 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 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 -1-0-0 I 6-0-0 I 7-5-13 I 1-0-0 6-0-0 1-5-13 4 11/r Scale=1:19.4 41 3 5.0012 ,/ 1_4 �, 11 cS 2- rest 5 v 2 W ,/ 2.50 1-1-2- 3x4 I 6-0-0 I 7-5-13 6-0-0 1-5-13 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud 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 WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 BCDL 10.0 (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(load 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.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. �� 3 �4 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. tiCJ� � )NE j � LOAD CASE(S) Standard 'LC / 9{ .!r cs% OR X073 'Q< 41 ER2rt' ' R s.-61 �'\ EXPIRATION DATE:06/30/08 January 30,2007 1 _p o MEQ ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES 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. i Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown moi kF is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 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 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 1-11-11 2 2 0 1-11-11 0- 5 Scale=1:7.6 5.00 12 1-2 7 1-3 A d 3 2.50 12 3x4 = 1-11-11 2-010 f 1-11-11 0-0-5 TCLLLOADING(Ps25.0 SPACING 2-0-0 CSI DEFL in (lac) I/defl Lid 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 Horz 1=43(load case 3) Max Uplift1=-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. � �[} PRQ,c LOAD CASE(S) Standard SCD NGINE:6,. 1.r;9'2 • c".. 94/7 EXPIRATION DATE:06/30/08 J January 30,2007 k SCC WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. rn Design valid for use only with connectors.This design is based only upon parameters shown,and is for an individual building component. at Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown iTe 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/T911 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available horn 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 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- • 1-11-11 p i� '' Scale=1:7.6 5.00 i 0 A N III ,1 b Mll M', 3 2x4— 1-11-11 24110 1-11-11 0-0-5 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DE FL 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!nor 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 Upl ft1=-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 "\CC\ 6 k, '9 ?f A 17 sy 111 cb , otr-Ee4N �o, A 9, Mie S�`\A EXPIRATION DATE:06/30/08 January 30,2007 t e ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEIc REFERENCE PAGE AIIf-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 TC,PERFORM:" fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPll Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safely 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 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 l 2-0-0 l 3-11-11 • 2-0-0 2 1-11-11 Scale=1:11.4 5.00 12 1- co 3 I� 2.50 12 3x4 2-0-0 3-11-11 2-0-0 1-11-11 TOL DING(psf)5.0 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 Horz 1=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)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. ?,0). P R Or � LOADCASE(S) Standard `C \AGI j� •Ai. f 1. cb dO l EXPIRATION DATE:06/30/08 J January 30,2007 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 MiTek. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the yl K 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/1811 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onohio 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 • ') Scale=1:11.4 5.00 12 °II 1 •- eo 1 sM, 3 I 2x4 = 2-0-0 � 3-11-11 2-0-0 1-11-11 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) 1/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=77(load 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 PR Ore cc'.0, �5N(,I NEG-E, t>2 EXPIRATION DATE:06/30/08 January 30,2007 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER"REFERENCE PAGE MB-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 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 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 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 I 1-11-11 6-0-0 • 1-0-0 1-11-11 4-0-5 Scale=1:11.7 4 5.00 12 3 3-5 • 2 1-4 o } 1 'I® 5 5x6 2.50 12 3x4 1-11-11 ?-1-81 6-0-0 1-11-11 0-1-13 3-10-8 Plate Offsets(X.Y): [2:0-2-3.Edge].[3:0-0-4,0-2-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 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.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. P R Op. 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 of , bearing surface. <Cr y 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. •{�p fr PPE C"' LOAD CASE(S) Standard o N h� / s c' EXPIRATION DATE:06130/08 January 30,2007 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 5611-7473 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 Wok* 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's the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1911 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 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 I 1-11-11 6-0-0 • 1-0-0 1-11-11 4-0-5 Scale=1:11.3 • 3 I 5.00 12 A N .d{r 2 1-3 7 24 A i:,06, ♦ 4 2x4 =- I I 1-11-11 I 6-0-0 1-11-11 4-0-5 LOADING(psf) 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 0.14 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=5.0psf;Category It;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' {�4�� P �fii5' r LOAD CASE(S) Standard �,.N ' IN f ' 168%►' ire AS.-�\ EXPIRATION DATE:06/30/08 January 30,2007 1 e ® WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. Nit 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 POW6R TO - 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 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 I 3-11-11 6-0-0 • 1-0-0 3-11-11 4 / 2-0-5 Scale=1:11.7 5.00 12 3 0 Mg" IMMO Ib 2 5 6 d 4x10 1 =' 2.50 12 3x4 3-11-11 1 q -1-BI 6-0-0 3-11-11 0-1-13 1-10-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.03 3-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.40 Vert(TL) -0.10 3-6 >653 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 5 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:19 lb BCDL 10.0 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 ofVic(} P R(JFK bearing surface. � GINE f 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. CJ rS4,7 LOAD CASE(S) Standard 16:•r E f..- / r • 1°C,/i 0) '7/ ER S.\ (<4 EXPIRATION DATE:06/30/08 t 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 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 Q 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/TPIl 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 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 I -1-0-0 5-11-11 61-0 1-0-0 5-11-11 3 0-r 6'I Scale=1:16.3 5.00 12 I. • 2-. t 4 m v 2 71. ,/ 2.5012 �/ 3x4 I 5-11-11 6-910 5-11-11 0-0-5 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.06 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.34 Vert(TL) -0.17 2-4 >401 180 BCDL 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 ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. - 0) PR°Fe�, 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �co � 6G(N�� f LOAD CASE(S) Standard {� 1'�•,�.E yr, co -'9. /tiD RR 2 (<1' EXPIRATION DATE:06/30{08 January 30,2007 ti , A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Mg Design valid for use only with M1ek 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 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 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 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 -1-0-0 1 6-0-0 1 7-1-15 1-0-0 6-0-0 1-1-15 4 ghi1 Scale=1:18.7 3 5.0012 ,/ v,-, ,/ 1-4 rtl 2- 5 y 2 11111.1111- 2.50 12 3x4 1 6-0-0 1 7-1-15 6-0-0 1-1-15 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 0.49 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 Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:20 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=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. -c5CQ' 4 PR Q/� c, 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 L .`rJ �GINa~ / ' LOAD CASE(S) Standard �kr *y Mei I F? S.1\ EXPIRATION DATE:06/30/08 1 January 30,2007 e ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Pitt Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. it 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 POWIM TO PERFORM:" fabrication,quality control,storage,delivery,erection and bracing,consult AN51/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 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 1-11-11 32-i 0 1-0-0 1-11-11 0-5 11 Scale=1:7.6 • 5.00 12 '/ m ,„„„iiiir 2 1-3 '7 Ai 11102-4 i 1 d d d 4 ..eArill 2.50 12 WI 3x4 --r- 1 1-11-11 2-010 1 I 1-11-11 0-0-5 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) 1/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 InaYES 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(load 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.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. cO PR QrS' 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. ' LOAD CASE(S) Standard ��' �GN(�I�I �ECj �fQ 4 1�,;9%► . tee- _ ��, `. OR , �cb "1/ T :ER 2'\ �(ey EXPIRATION DATE:06/30/08 January 30,2007 t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE bfII-7473 BEFORE USE. MN® • Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and B for an individual building component. DM ° Appicability 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 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 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 2 1-11-11 0-I Scale=1:7.6 5.00 12 ,' 1-2 ..-f FA1-3 h ' m v d d /M 2.50 12 3 3x4= 1-11-11 2-P(0 1-11-11 0-0-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) 1/defl 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 Ina* YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 BCDL 10.0 (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(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=-27/21 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 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. 10 PR OFe,c LOAD CASE(S) Standard NGIN fi� r'0 ,,� �^ >r 1`: vim, 429<iiic/BE/B1s..\\\A:\c".(<, • EXPIRATION DATE:06/30/08 January 30,2007 4 ■ 1 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MB-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 t 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 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 0-i� l Scale=1:7.6 5.001-1-2- i idoil0 N 7 To d :111111 3 2x4— 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=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. PROO LOAD CASE(S) Standard Nc,�{�= 4GIN•& /© 16,43.P,� c— i e 'S7` ER e., 4/ S S �\ EXPIRATION DATE:06/30/08 January 30,2007 + t y ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. dr Design valid for use only with Mifek 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 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 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 JBSD 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 1-11-11 3 1-0-0 1-11-11 0-" Scale=1:7.6 5.00 2 rA .• W 021 4 2x4— 1-11-11 2-?10 1-11-11 0-0-5 TCLLLOADING(psf) 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/TP12002 (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(Ioad 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=5.0psf;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)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. PR OFess LOAD CASE(S) Standard C NGINfi 16P' `� A ER SN EXPIRATION DATE:06/30/08 January 30,2007 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE hIII-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 Q 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 BC511 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 s -1-0-0 2-0-0 I 3-11-11 3 ✓ 1-0-0 2-0-0 1-11-11 Scale=1:11.4 r 5.00 12 ao li2 7 0 Id 4 2.50 '[I - 3x4 .501 3x4= 2-0-0 I 3-11-11 I 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 0.23 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 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:10 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) 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/-PI 1 angle to grain formula. Building designer should verify capacity of I bearing surface. a ( P R°FF 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. , N c5'� G E f LOAD CASE(S) Standard ~� ' �' 1,, .o 0 4N �0) R s.1ti EXPIRATION DATE:06/30/08 January 30,2007 k A ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-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 R 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/TP11 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 2-0-0I 3-11-11 • 2-0-0 1-11-11 2 Scale=1:11.4 ` n 5.00 12 P 1- T A 1 c5 11 a 3 2.50 12 3x4= 200 I 3-11-11 I 2-0-0 1-11-11 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 0.26 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 Uplift)=-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=5.0psf;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 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. Rte(} PPOs LOAD CASE(S) Standard CO NGINEr-, ,rte 1 ,:APE �f' Uz0D '9 MBER • 1 EXPIRATION DATE:06/30/08 January 30,2007 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED CC 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 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 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 ' 2-0-0 3-11-11 2-0-0 1-11-11 OP Scale=1:11.4 000000000111111111111115.00 12 ' ' c ,/ 3 2x4 = 2-0-0 3-11-11 2-0-0 1-11-11 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 0.26 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 InaYES 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 Horz 1=77(load case 3) Max Uplift1=-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.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)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. PLOAD CASE(S) Standard 4& G(� CC ' S6' t yw 9 4- g1' "0, 0; Ee N y` M:ER 4. 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. j a Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M/T.fir 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 b the responsibility of the building designer.For general guidance regarding POWER TO PERrORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIT Quality Criteria,DSB-89 and BCSII Building Component 7777 Greenback Lane,Sate 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 • 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 I- • -1-0-0 2-0-0 3-11-11 1-0-0 2-0-0 1-11-11 f j Scale=1:11.4 011' 5.00 12 r � 2 -/ 4 , = 2-0-0 3-11-11 2-0-0 1-11-11 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (Loc) Vdefl L/d 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 Ina' 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(Ioad case 3) Max Uplift3=-83(load case 3),2=-103(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=0/41,2-3=-52/36 BOT CHORD 2-4=0/0 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;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)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r c PRo, 'c5'�x LOAD CASE(S) Standard Co NG(N - /0 10 16j,';13°E /t,. 1 'o 0- *N \c -9` BER 2•N G✓� R S \� EXPIRATION DATE:06/30/08 January 30,2007 i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MB-7473 BEFORE USE. Design valid for use only with Mttek 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_ fabncation,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 R24162921 701229 JC1 ROOF TRUSS 6 1 T Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:55 2007 Page 1 ri • I -1-0-0 I 1-11-11 I 4-0-0 �' 1-0-0 1-11-11 4 2-0-5 ti Scale=1:8.4 li ' ` 5.00 12 3 3 ; rrn w2 ...a111.AallMIMIMIMId 1 ' d 5 =_/ 5x6 i 2.50 12 / 3x4 = I 1-11-11 ,2-1-8 I 4-0-0 1-11-11 0-1-13 1-10-8 Plate Offsets(X.Y): [2:0-2-3.Edge],[3:0-0-4.0-2-8] LOADING(psf) 5 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL(Roof Snow=25.0) Plates Increase 1.15 TC 0.14 Vert(LL) -0.01 3-5 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.10 Vert(TL) -0.02 3-5 >999 180 BCLL 0.0 Rep Stress MuYES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (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. (�R�0 RP il� c5' 7)Refer to girder(s)for truss to truss connections. 8)Refer to girder(s)for truss to truss connections. N 6~ 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. 17 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Q 1 j 9!r t' LOAD CASE(S) Standard ,r ` /. M , )5, N 'Q{ 4i ER'1\ .i S.-C\N 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. NEU 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/MI 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 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 -1-0-0 3-11-11 4-1,0 1-0-0 3-11-110-�`�7 ' Scale=1:11.4 // 5.00 12 2 4 dd b = 2.50 12 3x4= 3-11-11 4-9r0 3-11-11 0-0-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.15 Vert(TL) -0.03 2-4 >999 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 3 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 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(load case 3),2=-100(Ioad 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.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. f R 0E4,- 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. NINE NQS LOAD CASE(S) Standard 1.79%' • r" fiOR (,)03 4 ER2:\ Q R S. \\— EXPIRATION DATE:06/30/08 J January 30,2007 I 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 Mire 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. Carus 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 F- s -1-0-0 4-0-0 I 5-7-15 ., b 4-0-0 1 7 15 3 I\/' Scale=1:14.7 d 5.00 12 1- N H 2 xi- 4 4 b = 2.5012 3x4= 4-0-0 I 5-7-15 I 4-0-0 1-7-15 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.15 Vert(TL) -0.03 2-4 >999 180 TCDL 7.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:16 lb BCDL 10.0 i i i 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=5.0psf;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. F 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "•4-/ � NG(N - s LOAD CASE(S) Standard ~ 17 16: ' r' ciis 0) 1(A BER V RS. % EXPIRATION DATE:06/30/08 January 30,2007 4, ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. sail- Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. NM Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTe kR 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,qualify 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 V Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162924 701229 JC4 ROOF TRUSS 4 1 A 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 A • -1-0-0 i 1-11-11 3 2-r 0 Os 1-0-0 1-11-11 0-s 11 Scale=1:7.6 kr // 5.00 12 , us ,,,iiir 2 1-3 2-4 v0 m 1 ' o d 4 111114 2.50 12 3x4= I 1-11-11 2-110 1-11-11 0-0-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (Loc) I/dell Lid 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 VertTL -0.00 2-4 >999 180 TCDL 7.0 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (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(load 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. a O PRO 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. -c'2 s'�(J LOAD CASE(S) Standardi, Q 1rI;•7j'` �{- : w / #�'-fi> lJ**£ 4 0) 9� BEBS'N j(' /i,'1 i s.-t" EXPIRATION DATE:06/30/08 January 30,2007 aI- B v, WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. aim- MINI 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 MiTe k♦ 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 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 R24162925 701229 JC4A ROOF TRUSS - 2 1 it 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 B * I 1-11-11 2 2--0 •' 1-11-11 0- 5 ■ Scale=1:7.6 5.00 12 4 il 12 Y N ,..: 1-3 510 R d d 3 IIIII2.50 12 3x4= 1-11-11 2-Pro 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 lncr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (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 Horz1=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. ,,c[} PR Qf LOAD CASE(S) Standard (�C4 (� � f� i 1 'E f / . 1 r y,,j�� '-o Or 4N °jA "lit-• R 1\ C" EXPIRATION DATE:06/30108 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 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 112 PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualiy 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 Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3j4 Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths WMDimensions are in ft-in-sixteenths. I I (Drawings not to scale) I4 anAppd flyully platesembed to both sidesteeth. of truss 1. Additional stability bracing for truss system,e.g. diagonal or X-bracing,is always required. See BCSI1. 2. Truss bracing must be designed by an engineer.For 0-14 6 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. 4prillor 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. !OeL ( 4. Provide copies of this truss design to the buildingallFor 4 x 2 orientation,locate UO designerotherierectionnterestedspapervisor,rfies. prperty owner and plates 0- nb'from outside edge of truss. O11111011Alt C7-8 ca-z cs O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. 411111M 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 Software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design is not applicable for PLATE SIZE 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 measured perpendicular NUMBERS/LETTERS. 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 PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that , Indicated by symbol shown and/or ESR 1311,ESR 1352,ER 5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 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. 11L11Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. •I♦• reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. 18.Use of green or treated lumber may pose unacceptable PEMNI MIenvironmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for MetalM■ 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. Te k: and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI1: 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 -- 2orypected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 —y tr ,- a 4 4