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Plans (17) • 10570 SE Washington Street Suite 210 r DOWELL EUV�p @DNEERINg E DIE@OgRO OR05. Portland, OR 97216 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. ��0.0) PRppi. �5 G,�� 9%City of Tigard c8367P �' r . ii e. 'tans Dt e >pOT22, 6\`' T. R4 OFFICE COPY EXPIRES: DEC. 31, Q$ J q z?0 3 541 r-45-rge04 -00190 gKo5 sw ��it �1raoa - ec/qa jy rV �O - /1�� 1 'IV Sw �U✓G L S� r . • • a - f r Pri ovi lik,,i,c5 0 C -0 W , Ct. u, !/ /t ' . e ❑ s, .. �� - • ga t a Cf.- ---.-m � t N! /// *-6;: / ,. q'— - %hc.rji /'//��.�I�� d� :q gqp `n c _' `r r 4'3 ()�� '� ear 1 I )II . ��/��,� a J 1 /1 .0//...../ 2 a L)\3 kyi /1,717 , , : ,, , L.oci„ :: firr/Od ppiv.A . ( 0 Ke. iv 1 „ A, .— i, ,,,:„,r ti : "; ''''; P*P1'..; ' ' : ;: " l' 1.7' . '.! e( rA4g,>-41#2•711/4 J02 — .........ari. / #401":;?) . i ' ' 1 ',I..; !- V : /714 Jj 1 7 / 7 7 7 / fr,(,:i te,‘,,,#/./Irli,/, / 1, ./,., /7. 1 ..L':,0::C itttj b 21 F 4v#t6• :/ ISI3� - //� ;'''''' ' 'Ir'. .// /%/tep . • AiiL<(4)1'4 1 '/ '/A"1/-.-: J .<17:11A " 1 . i yy 't'v.... f' , j p. ,' ', '' ° '114 ' _ � !,,// — t-' Vt C.) ..) � / ;_ 4a /'I ° Q I��ir %� At,",/, .'4 2 c . j ,� ,! v " ' • A=LU24 Hanger 21r7 8 '< 644nR B=LU26 Hanger BMC WEST APPROVAL Customer Name: Project Name/Plan#: THIS SHOPLAYDRAWINGUT S SOLE SOURCE FOR FABRICATION OF Ted Amato Coral Street Townhomes TRUSSES AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER TRUSS LAYOUTS.REVIEW AND APPROVAL OF THIS Customer Address: Site Contact: Site AddressLOt 1 2&3 BUILDING MATERIALS BE LAYOUT BE RECEIVED LL ILL CONDITIONS TO INSURE AGAINST Tigard, OR TRUSS DIVISION CHANGES THAT WILL RESULT IN EXTRA CHARGES TO YOU. Site Phone#: Office Phone: Pitch: Overhang: Date: Job#: 20285 S.W.CI ole Rd. 5/12 12" 01/19/07 701-229 Approved by: Date: Office Fez: Calling 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 Mil MiTek® 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. -cc,�cLl PRO E�,s c 0AG1 NE �� e 16890PE "o OREGON ,mac' E"P• :ION ► ./x6/30/08 January 30,2007 Tingey,Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI-1995 Sec.2. Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162871 701229 A3 ROOF TRUSS 10 1 4 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 1 7-6-14 I 15-1-13 J 7-6-14 7-6-14 Scale=1:25.2 5x6- ASCE 7-98 SPEC.HAS BEEN APPLIED TO TRUSS DESIGNS IN THIS JOB. 2 ter_ 5.00 12 n 2 2-3 J 6 71,.. 4 co 1 5x8= 3 N Ig 2.5012 3x8 3x8 1 7-6-14 I 15-1-13 7-6-14 7-6-14 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.77 Vert(LL) -0.20 3-4 >902 240 MT20 197/144 TCDL 7,0 Lumber Increase 1.15 BC 0.82 Vert(TL) -0.41 3-4 >427 180 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.16 3 n/a n/a BCDL 10.0 Code IBC20037TPI2002 (Matrix) Weight:45 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 1=617/0-5-8,3=617/0-5-8 Max Upliftl=-126(load case 5),3=-126(load case 5) Max Grav1=709(load case 2),3=709(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1840/342,2-3=-1840/342 BOT CHORD 1-4=262/1665,3-4=-262/1665 WEBS 2-4=-50/882 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Bearing at joint(s)1,3 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. �4 O PROF-. 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 cS'j� 44, 17 1`s 'eE c P3 cb ( 'r 4/ �0> EXPIRATION DATE:06/30/08 January 30,2007 f , ® 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. 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 RR PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229-Ted Amoto--Lot 1,2,3 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 7-6-14 I 15-1-13 I 1 7-6-14 7-6-14 Scale=1:25.2 5x6— - 2 5.00 12 1-2 2-3 in rNr 3 1 z 4 — 358% 1.5x4 II 3x8 D I 7-6-14 I 15-1-13 7-6-14 7-6-14 Plate Offsets(X,Y): 11:0-3-0,0-1-81.13:0-3-0,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.71 Vert(LL) -0.15 3-4 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.69 Vert(TL) -0.30 3-4 >591 180 TCDL 7.0 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.03 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:45 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 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=-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=25ff;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � 0 P R ofi�'6,c LOAD CASE(S) Standard wC�.c.:;,, G(NE l p 1 : ;e! f co co EXPIRATION DATE:06/30/08 January 30,2007 1 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE 5611-7473 BEFORE USE. PEI Design valid for use only with Mick 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 G is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mv, erector.Additional permanent bracing of the overall structure B the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 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 • 1 7-6-14 1 15-1-13 u 7-6-14 7-6-14 Scale=1:25.3 4x10= 2 5.00 T1-2- 1-2 2-4 2-3 M 1 3 13 1‘4 lir th 3x8 1.5x4 11 3x8 7-6-14 1 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] LTCLL 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 0.77 Vert(LL) -0.16 3-4 >576 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.30 3-4 >306 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:49 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 4-1-13 oc bracing. WEBS 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(load case 11) Max Upliftl=-639(load 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. PR 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. ''- NE S6 8)This truss has been designed for a total drag load of 3135 lb. Connect truss to resist drag loads along bottom chord from 4-6-5 to 15-1-13 (�FP ',� [ • I. for 295.1 plf. 16S/11/P Tr- LOAD CASE(S) Standard / '`lM.ER 12-\\‘0,<‹,� < 1 EXPIRATION DATE:06/30/08 January 30,2007 ' e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Nil Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. j 4 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MtTe/le - is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding _ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 R24162874 701229 A5 CAL HIP 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:13 2007 Page 1 . I 5-6-9 5111-111 7-6-14 1 9-2-2 19-7-41 15-1-13 5-6-9 0-5-2 1-7-3 1-7-3 0-5-2 5-6-9 Scale=1:25.4 5x8= 3x4= 5x8= 2 S-4 5.00 12MAE illi w 1"2 2-73-7 —6 4-6 4-5 I N 1 5 e e 1-5 , rep 3x12 c":- �� * 8 7 9 10 11 6 8x6= 6x6= 3x12 I 5-6-9 I 9-7-4 I 15-1-13 5-6-9 4-0-11 5-6-9 Plate Offsets(X,Y): [1:0-3-1,0-1-8],[2:0-3-2.0-1-12],[4:0-3-2,0-1-12].[5:0-3-1.0-1-8],[6:0-3-0.0-4-0].17:0-3-0,0-4-0] TCLL LOADING(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 0.80 Vert(LL) -0.16 1-7 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.32 1-7 >553 180 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:63 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 X 6 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 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. P Rs 7)A plate rating reduction of 20%has been applied for the green lumber members. v/ 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. c ' G[(tt t 9)Girder carries tie-in span(s):6-0-0 from 0-0-0 to 4-1-1 \ N f- 10)Girder carries hip end with 6-0-0 end setback. t4 11)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)288Ib down and 1501b up at 16j i 0lv E �r 9-6-0,and 288lb down and 150Ib up at 5-7-13 on top chord,and 10621b down and 155lb up at 4-1-1 on bottom chord. The design/selection of such special connection device(s)is the responsibility of others. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard A OR --0 - - 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 ' T $ - eiN- Continued on page 2 EXPIRATION DATE:06/30/08 J January 30,2007 a e ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. liar 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 ke 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 no 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 R24162874 701229 - A5 CAL HIP 1 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:13 2007 Page 2 • LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-2=-64,2-4=-121,4-5=-64,1-8=-112(F=-92),5-8=-38(F=-18) Concentrated Loads(Ib) Vert:2=-288 4=-288 8=-760(F) _ t t ® 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. j U Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MIT@,\• 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 POWFR TO P6121-01... 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 R24162875 701229 AG MONO CAL HIP 1 1 Job Reference(optional) • BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:14 2007 Page 1 3-0-14 3-6-0 6-0-0 I t 3-0-14 0-5-2 2-6-0 Scale=1:13.3 5x8 = 1.5x4 II 2 5.00 12 3 4 2-a I , .1.1 2x4 II kid 65 3x4= 4x4= 3-0-14 I 6-0-0 I 3-0-14 2-11-2 Plate Offsets(X.Y): [2:0-3-2,0-1-12j LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.19 Vert(LL) 0.01 6 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.37 Vert(TL) -0.04 6 >999 180 TCDL 7.0 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 Upliftl=-264(load case 3),5=-270(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1084/360,2-3=0/17,3-4=0/0,3-5=-85/52 BOT CHORD 1-6=-324/989,5-6=-309/934 WEBS 2-6=-157/589,2-5=-1013/354 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. �c P R OA -4-o 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. N [N ,c- 9)Girder carries tie-in span(s):11-0-0 from 0-0-0 to 6-0-0 ' 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 4 ,, LOAD CASES 1/• �' ( ) 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) � • 41*ER?' c 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. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. a Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and 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 Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 R2416287•ROOF TRUSS 2 1 Job Reference o.tional 701229 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:17 2007 Page 1 BMC West--Sherwood,Sherwood,Or. 97140 14-6-0 8-6-5 .-11-7 5-6-9 5 11-1 5-6-9 -1-0-0 0-5-2 2 6 10 0-5-2 Scale=1:26.0 1-0-0 5 6-9 5x12= 5x12= 3 9T-4 5.00 1211111.0111111111113111 �- ' �—' 4-5 N 1 O 7 5 u} 6x10,z-- 8 62x4 II 6 I� 2 2x4n �� b kJ 3x10--- 2.50 12 3x10= 07.1.1 5-6-9 14-6-0 7-3-0 8-11-7 1-8-7 1-8-7 5-6-9 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 in (loc) Ildefl Lid PLATES GRIP DEFL MT20 197/144 LOADING(psf) SPACING 21010 TCI Vert(LL) -0.29 7 >581 240 TCLL 25.0 Plates Increase 1.15 TC 0.75 -0.63 7 >269 180 (Roof Snow=25.0) BC 0.65 Vert(TL)rz(TL) Lumber Increase 1.15 0.33 5 n/a n/a TCDL 7.0 Rep Stress Incr NO WB 0.91 BCLL 0.0 Code IBC2003fTPI2002 (Matrix) Weight:60 lb BCDL 10.0 LUMBER BRACING TOPA CHORD Structural wood sheathing directly applied or 2-1-9 oc purlins. TOP CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 9-7-3 oc bracing. BOT CHORD 2 X 6 DF 2400E 1.7E 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 CHORD8_0/394,3-7=337/1516 ,4-7=-317/91494,4 6=0/42195714173 WEBS NOTES 1)Wind:ASCE 7-02;90mph;h=258;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. � � �� F �' 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. ,r 5)Provide adequate drainage to prevent water ponding. � � )N Ore 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t? ' 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ... �N E 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Bearing at joint(s)oa5,2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSIITP 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 1321b up at I, �T 3R_/. �6 8-10-3,and 2501b down and 132Ib up at 5-7-13 on top chord. The design/selection of such special connection device(s)is the dO ql E� � responsibility of others.- or back(B). S 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) a s. 1 LOAD CASE(S) Standard Continued on page 2 EXPIRATION DATE:06/30/08 January 30,2007 MU upon parameters shown and isE for an individual building component. •' Design WARNING-use o design parameters and READ NOTES OH THIS AND INCLUDED a sho REFERENCE PAGE MH-7473 BEFORE USE nt valid for use only with ent connectors.Tincorporation nis n is based m only p is folateral Applicability u designrof indand members Additional of component is cing osinsur stability buildingbiyd designergunct ntrussdesigner.Bracing shown 7777 Greenback Lane,Suite 109 is for lateral supped of individual web members only.Additional Temporary bracing to insure stability during construction is the responsibilli orae^'e erector.Additional permanent bracing of the overall structure k the responsibility of the building designer.For general guidance regarding Carus Heights,CA,95610 Safety Information control,storage, from Truss delivery, Pla a nstiitute,583 D'Onofro Drive,consult Madiisson,WI 537719/ Criteria,DSB-89 and BCSI7 Building Comp 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 MITER REFERENCE PAGE MH-7973 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. d 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_ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criterla,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162880 701229 B3 ROOF TRUSS 20 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:18 2007 Page 1 1 -1-0-0 7-3-0 I 14-6-0 1-0-0 7-3-0 7-3-0 Scale=1:25.8 4x6 II 3 5.00 12 3-4 1-3 5 2 5x8= 4 O Io �i 2.50 12 3x8 = 3x8 I 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) 1/deft Ud 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.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. �v P R QFe 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 �„, �G{M t 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. �C? �+/, LOAD CASE(S) Standard 1!fr./; C 03 `1..; SER 2' 2j .R S.1�'�C� EXPIRATION DATE:06130/08 J January 30,2007 A A ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. imill 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 BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 R24162881 701229 B4 ROOF TRUSS 14 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:19 2007 Page 1 -1-0-0 7-3-0 14-6-0 1-0-0 7-3-0 7-3-0 Scale=125.4 4x6 I I 3 5.00 12 3-5 3-4 1-3 4 2 74 5 3x8= 1.5x4 I 3x8 = 7-3-0 I 14-6-0 7-3-0 7-3-0 Plate Offsets(X.Y): [2:0-3-8.0-1-8],[4:0-3-8.0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.65 Vert(LL) -0.13 4-5 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.64 -0.25 4-5 >665 180 TCDL 7.0 Vert(TL) BCLL 0.0 Rep Stress Incr 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.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. 4 P R � cS' 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. � ] fi f' 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. fij LOAD CASE(S) Standard 4.C- 167'OPE �{ Ar $41 BER 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. + Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek • is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure b the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofio Drive,Madison,WI 53719. Citrus Heights,CA,95610 'Job Truss Truss Type Qty Ply 701229—Ted Amato--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-a 7-3-0 i 14-6-0 1-0-0 7-3-0 7-3-0 Scale=1:25.5 4x10= 3 �r 5.00 12 3-5 3-4 1-3 4 2 ` Ia 3x8= 1.5x4 II 3x8 = 7-3-0 14-6-0 7-3-0 7-3-0 Plate Offsets(X.Y): [2:0-4-4,0-1-8].[4:0-4-4,0-1-8] LOADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (loc) MenL/d PLATES GRIP TCLL(Roof Snow=25.0) Plates Increase 1.15 TC 0.70 Vert(LL) -0.12 2-5 >719 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.66 Vert(TL) -0.23 2-5 >371 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: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)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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. PRs 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. tC 7)A plate rating reduction of 20%has been applied for the green lumber members. �� {,N ]( � 0Q 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • - 9)This truss has been designed for a total drag load of 3135 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 9-11-12 14 for 314.2 plf. 1=7.9.'! • fir. LOAD CASE(S) Standard tc't 747 * OR ,`gam' 9 .(4'1 ER <41 `�C." EXPIRATION DATE:06/30/08 January 30,2007 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 is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM.' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T9I1 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 R24162883 701229 85 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 f 5-6-9 5111-11 7-3-0 I 8-6-5 1-11-7I 14-6-0 I • 1-0-0 5-6-9 0-5-2 1-3-5 1-3-5 0-5-2 5-6-9 Scale=1:26.1 4x6 3x4 = 4x6 3 43-9 5.00 12 �� ras _ 3- mak 8 4 -7 S-7 5-6 y N 1 4 2-6 N 2 6 ---1----'-§: ...010.... Ia 85x5= 7 9 3x8= 3x8 = 5x5 = I 5-6-9 I 8-11-7 I 14-6-0 5-6-9 3-4-14 5-6-9 Plate Offsets(X,Y): [7:0-2-8.0-3-4],[8:0-2-8,0-3-4] TOL DING(psf) 5.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud 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(load case 5),2=-223(load case 5) Max Grav6=1766(load case 3),2=1131(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/50,2-3=-1987/320,3-4=-1748/329,4-5=-2578/467,5-6=-2861/468 BOT CHORD 2-8=-250/1757,7-8=-291/2020,7-9=-390/2601,6-9=-390/2601 WEBS 3-8=0/426,4-8=-772/63,4-7=-158/898,5-7=-10/690 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide has adequate drainagesito orprevent water bottom ponding. ��° P R op4- 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. !w, �� 8)A plate rating reduction of 20%has been applied for the green lumber members. ,s .,, N�� 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 11-0-12 to 14-6-0 �' 1„r g �c^ 11)Special hanger(s)or other connection device(s)shall beprovided sufficient to supportl , p concentrated load(s)1062Ib down and 159Ib up at 11-0-12 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). r LOAD CASE(S) Standard ,{y (j'% 4 Cg dO �., ~ 1)Snow:Lumber Increase=1.15,Plate Increase=1.15R, illsEI\, AR- l< B 5 s' Continued on page 2 EXPIRATION DATE:06130/08 January 30,2007 S ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MD-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Mil . Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTe ' 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 PERFORA, 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 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 R24162883 701229 B5 ROOF TRUSS 1 1 ' Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:21 2007 Page 2 LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-3=-64,3-5=-64,5-6=-64,2-9=-20,6-9=-94(F=-74) Concentrated Loads(Ib) Vert:9=-760(F) t ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Mit Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek♦ is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 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 - -1-0-0 5-6-9 5{11-11 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 - 456 4x6 J 3x4= 3 -5 5.00 12 m 3-B 4_ 5-7 5-6 13 Ell 0 N 6 2 h81 111117511- id 9 96 = 7 3x8= 6x6= 358 = I 5-6-9 8-11-7 I 14-6-0 I 5-6-9 3-4-14 5-6-9 Plate Offsets(X,Y): [2:0-3-12.0-1-81.16:0-3-12.0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.13 2-8 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.71 Vert(TL) -0.25 2-8 >678 180 TCDL 7.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.03 6 n/a n/a BCLL 0.0 Code 1BC2003/TP12002 (Matrix) Weight:62 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-1-11 oc purlins. BOT CHORD 2 X 6 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (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(load case 5) Max Grav6=1006(load case 3),2=1892(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/50,2-3=-2831/457,3-4=-2549/456,4-5=-1778/340,5-6=-2018/331 BOT CHORD 2-9=-379/2571,8-9=-379/2571,7-8=-291/2020,6-7=-261/1787 WEBS 3-8=-9/693,4-8=-141/877,4-7=-757/46,5-7=0/424 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category 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. PR" 5's 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '" 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. [N / 8)A plate rating reduction of 20%has been applied for the green lumber members. _414 -57 �" 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. w -y* 10)Girder carries tie-in span(s):6-0-0 from 0-0-0 to 3-5-4 .$�r Ecr' 11)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)10621b down and 159lb up at 3-5-4 on bottom chord. The design/selection of such special connection device(s)is the responsibility of others. ff. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,w OD . cb LOAD CASE(S) Standard ,� 'a:0 r �� N n t - 1)Snow Lumber Increase=1.15,Plate Increase=1.15 .e9 j '41c it, B 2,'',<,.,-'7 .7'? s.1"." Continued on page 2 1 EXPIRATION DATE:06130/08 J January 30,2007 9 a ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Mie 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/IP11 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) a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M71--7473 BEFORE USE. MR 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 .11M 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/T8I1 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 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 1 2-10-3 I 6-0-0 I 2-5-1 0-5-2 3-1-13 5x8= Scale:1"=1' 2 1.5x4 I I 5.00 rd `) 3 4-112 _.,111111112-4 0 i i Oi 6 I. 111 Ifil N n In-NIP OA2x4 II ,/ 6 5 3x4= 4x5= I 2-5-1 I 6-0-0 I 2-5-1 3-6-15 Plate Offsets(X,Y): (2:0-3-2.0-1-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.34 Vert(LL) 0.02 5-6 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.53 Vert(TL) -0.06 5-6 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.01 5 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 BCDL 10.0 (Matrix) Weight:25 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc purlins, except BOT CHORD 2 X 6 DF No.2 end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=753/0-5-8,5=753/Mechanical Max Horz1=12(load case 5) Max Uplift1=-265(load case 5),5=-270(load case 5) Max Grav1=765(Ioad case 2),5=807(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1286/430,2-3=0/13,3-4=0/0,3-5=-161/65 BOT CHORD 1-6=394/1188,5-6=-376/1121 WEBS 2-6=141/557,2-5=-1156/402 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.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. Y‘v PR ope. 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. NGI NE - /Q 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. t4 p 10)Girder carries tie-in span(s):11-0-0 from 0-0-0 to 6-0-0 (t" 1 rt..PE c - 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). r LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 t� Uniform Loads(pit) �� 0/, N >\ A. Veil:1-2=-64,2-3=64,1-5=-205(F=-185) $1 SER 2y 1` EXPIRATION DATE:06/30108 January 30,2007 f A ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek,,is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance 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 R24162891 701229 C1 ROOF TRUSS 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:29 2007 Page 1 I -1-0-0 I 3-6-9 1-11-111 5-9-0 I 7-6-5 7-11-7I 11-6-o I 12-6-0 I 1-0-0 3-6-9 0-5-2 1-9-5 1-9-5 0-5-2 3-6-9 1-0-0 Scale=1:23.0 8x20= 8x20= 3x6 = 'I 5.00 1 43-5 12 3 S � MIMI !BIN _____...- ,, N7, 6 15''211 1012 98 ` 7 ♦3x5 2.5012 3x5= I 3-6-9 14-1-8 I 7-4-8 I7-11-7 I 11-6-0 I 3-6-9 0-6-15 3-3-0 0-6-15 3-6-9 Plate Offsets(X.Y): [2:0-5-12.0-0-5].[3:0-10-0.0-2-12],.[5:0-10-0.0-2-12],[6:0-5-12.0-0-5] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.15 9-10 >894 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.81 Vert(TL) -0.31 9-10 >431 180 TCDL 7.0 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.15 6 n/a n/a BCDL 10.0 Code IBC2003ITPI2002 (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.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. 4 21 PRFs 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. k[\j 9)Bearing at joint(s)2,6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity c.5\ { Efi /Q of bearing surface. LV .' 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 16/40P E 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 481b 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 tn responsibility of others. ,.! OR . i hero 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 .1'.' M8 ERG. RS.-C� Continued on page 2 EXPIRATION DATE:06/30/08 January 30,2007 8 _ p 8 ® WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 5111-7473 BEFORE USE. E Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ■ Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek ' is for lateral support of individual web members only.Additional temporary bracing to insure stability.during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER 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 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) A Concentrated Loads(Ib) Vert 3=-84 5=-84 • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 'Y'Aire 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'Onotrio 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 I 5-9-0 I 11-6-0 I 12-6-0 I 1-0-0 5-9-0 5-9-0 1-0-0 Scale=1:22.2 4x5 = 3 5.00 12 11:6"11.1 -5 5x5 = Salli 2 oir 4 5 1y $ Z 2.50 12 3x5= 3x5 5-9-0 11-6-0 5-9-0 5-9-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.37 VertLL -0.06 4-6 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.43 Vert(TL) -0.15 4-6 >869 180 TCDL 7.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.08 4 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:37 lb BCDL 10.0 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(Ioad 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 ' ' (} P R 0,k. of bearing surface. {4- c5' 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4.• \AGA NE S,' v- -57 LOAD CASE(S) Standard 4 jfr per.. .p�IIV'EC'IN N _ -T M-ERS 0) ?<'' •Rs1.\ 1 EXPIRATION DATE:06/30/08 January 30,2007 I 14111. p a ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MD-7473 BEFORE USE. ■ Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and B for an individual building component. ■ Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek' is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure b the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and 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 1 Job Truss Truss Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 R24162893 701229 C3 ROOF TRUSS 3 1 ,Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:30 2007 Page 1 -1-0-0 5-9-0 I 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- 2 4 5 3x6 = 1.5x4 II 3x6= 5-9-0 I 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) 5 p SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL(Roof Snow=25.0) Plates Increase 1.15 TC 0.41 Vert(LL) -0.06 4-5 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.12 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (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(load case 5) Max Uplift4=-109(load case 5),2=-172(load case 5) Max Grav4=540(load case 3),2=662(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42,2-3=-771/181,3-4=-768/179 BOT CHORD 2-5=112/649,4-5=-112/649 WEBS 3-5=0/257 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C% Fs 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)Refer to girder(s)for truss to truss connections. N�� f( 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. (t"<C LOAD CASE(S) Standard 1/ ;o OR .O- No) 4 21 8 ." 'C,"a R s.1` EXPIRATION DATE:06/30/08 January 30,2007 A ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MB-7473 BEFORE USE. mil Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 'y' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER 113 Praromm.- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229-Ted Amoto--Lot 1,2,3 R24162894 701229 C4 ROOF TRUSS 2 1 • Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:32 2007 Page 1 . 1 -1-0-0 1 3-6-9 1-11-11I 5-9-0 I 7-6-5 7-11-71 11-6-0 1-0-0 3-6-9 0-5-2 1-9-5 1-9-5 0-5-2 3-6-9 Scale=1:21.3 8x20- 8x20 = 3x6= 5.00 12 4i_5 !� 9 '4-9 4-8 • 5-8-,- -----•.,- 0 N d 2 / 6 11 8 41111, m 10 9 7 m O •_Ifilli 3x4 = 3x4= d = x5 2.50 12 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): 12:0-5-5.0-0-1],[3:0-10-0,0-2-121.[5:0-10-0,0-2-12].[6:0-5-5.0-0-1] TCL LOADING(psf) 0 SPACING 2-0-0 CSI DEFL in (loc) I/defl LJd PLATES GRIP (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 InaNO 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 2 X 3 SPF Stud REACTIONS (lb/size) 6=616/0-5-8,2=704/0-5-8 Max Horz2=23(load case 5) Max Uplift6=-160(load case 5),2=-224(load case 5) Max Grav6=759(load case 3),2=887(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46,2-3=-2454/535,3-4=-2876/666,4-5=-2943/683,5-6=-2543/569 BOT CHORD 2-10=-471/2248,9-10=-499/2321,9-11=-725/3203,8-11=-725/3203,7-8=-526/2396,6-7=-507/2337 WEBS 3-10=-220/101,3-9=-204/1063,4-9=-495/117,4-8=-478/99,5-8=-186/1039,5-7=-209/77 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)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)This de has adequate drainagesin do orprevent water bottom ponding. �'0) PR ox �s 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. ,' '- ]NE'' 'o 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 t4 of bearing surface. 16. 40/ y P r.- - 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. / , 11)Girder carries hip end with 3-7-13 end setback. 12)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)841b down and 481b up at rte/ , r,) 7-10-3,and 84Ib down and 48Ib up at 3-7-13 on top chord. The design/selection of such special connection device(s)is the J cT' responsibility of others. . O.I Crit XC5 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). „9 ��f�I<> .Ell?.P. u . � LOAD CASE(S) Standard Y! "R S,-Clt� Continued on page 2 EXPIRATION DATE:06/30/08 January 30,2007 6 .q 9 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. MiYMDesign 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 POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 quality Criteria,DSB-89 and BCSII Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 .. 701229 C4 ROOF TRUSS 2 1 R24162894 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:32 2007 Page 2 - LOAD CASE(S) Standard ` 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-5=-83,5-6=-64,2-9=-26(F=-6),8-9=-26(F=-6),6-8=-26(F=-6) Concentrated Loads(Ib) Vert:3=-84 5=-84 I t a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Ili 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 ij Te kR erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control, 7777 GrTO estorage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component POWER re n PERFORM, Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. enback Lane,Suite 109 Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 R24162895 701229 C5 ROOF TRUSS 12 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:33 2007 Page 1 -1-0-0 5-9-0 11-6-0 • 1-0-0 5-9-0 5-9-0 Scale=1:20.7 4x5= 3 5.00 12 34 gum 4 2 5x5= •i• Igilli...1111111111111111111111111111111111111111111111111111111111111111. 14111' .41 2.50 12 3x5 3x5 5-9-0 I 11-6-0 5-9-0 5-9-0 LOADING(Ps25.0 SPACING 2-0-0 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL(Roof Snow=25.0) Plates Increase 1.15 TC 0.40 Vert(LL) -0.07 4-5 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.17 4-5 >796 180 BCLL 0.0 Rep Stress Ina- YES WB 0.37 Horz(TL) 0.08 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 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. 0,�� PR�Ffi 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 ., , of bearing surface. SCO t,IGIN ,t, 03, 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUfPI 1. � r -y' LOAD CASE(S) Standard 1�` `\1 EXPIRATION DATE:06/30/08 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. k' 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 B the responsibility of the building designer.For general guidance regardingPOWER_ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7911 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 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 riT 1-2 2-4 2-3 OD 1a 3 4 3x6= 1.5x4 II 3x6= 5-9-0 11-6-0 5-9-0 5-9-0 Plate Offsets(X,Y): [1:0-0-10.0-0-2j,-(3:0-0-10,0-0-2] TCLL LOADING(psf) 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 0.41 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/iP12002 (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 Uplift1=-112(load case 5),3=-112(load case 5) Max Grav1=541(load case 2),3=536(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-784/192,2-3=-785/192 BOT CHORD 1-4=-124/664,3-4=-124/664 WEBS 2-4=0/259 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. Rope. c5' 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/Mil. c LOAD CASE(S) Standard fr 8 E ' (,r S EXPIRATION DATE:06/30/08 J January 30,2007 1 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB-7473 BEFORE USE. itit 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 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 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'Onotrio 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 1-11-11 I 6-0-0 ' 1-0-0 1-11-11 4-0-5 Scale=1:11.7 4 5.00R— 0 Pai 3 35 1-4 / 2 0.....11111. _41k .. 19g6 1 d 5 -.4111116. 5x6 2.50 12 3x4 I 1-11-11 -1-eI 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] TCLL LOADING(psf) 5 0 SPACING 2-0-0 CSI DEFL in (Loc) I/deft Ud 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. ?%V PR QF s 7)Refer to girder(s)for truss to truss connections. 8)Refer to girder(s)for truss to truss connections. f'1 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 ~� � N�� V0 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. CC 168't• c-- • LOAD CASE(S) Standard U? ,O. •RE h(:), 1< 4IBER s.1\ EXPIRATION DATE:06/30/08 January 30,2007 a a ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 6ffi-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 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 R24162900 701229 JA1A ROOF TRUSS 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:37 2007 Page 1 -1-0-0 I 1-11-11 6-0-0 • 1-0-0 1-11-11 4-0-5 Scale=1:11.3 3 5.00 12 2 1-3 7 2-4 > 1 4410 4 XXX 111 2x4 = 1-11-11 6-0-0 1-11-11 4-0-5 TCLL LOADING(psf) 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 0.14 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 (Ib/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 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. ,gO P R ofits LOAD CASE(S) Standard �Co vIG(NE'�— � 2 1+ 1%•� gf „,0„), � t' CEJ ti b, EXPIRATION DATE:06/30/08 January 30,2007 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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 BCS11 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 Aiii 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 I 3-11-11 6-0-0 I I 1-0-0 3-11-11 4 / 2-0-5 '' Scale=1:11.7 O/ 5.00 riT 3 1 114 . MM alill..1 2 r ... 1'1 iii 6 5 e7 d 0 4x10 1 -/ 2.50 ' 354 I 3-11-11 1-1-8 6-0-0 3-11-11 0-1-13 1-10-8 LOADING(ipso TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/dell 1../d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.22 Vert(LL) -0.03 3-6 >999 240 MT20 220/195 TCDL 7_0 Lumber Increase 1.15 BC 0.40 Vert(TL) -0.10 3-6 >653 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:19 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 4=101/Mechanical,2=292/0-5-8,5=82/Mechanical Max Horz2=98(Ioad 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 of 4 ,Q PR O/Ces bearing surface. 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. v.53 N '(N , !0' LOAD CASE(S) Standard w �y 16:)0' r M Q V • v0, ri S.`C\ 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. la Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229—Ted Amoto—Lot 1,2,3 R24162902 701229 JA3 MONO SCISSOR 2 1 • Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:39 2007 Page 1 '1'0'0 5-11-11 6-010 • 1-0-0 5-11-11 3 0-i �IScale=1:16.3 5.00 12 rTt 1 2 4 2 11111 Y „ 2.50 12 3x4 5-11-11 6-010 5-11-11 0-0-5 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 0.52 Vert(LL) -0.06 2-4 >999 240 MT20 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.17 2-4 >401 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:19 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=326/0-5-8,4=57/Mechanical,3=173/Mechanical Max Horz2=134(load case 3) Max Uplift2=-114(load case 3),3=-125(load case 3) Max Grav2=326(load case 1),4=114(load case 2),3=173(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=-70/56 BOT CHORD 2-4=19/19 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. PR O.A 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �4 ' � (2 LOAD CASE(S) Standard CO x ,r, ORE,• ``?' <c7/144EIR 241/4 EXPIRATION DATE:06130/08 J January 30,2007 y 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiT�k+ erector.Additional permanent bracing of the overall strictures the responsibility of the building designer.For general guidance regarding POWER TO PERFORM.. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IP!'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. Carus 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 l 6-0-0 7-5-13 1-0-0 6-0-0 1-5-13 4 tl n Scale=1:19.4 �d 3 5.00 12 ,/ 1-4 11 2- 5 2 2.50 FIT 3x4 6-0-0 7-5-13 l 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 lncr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:21 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=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=5.0psf;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. 001) PRerr 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. to '(NES 6 LOAD CASE(S) Standard 4-C* 1•:9! • �T,.. OR cb S. \'t EXPIRATION DATE:06/30/08 January 30,2007 _ e ® 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 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 ' I1-11-11 2 2- 0 • 1-11-11 0- 5.00 12 Scale=1:7.6 it 1-2 IF :_,. 13 4. m 0 .4 d d d 3 M111 2.50 12 3x4 1-11-11 2-0/0 1-11-11 0-0-5 LOADING(pct) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 1 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (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 Upliftl=-16(Ioad 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. R''Q -PRO LOAD CASE(S) Standard SCO \AGIN G 4.0 - fi OR �0, A. -V 44:ER <'41 'R 5.1\ 1 EXPIRATION DATE:06/30/08 J January 30,2007 t D ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. MIT 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 a 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 a the responsibillity of the erector.Additional permanent bracing of the overall structure a the responsibility of the building designer.For general guidance regardingPOWER_ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Canis 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-t • 1-11-11 p �� ' Scale=1:7.6 5.00 12 ,04 3 2x4— 1-11-11 2-910 1-11-11 0-0-5 LOADING(psf) TCLL 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 0.06 Vert(LL) -0.00 1 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:6 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=81/0-5-8,2=61/Mechanical,3=19/Mechanical Max Horz 1=39(load case 3) Max 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-Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Refer to girder(s)for truss to truss connections. 7)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard R0) PR 0Fe� CO -Y 44 ER 2:\(4, 4/ 1? s \N EXPIRATION DATE:06/30/08 January 30,2007 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 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-s 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 Oty Ply 701229—Ted Amoto--Lot 1,2,3 R24162906 701229 JA6 ROOF TRUSS 2 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:42 2007 Page 1 2-0-0 3-11-11 2 2-0-0 1-11-11 Scale=1:11.4 5.00 12 1- N '- al ri 1 11 3 -4111111111111. 2.50 12 3x4= 2-0-0 3-11-11 2-0-0 1-11-11 LOADING(Ps25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL(Roof Snow=25.0) Plates Increase 1.15 TC 0.26 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=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 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. (j P R Qpe, LOAD CASE(S) Standard �Co NGINEE- / X17 GREG No)4,1 `� 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. 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'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162907 701229 JA6A ROOF TRUSS 1 1 • Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:43 2007 Page 1 • 2-0-0 3-11-11 2-0-0 1-11-11 1`I Scale=1:11.4 5.00 12 ,I'F 1 w 1 � 4 44 3 2x4 = 2-0-0 3-11-11 2-0-0 1-11-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.00 1 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 1-3 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:9 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=143/0-5-8,2=124/Mechanical,3=19/Mechanical Max Horz1=77(load case 3) Max Uplift1=-47(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 (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-47/39 BOT CHORD 1-3=0/0 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Refer to girder(s)for truss to truss connections. 7)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Ot LOAD CASE(S) Standard RF P� Fc 4: TT y 1% %•E 0 O'+ */ go, 8 R C:� 21R S. \ � EXPIRATION DATE:06/30/08 January 30,2007 � t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIITEK REFERENCE PAGE MH-7473 BEFORE USE. Design void for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure 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 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 l -1-0-0 1-11-11 l 6-0-0 l 1-0-0 1-11-11 4-0-5 Scale=1:11.7 4 5.00 12 1 3 N 35 • 14 IT 2 = & a 1 ' 5 li 5x6 2.50 12 3x4= l 1-11-11 I-1-8I 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 (roc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL)LL -0.04 3-5 >999 240 MT20 197/144 (Roof Snow=25.0) ( 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. p Fs 7)Refer to girder(s)for truss to truss connections. P 8)Refer to girder(s)for truss to truss connections. em' \AG A N'� 6. 9)Bearing at joint(s)2 considers parallel to grain value using ANSI/-PI 1 angle to grain formula. Building designer should verify capacity of c6, y,- "Q C bearing surface. t O . 57 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �L *81 PPE C" LOAD CASE(S) Standard ,. 4, 0 4N �0) . 7z, '418 B2 �,4 F'A S.1\ EXPIRATION DATE:06/30/08 January 30,2007 1 m a ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 8fII.7473 BEFORE USE. !� Design valid for use only with Mira connectors.This design is based only upon parameters shown,and is for an individual building component. ■ Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 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 1-11-11I 6-0-0 • 1-0-0 1-11-11 4-0-5 Scale=1:11.3 3 5.00 12 2 13 24 frth' 4 2x4 = I 1-11-11 I 6-0-0 1-11-11 4-0-5 LOADING(psi") TCLL 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 0.14 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(Ioad case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/41,2-3=-32/12 BOT CHORD 2-4=0/0 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Refer to girder(s)for truss to truss connections. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUfPI 1. S�J PRQF .S' LOAD CASE(S) Standard C3 �G)(VE, '0 �� ul r IRE �0 17<44;41A8 EsR.I.\\.‘40.<<, I EXPIRATION DATE:06/30/08 J January 30,2007 1 ® 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/1PIl 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 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 I -1-0-0 3-11-11I 6-0-0 • 1-0-0 3-11-11 4 2-0-5 Scale=1:11.7 t �� 5.0012 m 3 AL Ib 2-6 x — 2 ' 6 5 d d 1 4x10 _ 2.50 12 3x4 I 3-11-11 1-1-81 6-0-0 3-11-11 0-1-13 1-10-8 LTCLL OADING(psf) 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.22 Vert(LL) -0.03 3-6 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.40 Vert(TL) -0.10 3-6 >653 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IBC2003/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 ) Q c5' bearing surface. (�P e 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. fYr� (N� �jrr LOAD CASE(S) Standard 1 i ' tr '',0.l 0. -4N 9‹ 8EB2 Q;2 EXPIRATION DATE:06/30/08 j January 30,2007 c t ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 1111 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/T9I1 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 R24162911 701229 JB3 ROOF TRUSS 4 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140. 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:46 2007 Page 1 -1-0-0 i 5-11-11 6_p 0 1-0-0 5-11-11 3 0-T- _ I 0Scale=1:16.3 . 5.00 12 - ri 2. 4 m v 2 2.50 12 �/ 3x4 I 5-11-11 6-Q0 5-11-11 0-0-5 LOADING(pso TCLL 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 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.Opsf;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)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. (-i O PR Ope, 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard414{a~ �(� 0 4 . 1, 'E c' 9 8 R2\- � s.-NA EXPIRATION DATE:06/30/08 ) January 30,2007 6 $ ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB-7473 BEFORE USE. Mill Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM.'" fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. Cilrus Heights,CA,95610 I Job Truss Truss Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 R24162912 701229 JB4 ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:47 2007 Page 1 -1-0-0 I 6-0-0 1 7-1-15 1-0-0 6-0-0 1-1-15 4 W Scale=1:18.7 3 5.00 12 ..= 1110'..44.1 7 1-4 cn A d N 2- 5 v 2 = 2.50 12 3x4 6-0-0 I 7-1-15 6-0-0 1-1-15 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 0.49 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(ioad 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=5.0psf;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. og. PR()F 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. S' s 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,N:3 N0.I N. �'Z0 LOAD CASE(S) Standard tL �9 +8/^.iE 1,.P i o/ 'iN \c EXPIRATION DATE:08/30/08 J January 30,2007 A A A. WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEE REFERENCE PAGE M11-7473 BEFORE USE. '/I! Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ®j /� Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the 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/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 r Job Truss Truss Type Qty Ply '701229—Ted Amoto--Lot 1,2,3 R24162913 701229 JB5 ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:48 2007 Page 1 -1-0-0 I 1-11-11 32-5 0 1-0-0 1-11-11 0-11 IScale=1:7.6 ' 5.00 12 1 N • 2 t-3 o 2-4 110 m v 1 0 of cS 0 0 4 _, 2.505T 3x4= 1-11-11 2-010 I I 1-11-11 0-0-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-4 >999 180 TCDL 7.0 ) BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:7 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=43/Mechanical,2=166/0-5-8,4=19/Mechanical Max Horz2=60(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. 4 O PROiccs 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� 0 IN y{ LOAD CASE(S) Standard t? 19li`' • �c— , \'''s OR ciK.- q � / 41 ER 2 � R s.�‘ EXPIRATION DATE 06/30/08 J January 30,2007 1 ■ a ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. �• Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure 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 BCSII Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.583 D'Onotrio Drive.Madison,WI 53719. Citrus Heights,CA,95610 , Job Truss Truss Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 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 22-T. 1-11-11 p fr Scale=1:7.6 5.00 12 Al 1-2 I 1-3 A v . r�'S d d 3 _, 2.50 12 3x4 I 1-11-11 2-n)0 1-11-11 0-0-5 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 1 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:6 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=81/0-5-8,2=61/Mechanical,3=19/Mechanical Max 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=-27/21 BOT CHORD 1-3=-6/6 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Refer to girder(s)for truss to truss connections. 7)Bearing at joint(s)1 considers parallel to grain value using 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. P R(RFs LOAD CASE(S) Standard NG(NE -, c,,O .c..3. / 0/, N ,, 0 9' 8ER2" c..).(< 0.R S.TSN EXPIRATION DATE:06/30/08 J January 30,2007 . i _ a ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE AIII-7473 BEFORE USE. mri 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 B responsibility of building designer-not truss designer.Bracing shown MiTek. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure B the responsibility of the building designer.For general guidance 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 R24162915 701229 JB5C ROOF TRUSS 1 1 • Job Reference(optional) BMC West-Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:50 2007 Page 1 ' . 1-11-11 2 2-r ~ 1-11-11 p-u . ��ii Scale=1:7.6 ` 5.00 12 in 'h ri d :%1 .._ .4 ,/ 3 2x4— 1-11-11 21/0 1-11-11 0-0-5 LOADING(pct) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 1 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:6 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=81/0-5-8,2=61/Mechanical,3=19/Mechanical Max Horz 1=39(load case 3) Max Upliftl=-18(load case 3),2=-45(load case 3) Max Grav1=81(load case 1),2=61(load case 1),3=39(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-24/20 BOT CHORD 1-3=0/0 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Refer to girder(s)for truss to truss connections. 7)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ��0) PR p c6ss SCO ' GIN.E&-; /Q ` 16 •llP �<' _ �y i 44 ;ER'1 Zvi �fAs -'\N EXPIRATION DATE:06/30/08 J January 30,2007 1 __ A ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MB-7473 BEFORE USE. MN Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 7 77 Greenback1e a Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 7777 Lane,Suite 109 Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162916 701229 JB5D ROOF TRUSS 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:50 2007 Page 1 -1-0-0 1-11-11 3 2 + 1-0-9 1-11-11 0-i Scale=1:7.6 5.00 2 1�1 W 4 2x4— 1-11-11 2-910 1-11-11 0-0-5 LOADING(ps25.0 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) -0.00 2 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:7 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=43/Mechanical,2=166/0-5-8,4=19/Mechanical Max Horz2=60(load case 3) Max Uplift3=-30(Ioad case 3),2=-81(load case 3) Max Grav3=43(load case 1),2=185(load case 4),4=39(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/41,2-3=-32/12 BOT CHORD 2-4=0/0 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;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. 0 PR°FFtS:S' LOAD CASE(S) Standard 40( 21 s. \‘4 EXPIRATION DATE:06/30/08 January 30,2007 _ ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure B the responsibility of the building designer.For general guidance regarding POWER TO PERFORM'. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/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 R24162917 701229 JB6 ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:51 2007 Page 1 -1-0-0 2-0-0 3-11-11 3 �7 1-0-0 2-0-0 1-11-11 Scale=1:11.4 n • v 5.00 12 r, 2 4 2.50 12 Adill 3x4 2-0-0 I 3-11-11 2-0-0 1-11-11 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.23 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress InaYES WB 0.00 Horz(TL) -0.00 3 n/a n/a 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 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)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. ck ). PROj 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � �I N '61 LOAD CASE(S) Standard _144�? pp p CT •€, at' [_ .a O;/' N �e' EXPIRATION DATE:06/30/08 1 January 30,2007 1 _ s WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 5011-7473 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 PERFORM,POWER TO fabrication,qualify 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'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 2-0-0 3-11-11 2-0-0 1-11-11 2 7 Scale=1:11.4 5.00 r12- 1- (7, 21- _ d 3 2.50 12 3x4= 2-0-0 3-11-11 2-0-0 1-11-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.00 1 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 1-3 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:9 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=143/0-5-8,2=124/Mechanical,3=19/Mechanical Max Horz1=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=5.0psf;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. ,V(} PR(Q��s LOAD CASE(S) Standard �.tiC3 \AG NE /0 167'OPE t— t.A t C3R • $'44BER R S. \ - EXPIRATION DATE:06/30/08 January 30,2007 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. MU Design 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 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 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 A scale=1:11.4 5.00 12 1,� 1- 1 3 I 2x4 = 2-0-0 3-11-11 2-0-0 1-11-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TILL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.00 1 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.04 Vert TL -0.00 1-3 >999 180 TCDL 7.0 Vert(TL) BILL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (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 11;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)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 C," PR p ,�S cs� NGINEfii •`C A :$ Ey/4)N N 9‹ M.ER 2.\ S.1\� ' EXPIRATION DATE:06130/08 January 30,2007 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MH-7473 BEFORE USE. Design void 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 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 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 • -1-0-0 2-0-0 3-11-11 1-0-0 2-0-0 1-11-11 !11 Scale=1:11.4 5.00 12 r � 1-- 2 2 4 2x4 = 2-0-0 I 3-11-11 I 2-0-0 1-11-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) 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=98(load 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.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Refer to girder(s)for truss to truss connections. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. (} P R Opzs LOADCASE(S) Standard , NGIN� �4 t/0 16 'E t %o 0 •N ��' -V BER2 S ` EXPIRATION DATE:06/30/08 January 30,2007 6 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �y Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM.. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 R24162921 701229 JC1 ROOF TRUSS 6 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:55 2007 Page 1 rs I -1-0-0 1-11-11 4-0-0 ^ 1-0-0 1-11-11 4 2-0-5 Scale=1:8.4 • 5.00 112 0// V 3 • 2A b 1 / 5 5x6 2.50 12 3x4 1-11-11 12-1-8 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) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.01 3-5 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.10 Vert(TL) -0.02 3-5 >999 180 TCDL 7.0 BCLL 0.0 Rep Stress Incr YES 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.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. c5's 7)Refer to girder(s)for truss to truss connections. t Ore 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 � j bearing surface. 144 y 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ]-/ 9%' • t" LOAD CASE(S) Standard /' OR <Mc" • 9‹ • M ER c,4 X73 S. C\ 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. 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/IPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701229--Ted Amoto--Lot 1,2,3 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 I 3-11-11 4-1 0 1-0-0 3-11-11 0-i ''� Scale=1:11.4 5.00 12 2 4 m d 1 11411 2.50 12 3x4 3-11-11 4- 0 3-11-11 0-0.8 TCLL LOADING(psf) 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.20 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.15 Vert(TL) -0.03 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:13 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=105/Mechanical,2=247/0-5-8,4=37/Mechanical Max Horz2=98(load case 3) Max Uplift3=-78(load case 3),2=-100(load case 3) Max Grav3=105(load case 1),2=247(load case 1),4=74(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=-55/34 BOT CHORD 2-4=-12/12 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.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. 't� PROF 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 � � ( ��} s0 • °j —• OR \ i< 1-ER2 �j�, s EXPIRATION DATE:06/30/08 J January 30,2007 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB-7473 BEFORE USE. Mil Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure B the responsibility of the building designer.For general guidance regardingPOWER_ 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 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 5- n -1-0-0 I 4-0-0 5-7-15 1-0-0 4-0-0 1-7-15 3 �{ XK� Scale=1:14.7 d 5.00 12 ,- N 2 1114 4 2.50 ,2 3x4= 4-0-0 5-7-15 4-0-0 1-7-15 TCLL LOADING(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 0.45 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.15 Vert(TL) -0.03 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:16 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=163/Mechanical,2=297/0-5-8,4=37/Mechanical Max Horz2=130(load case 3) Max Uplift3=-120(load case 3),2=-122(load case 3) Max Grav3=163(load case 1),2=297(toad 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. 0 PROF 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 �GGIN �Q w 168w pC OR, � A 4C 'BEB � . EXPIRATION DATE:06/30/08 January 30,2007 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-not truss designer.Bracing shown MiTek for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure a the responsibility of the building designer.For general guidance regarding POWER TO PERFORM.. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 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 V Job Truss Truss Type Qty Ply 701229—Ted Amoto--Lot 1,2,3 R24162924 701229 JC4 ROOF TRUSS 4 1 4 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 5 Sep 17 2004 MiTek Industries,Inc. Mon Jan 29 15:52:57 2007 Page 1 5. -1-0-0 I 1-11-11 3 2-r 1-0-0 1-11-11 0-0 Scale=1:7B M '/ 5.00 12 , 2 13 2-4 h 01° v 1ci d d 4 2.50 12 3x4= 1-11-11 2-910 1-11-11 0-0-5 TCLL LOADING(psf) 5 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.14 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:7 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=43/Mechanical,2=166/0-5-8,4=19/Mechanical Max Horz2=60(load case 3) Max Uplift3=-33(load case 3),2=-79(load case 3) Max Grav3=43(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 ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. _} PRo1 cS' 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 �,,, ,.,„ ‘ ,E4:61‘ �� ' • s. 03 ."9‹ 8ER21 ,4 R S.1\ EXPIRATION DATE:06/30/08 January 30,2007 S t n p 6 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED SIITEE 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during constriction 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/TP11 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 R24162925 701229 JC4A 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 15:52:58 2007 Page 1 12. 2 t 1-11-11 2 0 00 1-11-11 0- 5 Scale=1:7.6 5.00 12 in AA 1-2 If 1-3 1, d 0 d d 3 2,till .50 12 3x4= 1-11-11 2-0(0 1-11-11 0-0-5 LOADING(psf) 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL(Roof Snow=25.0) Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 1 >999 240 MT20 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:6 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=81/0-5-8,2=61/Mechanical,3=19/Mechanical Max Horz 1=43(load case 3) Max Uplift1=-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 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. ��(� PR oxer, LOAD CASE(S) Standard C?� \AGINF4- r� `41 17 Q 16 ! E r" / r • r / aID O,! N �? 9 T SER' (� EXPIRATION DATE:06130/08 1 January 30,2007 • 1 it it ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. tin• 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 .iTek• is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure b the responsibility of the building designer.For general guidance regarding POWER TO PER,ORM.` 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3j4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. I ( (Drawings not to scale) . 11lbh6s Appull ly plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fy embed Teeth. diagonal or X-bracing,is always required. See BCSII. 0 1/f�, 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. I � 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Ai11-31- 32—klIPAINts° 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate Odesigner,erection supervisor,property owner and plates 0-' 6"from outside a U all other interested parties. edge of truss. O 5. Cut members to bear tightly against each other. C7-8 C6-7 C5-6 H BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the joint and embed fully.Knots and wane at joint required direction of slots in 8 7 6 5 locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 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 and size,and 12.Lumber used shall be of the ICC-ES Reports: species 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. Indicates 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. •�N reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. _� MI =� 18.Use of green or treated lumber may pose unacceptable mis environmental,health or pertormance risks.Consult with Industry Standards project engineer before use. ANSI/TPI1: National Design Specification for MetalM *Tekw, 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. 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 f aorected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 a r ., y