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Plans (3) • 10570 SE E Washington Street Suite 210 Q§ V n ENlVEIE=6E( DEI§N Potland, 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. PROpe ss / 8367P t" C4 of Tigard AD / yea ©Qot \q ��yv fi ' �11..�. # >� 22, Ex RES: D C. 31,la j OFFICE COPY • 1,-131 -arm00/y/ qYo� Sw �� s M5t-o1oo4v —00193 Q ' H Ti ea) t "It lit "�(JD Nr U c..--- jpi/re,0,--t4, / ' :ii !I 1. : E . F: 02., 11 , r • ' ;! :: foo,/, 7 4 , ...yer Q2 .5 jeg;2,ift)/i/-4. ' jr.:',! ,i, ' .. I::: . ,e'4.1*41,• !I "),000/,/.i.die",_/—#7...1.3?'.',.., 0,,>,,, A / 7 7..� ,i' 7%x,r,,,,,,,:„..,,,,!/://‘., % (4)B4 ,.../ 'aA4 14,,,,,- /rjor ., !; : I • ' " : ' ' - ' 04!.-41g6.4" ,e‘,#,O,',", P2 JC1 f f /7 'reiffe:Orh/ :I ',, : . , ca MI ' 440, fist, c , � .4. / ,i, , 0//171 1 ,ity 4 .. / , 4,,,,e, re., 1S syr l r .�'i • • /". � it � .//4,,:,/,e,/ :•r: ' • J3 ' .re i '.t ri. /z jig � m; J' 1ii....k.---- co 21'7"8 >I; 64'4"8 A=LU24 Hanger B=LU26 Hanger BMC WEST SH customer Name: Project Name/Plan#: DRAWING APPROVAL THIS OP OPLAYOUT IS THE SOLE SOURCE FOR FABRICATION OF USSES AND VOIDS ALL PREVIOUS ARCHITECTURAL OR Ted Amato Coral Street Townhomes TR OTHER TRUSS LAYOUTS.REVIEW AND APPROVAL OF THIS Customer Address: Site Contact: Site AddreeeLOt 4&5BUILDING MATERIALS LAYOUT BE RECEIVED TRUSSES L LL CONDITIONS TONSURE AGS AGAINST Ft Tigard, OR TRUSS DIVISION CHANGES THAT WILL RESULT IN EXTRA CHARGES TO YOU. Site Phone Office Phone: Pitch: Overhang: Date: Job#: 20285 S.W.Cipole Rd. Approved by: Date: 5/12 12" 01/19/07 701-228 Sherwood,Or. 97140 Office Fez: Ceiling Pitch: Loading: Well Size/Plate Size: Drawn BY. Phone#:(503)925-8787 2.5112 25-7-0-10 2x6 KF Fax#:(503)825-4575 --. MB ■ MI lek® POWER TO PERFORM." • MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: 701228 Fax 916/676-1909 701228--Ted Amato--Lot 4,5 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:R24176677 thru R24176705 My license renewal date for the state of Oregon is June 30,2008. c;1/40) PRopes 16890PE 0 \:4 OREGON ,.\.0)— _ Air EXP 'AT I D6/30/08 January 31,2007 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 701228--Ted Amato--Lot 4,5 R24176677 701228 B2 ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Tue Jan 30 12:38:40 2007 Page 1 1 -1-0-0 1 5-2-14 15-11-11 1 7-3-0 1 8-6-5 19-3-2 I 14-6-0 1 1-0-0 5-2-14 0-8-13 1-3-5 1-3-5 0-8-13 5-2-14 Scale=1:26.4 4 ASCE 7-98 SPEC.HAS BEEN APPLIED TO 5x6 TRUSS DESIGNS IN THIS JOB. 5x8 y 3x4= p 3 43-5 5.00 12 NI, siLi - It 9 8 10 7 116 c� 2 ..� 6x6 = 6x6= d _iliell , I6 3x8 2.50 12 3x8= 6-1-8 I 8-4-8 14-6-0 1 6-1-8 2-3-0 6-1-8 Plate Offsets(XX): [2:0-5-12,0-1-8],[6:0-5-12,0-0-5],[7:0-3-0,0-4-4].[8:0-3-0,0-3-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.43 Vert(LL) -0.25 7-8 >686 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.99 Vert(TL) -0.45 7-8 >373 180 TCDL 7.0 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.25 6 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:63 lb LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E *Except* TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc purlins. 3-5 2 X 6 OF No.2 BOT CHORD Rigid ceiling directly applied or 7-5-11 oc bracing. BOT CHORD 2 X 6 DF No.2 *Except* 6-7 2 X 6 DF 2400F 1.7E WEBS 2 X 4 DF 2400F 1.7E *Except* 4-7 2 X 3 SPF Stud,4-8 2 X 3 SPF Stud REACTIONS (lb/size) 6=1041/0-5-8,2=1126/0-5-8 Max Horz2=23(load case 5) Max Uplift6=-242(load case 5),2=-305(load case 5) Max Grav6=1196(load case 3),2=1172(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46,2-3=-4071/1090,3-4=-4441/1123,4-5=-4765/1143,5-6=-4538/1109 BOT CHORD 2-9=-990/3801,8-9=-969/3802,8-10=-1051/4595,7-10=-1051/4595,7-11=-989/4217,6-11=-1010/4217 WEBS 3-8=-140/1249,5-7=-143/1070,4-7=-65/216,4-8=-195/305 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. � �'c,o P �� 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. \ NAG]N &- >o� 5)Provide adequate drainage to prevent water ponding. '9 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. W -y 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 1/•19 I't • ' 8)Bearing at joint(s)6,2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity 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. ;$!''/ 10)Girder carries hip end with 5-7-13 end setback. <C\ ctj ,.+ 11)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)250lb down and 1321b up at 45 8i,�} '\ --Ns A 8-10-3,and 2501b down and 132lb up at 5-7-13 on top chord. The design/selection of such special connection device(s)is the C°4 j r�''� 4 responsibility of others. </ �R ,At? 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). F? s.1\ TolifYeAnPsafgVandard EXPIRATION DATE:06130108 _ January 31,2007 i I ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. NZ Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. MiTek Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown i Y i iTe ke is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ■f;f 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,derivery,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 701228--Ted Amato--Lot 4,5 R24176677 701228 B2 ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Tue Jan 30 12:38:40 2007 Page 2 LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plt) Vert:1-3=-64,3-5=-115,5-6=-64,2-8=-36(F=-16),7-8=-36(F=-16),6-7=-36(F=-16) Concentrated Loads(Ib) Vert:3=-250 5=-250 6 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE MII-7473 BEFORE USE. Mir Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for an individual building component. MiTek 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 MiTe 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/I911 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 701228—Ted Amato--Lot 4,5 R24176678 701228 B3 ROOF TRUSS 20 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Tue Jan 30 12:38:41 2007 Page 1 1 -1-0-0 1 7-3-0 1 14-6-0 1-0-0 7-3-0 7-3-0 Scale=1.25.8 + 4x6 11 3 V 5.0012 1-3 5 3-4 2 5x8= 4 0 171' * 2.50 12 3x8 = 3x8 I 7-3-0 I 14-6-0 7-3-0 7-3-0 TOADING(psf) 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP CLL(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. QV PR Ofie 8)Bearing at joint(s)2,4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity '' ' SS of bearing surface. tiC ANG I N -, /0 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSIlTPI t ,C? �i LOAD CASE(S) Standard 17 1 .0.1•n-- r 17.< �� 8ER` 41 R S.IN 1 EXPIRATION DATE:06/30/08 January 31,2007 t ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE bffi-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 PERFORK. 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'Onofio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701228--Ted Amato--Lot 4,5 R24176679 701228 B4 - ROOF TRUSS 14 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Tue Jan 30 12:38:42 2007 Page 1 -1-0-0 7-3-0 14-6-0 1-0-0 7-3-0 7-3-0 Scale=1:25.4 4x6 II 3 5.00 12 .1-5 3-4 1-3 4 2 OriM mjni O O 5 3x8= 1.5x4 II 3x8 = 7-3-0 14-6-0 7-3-0 7-3-0 Plate Offsets(X.Y): [2:0-3-8,0-1-8,],[4:0-3-8,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.65 Vert(LL) -0.13 4-5 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.64 Vert(TL) -0.25 4-5 >665 180 TCDL 7.0 BOLL 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 (lb)-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. �� R � s� 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)A plate rating reduction of 20%has been applied for the green lumber members. tkGI NES r/ 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. c ' r/ rQ , LOAD CASE(S) Standard �� Ago• e,'E Cre N g :E2 A S.1` EXPIRATION DATE:06130108 J January 31,2007 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITRE REFERENCE PAGE 8117-7473 BEFORE USE. MU Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek ^ is for lateral support of individual web members only.Additional temporary bracing to insure stability during 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 POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,D5B-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. ' Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701228--Ted Amato--Lot 4,5 R24176680 701228 B4S ROOF TRUSS 2 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 S Sep 17 2004 MiTek Industries,Inc. Tue Jan 30 12:38:43 2007 Page 1 l -1-0-0 l 7-3-0 I 14-6-0 l 1-0-0 7-3-0 7-3-0 Scale=1:25.5 3 4x10= 3 IC 5.00 1. 3-5 3-4 1-3 4 2 � `S Id 11 3x8= 1.5x4 II 3x8 = i 7-3-0 i 14-6-0 7-3-0 7-3-0 Plate Offsets(X.Y): [2:0-4-4.0-1-8],14:0-4-4,0-1-8] LOADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud 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 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (lb/size) 4=234/0-5-8,2=314/9-11-12,5=715/9-11-12 Max Horz2=70(Ioad case 13) Max Uplift4=-644(load case 14),2=-839(load case 13),5=-275(load case 14) Max Grav4=946(Ioad case 11),2=1206(load case 10),5=857(Ioad case 7) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/41,2-3=-2046/1905,3-4=-1636/1496 BOT CHORD 2-5=-1755/1812,5-6=-1323/1380,4-6=-1332/1384 WEBS 3-5=-640/327 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� PR FiS 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)A plate rating reduction of 20%has been applied for the green lumber members. �G)NEC f 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. .44.../C .4\ �. 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 &(s y for 314.2 plf. Q 1 i «E r" LOAD CASE(S) Standard , 1 EXPIRATION DATE:06/30/08 January 31,2007 e ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED bIITEX REFERENCE PAGE MII-7473 BEFORE USE. Mir Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek ' is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 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 701228--Ted Amato--Lot 4,5 R24176681 701228 B5 ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Tue Jan 30 12:38:44 2007 Page 1 1 -1-0-0 1 5-6-9 5111-11 7-3-0 1 8-6-5 8-11-71 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 J 4x6 i 3x4 = 4x6 3 , 5.00 12 O.( 435 %Iv w 3-8 4-. 7 5-7 5-6 1- N a) N 2 • 6 i_____________1_,-r- 2-6 ° .--.'‘---- Io h 85x5 = 7 9 /^v\ 3x8= 3x8 = 5x5 = I 5-6-9 I 8-11-7 14-6-0 5-6-9 3-4-14 5-6-9 Plate Offsets(X,Y): 17:0-2-8,0-3-41.18:0-2-8,0-3-41 TOL DING(psf) 50 SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.67 Vert(LL) -0.13 6-7 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.82 Vert(TL) -0.25 6-7 >666 180 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IBC2003TTPI2002 (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(toad case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/50,2-3=-1986/320,3-4=-1746/328,4-5=-2577/466,5-6=-2859/467 BOT CHORD 2-8=-250/1756,7-8=-291/2019,7-9=-390/2599,6-9=-390/2599 WEBS 3-8=0/426,4-8=-772/63,4-7=-158/898,5-7=-10/690 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. ��' P R Opp, 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 01r 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. s2 8)A plate rating reduction of 20%has been applied for the green lumber members. \ �� 1 � l 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. -57 10)Girder carries tie-in span(s):6-0-0 from 11-0-12 to 14-6-0 1 j'7i PE 4 c- 11)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1062lb down and 159lb 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). LOAD CASE(S) Standard ' a OR- # \0) 1)Snow:Lumber Increase=1.15,Plate Increase=1.15lii )".,c, EB. .. fit, RS.1.\" .Continued on page 2 EXPIRATION DATE:06/30/08 • January 31,2007 1 _ 9 ® 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. �y Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM.. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onohio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701228--Ted Amato--Lot 4,5 R24176681 701228 B5 ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Tue Jan 30 12:38:44 2007 Page 2 LOAD CASE(S) Standard Uniform Loads(pit) Vert:1-3=-64,3-5=-64,5-6=-64,2-9=-20,6-9=-94(F=-74) Concentrated Loads(Ib) Vert:9=-760(F) ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. MI■ Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicabill'v of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mire k' is for later:-support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Jitional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER ro Pssr fabricatic quality control,storage,delivery,erection and bracing,consult ANSI/711 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Infer nation available from Truss Plate Institute,583 D'Onafrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701228--Ted Amato--Lot 4,5 R24176682 701228 BG MONO CAL HIP 2 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Tue Jan 30 12:38:45 2007 Page 1 2-5-1 2-10-3 6-0-0 2-5-1 0-5-2 3-1-13 5x8 = Scale:1"=1' 2 1.5x4 II 5.00 12 ) 3 4 C 00-112 kAT2-4 1 iiiN =, 2x4 I I 5 610- 6 3x4= 4x5= 2-5-1 I 6-0-0 2-5-1 3-6-15 Plate Offsets(X,Y): 12:0-3-2.0-1-12] LOADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL(Roof Snow=25.0) Plates Increase 1.15 TC 0.34 Vert(LL) 0.02 5-6 >999 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -0.06 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (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(load case 2),5=807(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1286/430,2-3=0/13,3-4=0/0,3-5=-161/65 BOT CHORD 1-6=-394/1188,5-6=-376/1121 WEBS 2-6=-141/557,2-5=-1156/402 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.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)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. �R �i5' 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Op e„ A plate rating reduction of 20%has been applied for the green lumber members. s 8)Refer to girder(s)for truss to truss connections. Gs. ]Nr� f 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. <cr ' -7 10)Girder carries tie-in span(s):11-0-0 from 0-0-0 to 6-0-0 4t' 1 ` •/!E• 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 03. 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 i Uniform Loads(plf) rg 0) i` Vert:1-2=-64,2-3=-64,1-5=-205(F=-185) R 24'. � eR S.1\‘,4 EXPIRATION DATE:06/30/08 J January 31,2007 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MBI-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 �gk' Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM.. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/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 701228--Ted Amato--Lot 4,5 R24176687 701228 C1 ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Tue Jan 30 12:38:50 2007 Page 1 1 -1-0-0 1 3-6-9 -11-111 5-9-0 I 7-6-5 1-11-71 11-6-0 1 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 = 5.00 12 3 43-5 °4 10w 4 9 ' •� N MI, ry O r r 2 6 m I tlitli 11 10 12 9 8 ` 7 Id d drill 3x5-,---- -.up, 1 01* 2.50 12 3x5= I 3-6-9 1 4-1-8 1 7-4-8 17-11-7 1 11-6-0 1 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] TCLL OADING(psti25 0 SPACING 2-0-0 CSI DEFL in (Loc) 1/defl Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.36 Vert(LL) -0.15 9-10 >894 240 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.81 Vert(TL) -0.31 9-10 >431 180 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.15 6 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (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. O PR 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. N [ co 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 c3. Ca Nr 04rj+ / of bearing surface. 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4' 16:-'0,'E -7C' 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 / responsibility of others. �!>'y; CO 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ' OR 0- N.0, LOAD CASE(S) Standard q 9 l B * l �✓ • � J S S. \‘ACI. -Continued on page 2 EXPIRATION DATE:06030/08 1 January 31,2007 it it WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11111-7473 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 MTek' 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 PERTORI, fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/W11 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 701228--Ted Amato--Lot 4,5 R24176687 701228 Cl ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Tue Jan 30 12:38:50 2007 Page 2 LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) • Vert:1-3=-64,3-5=-83,5-7=-64,2-10=-26(F=-6),9-10=-26(F=-6),6-9=-26(F=-6) Concentrated Loads(Ib) Vert:3=-84 5=-84 Al 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 701228--Ted Amato--Lot 4,5 R24176688 701228 C2 ROOF TRUSS 12 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Tue Jan 30 12:38:51 2007 Page 1 I -1-0-0 I 5-9-0 I 11-6-o I 12-6-0 I 1-0-0 5-9-0 5-9-0 1-0-0 Scale=1:22.2 • 4x5 - 3 2 :--""°11111dIIIIIIIIIIIIIIIIIIIIIIIII,55.00 12PI Aft SS' ea -5 1- .. 4 Y = i 5 Ib Ilia... 2.50 12 3x5= 3x5 I 5-9-0 I 11-6-0 5-9-0 5-9-0 Plate Offsets(X.Y): [2:0-2-7,0-1-8].[3:0-0-0.0-0-0].[4:0-2-7,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.37 Vert(LL) -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 >870 180 TCDL 7.0 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.08 4 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:37 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 2=542/0-5-8,4=542/0-5-8 Max Uplift2=-167(load case 5),4=-167(load case 5) Max Grav2=658(load case 2),4=658(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=-1263/229,3-4=-1263/229,4-5=0/37 BOT CHORD 2-6=-145/1130,4-6=-145/1130 WEBS 3-6=-8/594 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.' PRO F��, 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 G[NE ; cif of bearing surface. C? 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. L€i y LOAD CASES 4r 16/,OPE CASE(S) Standard (P r... 9{ 418ER � R 5.1\ EXPIRATION DATE:06/30/08 J January 31,2007 6 g ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE 5111-7473 BEFORE USE. NI Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek ' is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TV 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 701228--Ted Amato--Lot 4,5 R24176689 701228 C3 ROOF TRUSS 6 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Tue Jan 30 12:38:51 2007 Page 1 I -1-0-0 i 5-9-0 I 11-6-0 1-0-0 5-9-0 5-9-0 Scale=1:20.5 4x5= 3 • 5.00 12 ,l' a -4 1- 2 4 1 11111116..111 5 3x6 = 1.5x4 Il 3x6 = 5-9-0 11-6-0 I 5-9-0 5-9-0 Plate Offsets(X.Y): [2:0-0-10.0-0-2],[3:0-0-0,0-0-0].[4:0-0-10,0-0-21 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.06 4-5 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.43 Vert(TL) -0.12 4-5 >999 180 TCDL 7.0 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:36 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 4=465/Mechanical,2=552/0-5-8 Max Horz2=21(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=-112/648,4-5=-112/648 WEBS 3-5=0/257 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r��. PR 6' 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. !r 7)A plate rating reduction of 20%has been applied for the green lumber members. 61 8)Refer to girder(s)for truss to truss connections. . - '5j l'9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. X47 LOAD CASE(S) Standard ] / 4gif •`' �� „if,/ p I< M ER2 c A s IN EXPIRATION DATE:06/30/08 - January 31,2007 a ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MII-7473 BEFORE USE. Mil Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingPOWER_ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701228—Ted Amato--Lot 4,5 R24176691 701228 JB1 ROOF TRUSS 4 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Tue Jan 30 12:38:53 2007 Page 1 1-0'0 1-11-11 6-0-0 1-0-0 1-11-11 4-0-5 Scale=1:11.7 4 5.00 12 /) , . O , 3 N 35 1-4 / I2 lellk • 6 °° 1 ! ® 5 d 556 2.50[1-2- 354= I 1-11-11 2-1-8I 6-0-0 1 1-11-11 0-1-13 3-10-8 Plate Offsets(X,Y): 12:0-2-3.Edge),3:0-0-4,0-2-8] TOL DING(psL f) 0 SPACING 2-0-0 CSI DEFL in (loc) 1/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. ors 7)Refer to girder(s)for truss to truss connections. �,� OF 8)Refer to girder(s)for truss to truss connections. I c5' 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 (6. {,S .� NEFR /0 bearing surface. 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 40" t' LOAD CASE(S) Standard "I..- V AT '�EC�(tij \� / 47•ER2 ' ki. EXPIRATION DATE:06/30/08 January 31,2007 1 A ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH.7473 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. /� Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mire kR 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/1PI1 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 701228--Ted Amato--Lot 4,5 R24176692 701228 JB1A BMC West--Sherwood,Sherwood,Or. 97140 ROOF TRUSS 2 1 Job Reference(optional) 6.100 s Sep 17 2004 MiTek Industries,Inc. Tue Jan 30 12:38:54 2007 Page 1 1'0'0 1-11-11 I 6-0-0 1-0-0 1-11-11 4-0-5 Scale=1:11.3 3 5.00 ur 2 1-3 7 2-4 A II, 4 2x4 = 1-11-11 6-0-0 1-11-11 4-0-5 TOL DING(ps25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.14 Vert(LL) -0.06 2-4 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.18 2-4 >381 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:13 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=43/Mechanical,2=205/0-5-8,4=59/Mechanical Max Horz2=60(load case 3) Max Uplift3=-30(load case 3),2=-62(load case 3) Max Grav3=43(load case 1),2=224(load case 4),4=117(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/41,2-3=-32/12 BOT CHORD 2-4=0/0 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Refer to girder(s)for truss to truss connections. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ¢c,( P R or LOAD CASE(S) Standard C ' CNE -, c5>, 16.OPE 1 tP 'tet C}R • ti) `K8'ERS✓ R S, EXPIRATION DATE:06/30/08 January 31,2007 t Alkp WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED TIITEK REFERENCE PAGE MD-7473 BEFORE USE. fs Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure B the responsibility of the building designer.For general guidance regarding POWER TO PER TORN, 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 701228--Ted Amato--Lot 4,5 R24176693 701228 JB2 ROOF TRUSS 4 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Tue Jan 30 12:38:55 2007 Page 1 -1-0-0 3-11-11 I 6-0-0 I 1-0-0 3-11-11 4 2-0-5 1Scale=1:11.7 5.00 12 3 rn _ 2 I% x' 2 6 6 5 e� TA d 0 4x10 1 2.50 12 3x4 I 3-11-11 9-1-81 6-0-0 3-11-11 0-1-13 1-10-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.03 3-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.40 Vert(TL) -0.10 3-6 >653 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 5 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:19 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 4=101/Mechanical,2=292/0-5-8,5=82/Mechanical Max Horz2=98(load case 3) Max Uplift4=-44(load case 3),2=-90(load case 3) Max Grav4=101(load case 1),2=292(load case 1),5=131(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=-235/81,3-4=-24/34 BOT CHORD 2-6=-128/167,3-6=-157/122,5-6=0/0 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Refer to girder(s)for truss to truss connections. 9)Bearing at joint(s)2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of �(} PR opk. bearing surface. /� 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. \ CaGINE fi LOAD CASE(S) Standard G 16.1 .E mac^ `t' .4 , 0- ar N �c 5°j,� �� ii /1,1 - - �� EXPIRATION DATE:06/30/08 J January 31,2007 ® 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 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 M�Te k♦ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER r0 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 701228--Ted Amato--Lot 4,5 R24176694 701228 JB3 ROOF TRUSS 4 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Tue Jan 30 12:38:56 2007 Page 1 -1-0-0 5-11-11 6-0.0 1-0-0 5-11-11 3 0-i��►- Scale=1:16.3 5.00 112 1- 2 4 m 27 4- 2.50 12 3x4 5-11-11 6-91-0 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) 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 II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. , F'-o PROF c, 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUfPI 1. ,i\ tiC?k N A9/C?LOAD CASE(S) Standard �G /� yQ 1 4 8 Fs � �r • S. � EXPIRATION DATE:06/30/08 January 31,2007 c ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITRE REFERENCE PAGE MH-7473 BEFORE USE. ■• Design valid for use only with Kick connectors.This design is based only upon parameters shown,and is for an individual building component. i Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M iTe k• is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingPOWER_ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPII 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 701228--Ted Amato--Lot 4,5 R24176695 701228 JB4 ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Tue Jan 30 12:38:56 2007 Page 1 I -1-0-0 I 6-0-0 7-1-15 1-0-0 6-0-0 1-1-15 4 '� Scale=1:18.7 5.00 12 ,/ ,/ cA 1-4 M A 2- 5 c 2 55 11111111101111111111111116 ' ,/ 2.50 12 3x4 I 6-0-0 7-1-15 6-0-0 1-1-15 f) LOADING(P625.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL(Roof Snow=25.0) Plates Increase 1.15 TC 0.49 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 IBC2003fTPI2002 (Matrix) Weight:20 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=43/Mechanical,2=322/0-5-8,5=57/Mechanical,3=211/0-5-8 Max Horz2=156(load case 3) Max Uplift4=-30(load case 3),2=-101(load case 3),3=-152(load case 3) Max Grav4=43(load case 1),2=322(load case 1),5=114(load case 2),3=211(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=-96/54,3-4=-15/13 BOT CHORD 2-5=-19/19 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;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. PROF 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. ;CS*,R 6' 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '.NGI N�� 0'0 T LOAD CASE(S) Standar 4L"'-' lir.O PE r s � oOro' 17 'BER`-. 0.. 1 EXPIRATION DATE:06/30/08 January 31,2007 f A ® WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB-7473 BEFORE USE. Mi■� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ■ Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mi_Te k is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWERfabrication,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 701228--Ted Amato--Lot 4,5 R24176696 701228 JB5 ROOF TRUSS 2 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Tue Jan 30 12:38:57 2007 Page 1 -1-0-0 1-11-11 3 2-C 0 1-0-0 1-11-11 0-0 fr Scale=1:7.6 5.00 112 ,, trt 2 1-3 2-4 m 0 -T 1 d d 4 tild 114 2.50 12 :IA 3x4= 10 1-11-11 2-0 I I 1-11-11 0-0-5 LOADING(psf) 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL(Roof Snow=25.0) Plates Increase 1.15 TC 0.14 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.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 ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. isde �Qcj PRQF 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ~� ti�G IPNRE C9/0 LOAD CASE(S) Standard // p �, ' 1�r�a,s•t 'E moi-- O As©r,',r7 li<Ai � ` Cl. EXPIRATION DATE:06/30108 - January 31,2007 1 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB-7473 BEFORE USE. :-i: Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek' is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI1 Bonding 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 701228--Ted Amato--Lot 4,5 R24176697 701228 JB5A ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Tue Jan 30 12:38:58 2007 Page 1 1-11-11 22- 1-11-11 0-)I Scale=1:7.6 5.00 112 1-2 1-3 m b 1.%r d o 3 2.50 12 3x4 1 = 1-11-11 2-61.0 1-11-11 0-0-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 1 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 1-3 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) BCDL 10.0 Weight:6lb 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) 1=81/0-5-8,2=61/Mechanical,3=19/Mechanical Max Horz1=43(load case 3) Max Uplift1=-16(Ioad case 3),2=-47(load case 3) Max Grav1=81(load case 1),2=61(load case 1),3=39(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-27/21 BOT CHORD 1-3=-6/6 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.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. svc PROC LOAD CASE(S) Standard 16:70 0 E =c OR .0 k. 0) B R S, EXPIRATION DATE:06/30/08 January 31,2007 � t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED BUTEN REFERENCE PAGE MH-7473 BEFORE USE. 411 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 PER roars.- 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 701228—Ted Amato--Lot 4,5 R24176698 701228 JBSB ROOF TRUSS 2 1 ,Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Tue Jan 30 12:38:59 2007 Page 1 1-11-11 2 2-r 1-11-11 0-n� Scale=1:7.6 ' 5.00 12 I CO 3 1 2x4— 1-11-11 21-6 1-11-11 0-0-5 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 1 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 1-3 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:6 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=81/0-5-8,2=61/Mechanical,3=19/Mechanical Max Horz1=40(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. 0 LOAD CASE(S) Standard � ��t:St r� C"BER $ EXPIRATION DATE:06/30/08 January 31,2007 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB-7473 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. �Y• Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERPORM, 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 i Job Truss Truss Type Qty Ply 701228--Ted Amato--Lot 4,5 R24176699 701228 JB6 ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Tue Jan 30 12:39:00 2007 Page 1 1-0-0 2-0-0 3-11-11 3 1-0-0 2-0-0 1-11-11 Scale=1:11.4 • 5.00 12 r '9 2 176' 4 ..4111111111116. 2.50 TIT 3x4= 2-0-0 3-11-11 2-0-0 1-11-11 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.23 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:10 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=115/Mechanical,2=219/0-5-8,4=19/Mechanical Max Horz2=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=5.0psf;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. ,cO PR OF . 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/1-P!1. •C,Co � jCNE fi Ofd LOAD CASE(S) Standard C? 41) c<- 146 II PE pr tfr "O. N c6 • BEB SC \4 Pi' S.1 ( EXPIRATION DATE:06/30/08 January 31,2007 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. ij /� 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 responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER M PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/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 701228--Ted Amato--Lot 4,5 R24176700 701228 JB6A ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Tue Jan 30 12:39:00 2007 Page 1 2-0-0 3-11-11 2-0-0 1-11-11 Scale=1:11.4 5.00 12 A- 1- n' 1111 rS _ 3 2.50 112 3x4' 2-0-0 3-11-11 I 2-0-0 1-11-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.00 1 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.04 VertTL -0.00 1-3 >999 180 TCDL 7.0 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:9 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=143/0-5-8,2=124/Mechanical,3=19/Mechanical Max Horz1=81(load case 3) Max Upliftl=-45(load case 3),2=-92(load case 3) Max Grav1=143(load case 1),2=124(load case 1),3=39(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-50/41 BOT CHORD 1-3=-6/6 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TOLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Refer to girder(s)for truss to truss connections. 7)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSIITPI 1. V [� PR OFF- LOADCASE(S) Standard �Gj 144 16VOIPE oo yl � S ZJ EXPIRATION DATE:06/30/08 January 31,2007 ■ ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 BEFORE USE. rif■ Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. i Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek a for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701228—Ted Amato--Lot 4,5 R24176701 701228 JB6B ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Tue Jan 30 12:39:01 2007 Page 1 2-0-0 3-11-11 2-0-0 1-11-11 • 1`� Scale=1:11.5 5.00 12 �I\` • 1- 1 1 3 1--24v1 = 2-0-0 2-0-0 f) LOADING(p525 0 SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d 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 Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a Code IBC2003/TP12002 (Matrix BCDL 10.0 ) 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 (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-47/39 BOT CHORD 1-3=0/0 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Refer to girder(s)for truss to truss connections. 7)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard {Q(� sf • .1‘ ./G: • 9< M ES CRs EXPIRATION DATE:06/30/08 J • January 31,2007 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 PER I'ORA, 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 701228--Ted Amato--Lot 4,5 R24176702 701228 JC1 ROOF TRUSS 4 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Tue Jan 30 12:39:02 2007 Page 1 -1-0-0 1-11-11 I 4-0-0 1-0-0 1-11-11 4 2-0-5 Scale=1:8.4 5.00 3 o/ 1011.11111111 2 44 a 1 � 5TeddleM 5x6 i 2.50 12 2.5x4 = 1-11-11 F-1-8 4-0-0 1-11-11 0-1-13 1-10-8 Plate Offsets(X,Y): [2:0-1-10,0-0-7],[3:0-0-4.0-2-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 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=0/28,2-3=-55/0,3-4=-14/18 BOT CHORD 3-5=0/0 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. �q PR rr 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 cy 'Cr bearing surface. - -y 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4-C' ]jam 'I R E_ t' LOAD CASE(S) Standard �! 1` `o, l &ER?:\ s -0\A • EXPIRATION DATE:06/30/08 January 31,2007 l gi ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. Design valid for use only with Mirek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek„iTe�R is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/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 701228--Ted Amato--Lot 4,5 R24176703 701228 - JC2 ROOF TRUSS 4 1 • Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Tue Jan 30 12:39:03 2007 Page 1 -1-0-0 3-11-11 4-+0 1-0-0 3-11-11 0-,iI 1 Scale=1:11.5 5.00 12 ra N 2 rn 4 d m 1 _ 2.50 12 2.5x4 " 3-11-11 4-r1r0 3-11-11 0-0-5 LOADING(psf) 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL(Roof Snow=25.0) Plates Increase 1.15 TC 0.20 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 lncr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (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=5.0psf;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)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. e� � P R°Fes 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ‘A k9/p) G. LOAD CASE(S) Standard 16 ;/p•E T� a OR O . No LtS �� EXPIRATION DATE:06/30/08 J January 31,2007 4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1111.7473 BEFORE USE. 11111 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 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 701228--Ted Amato--Lot 4,5 R24176704 701228 JC3 ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Tue Jan 30 12:39:04 2007 Page 1 -1-0-0 I 4-0-0 I 5-7-15 1-0-0 4-0-0 1-7-15 3 Scale=1:14.7 t$ - 5.00 12 11 1- r N 2 r I ► 4 2.50 12 2.5x4 = 4-0-0 4-0-0 LOADING(psf) 25.0 SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL(Roof Snow=25.0) Plates Increase 1.15 TC 0.45 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 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10,0 Code IBC2003/TP12002 (Matrix) Weight:161b LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=163/Mechanical,2=297/0-5-8,4=37/Mechanical Max Horz2=130(load case 3) Max Uplift3=-120(load case 3),2=-122(load case 3) Max Grav3=163(load case 1),2=297(load case 1),4=74(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=-74/53 BOT CHORD 2-4=-12/12 NOTES 1)Wind:ASCE 7-02;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. O PR Odes 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 �� I �fi s�t7 �� 168%e° sT a 'REG '• Rs. �� EXPIRATION DATE:06/30/08 J January 31,2007 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 is the responsibility of the building designer.For general guidance regardingPOWER_ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII quality Criteria,DSB-89 and BCSII Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 701228—Ted Amato--Lot 4,5 R24176705 701228 JC4 ROOF TRUSS 4 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Tue Jan 30 12:39:05 2007 Page 1 -1-0-0 1-11-11 32 0 1-0-0 1-11-11 0-s Scale=1:7.6 5.00 124.1 2 1-3 2-4 O1V 1 . d d 14 2.50 12 3x4= 1-11-11 2-910 1-11-11 0-0-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.00 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 BCDL 10.0 (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. (j PR Q fie 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � s 0,4,47.8: fi �5 LOAD CASE(S) Standard C? '`,�r f s EXPIRATION DATE:06/30/08 ) January 31,2007 f A ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek ' is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/9911 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 Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury MEDimensions are in ft-in-sixteenths. (Drawings not to scale) I4‘ anAppd flyully platesembed to both sidesteeth. of truss 1. Additional stability bracing for truss system,e.g. diagonal or x-bracing,is always required. See BCSI1. 2. Truss bracing must be designed by an engineer.For 0-1/16" 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 110r, o 4 O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Ali O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-146"from outside a= U all other interested parties. edge of truss. C7-8 C6-7 cs O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the joint and embed fully.Knots and wane at joint 8 7 6 5 required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 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 thelate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT p 10.Camber is a non-structural consideration and is the 4 x 4 NUMBERS/LETTERS. width measured perpendicular responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that ,it 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, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. 1 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. *HOMO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ormion a 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: MI project engineer before use. ANSI/TPI1: National Design Specification for Metal ® m, 19Tel( .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 Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 % • •S