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Plans (60) IMMO,ft , yr JUN 0S2010 FvlaTeI PaWER TD PERFORM MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: B100927 Fax 916/676-1909 Joe Hekker Construction-Tree Repair The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by ProBuild West-Clackamas,OR. Pages or sheets covered by this seal:R31745514 thru R31745527 My license renewal date for the state of Oregon is June 30,2010. <(-CkED P R 0Fe� Nc'tNEFq `�/0 16890PE 9 qN ...i.O.411""Hair- E 'IRATIDA r.-06/30/10 June 3,2010 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 Joe Hekker Construction-Tree Repair R31745514 B100927 Al MONO CAL HIP 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.230 s Apr 22 2010 MiTek Industries,Inc. Wed Jun 02 17:11:35 2010 Page 1 6-6-14I I 128-5 12(11.4 1511-7 1 218-0 i 238-0 68-14 5-11-7 0.4-1 3-0-2 5-6-10 2-0-0 Scale=1:395 6x6 II 348= 446 1 p2 3 14 El I ® I t/ 204,1 5 6A0112_ /� `� 13 - 1/ j s 10 9 8 7 12 1 N4 II 3x6- 3ra= 3x6- 344= , 68-141 12-11-4 I 21-6-0 6$14 848 86-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.61 Vert(LL) -0.09 6-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.38 Vert(TL) -0.24 6-8 >999 180 TCLL 7.0 Rep Stress Ina YES WB 0.34 Horz(TL) -0.04 11 n/a n/a BCLL 0.0 * Code IBC2009/TPI2007 (Matrix) Weight:104 lb FT=0% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins, except BOT CHORD 2 X 4 DF No.1&Btr end verticals,and 2-0-0 oc purlins(5-2-4 max.):1-4. WEBS 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-11 JOINTS 1 Brace at Jt(s):2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 11=895/0-5-8 (min.0-1-8),6=1035/0-5-8 (min.0-1-8) Max Horz6=-182(LC 5) Max Upliftl1=-179(LC 5),6=-242(LC 8) Max Grav11=1307(LC 12),6=1376(LC 13) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. TOP CHORD 4-5=-1460/207,5-13=-1488/219,6-13=-1709/200,3-1451-1335/210,4-14=-1335/210, 2-11=-362/93 801 CHORD 10-11=-230/1386,9-10=-230/1386,8-9=-230/1386,6-8=-260/1384 WEBS 5-8=-417/123,4-8=0/280,3-8=-61/339,3-11=-1565/225 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;endosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1,Lu=50-0-0 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 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. <G�°d PR OFFS .7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �NGi N R c'/O� will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 179 lb uplift at joint 11 and 242 lb uplift at 44 y joint 6. 1)4:j% " f 9)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. AY,- LOAD CASE(S) Standard -.0OR 0303 ly-R s 1‘`Nc� EXPIRATION DATE:06/30/10 June 3,2010 1 A WARNING-Verify design parameters add READ NOTES ON MI5 AND INCLUDED MITER REFERENCE PAGE BIII.7473 nae.10.08 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. Appicabilfy of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' - erector.Additional permanent bracing of the overall structure is the responsiblity of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/tPIl Quaey Crfeda,D5B-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.28t N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Joe Bekker Construction-Tree Repair R31745515 B100927 A2 MONO CAL HIP 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.230 s Apr 22 2010 MiTek Industries,Inc. Wed Jun 02 17:11:36 2010 Page 1 7-9-14I —_._}_ 13-0-5 i 15-5-4 18-5-7 { 24-0-0_ i 28-0-0 { 7-9-14 5-2-7 2-4-15 3-0-2 53-10 2-0-0 5 2r4 II Scale=1:44.6 6 11111111111144444 7,43MT18H 11 3x8= : 06 1 2 17 3 7 Ms zo II 16 6.06 aL 2c4 i 8 41 0 9 o j3 0 a rim 13 72 11 a 10 15 4 244 II 3,6 316= 7-9-14i 15-6-4 1 24-0-0 { 7$14 7-73 8-6-12 Plate Offsets(X,Y): f2:Edge,0-0-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.83 Vert(LL) -0.09 9-11 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.42 Vert(TL) -0.24 9-11 >999 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.52 Horz(TL) -0.06 14 n/a n/a BCLL 0.0 Code 1BC2009/TPI2007 (Matrix) Weight:118 lb FT=0% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc purlins, except BOT CHORD 2 X 4 DF No.1&Btr end verticals,and 2-0-0 oc puffins(4-1-5 max.):1-7. WEBS 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-11,3-14 JOINTS 1 Brace at Jt(s):2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 14=1014/0-5-8 (min.0-1-9),9=1156/0-5-8 (min.0-1-11) Max Horz9=-211(LC 5) Max Upliftl4=-197(LC 5),9=-259(LC 8) Max Grav14=1440(LC 12),9=1575(LC 13) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 7-16=-1594/213,8-16=-1721/205,8-9=-2123/235,3-4=-1498/273,4-7=-1498/273, 2-14=-434/110 BOT CHORD 13-14=-285/1767,12-13=-285/1767,11-12=-285/1767,9-11=-284/1747 WEBS 8-11=-323/100,7-11=0/325,3-11=310/414,3-13=0/305,3-14=-1880/270 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1,Lu=50-0-0 '3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 pat or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. �,i1/40-.) P R�FFs 5)Provide adequate drainage to prevent water ponding. -6)All plates are MT20 plates unless otherwise indicated. �'� Gf NE S/ 7)The solid section of the plate is required to be placed over the splice line at joint(s)12. �\ <c, F9 �� 8)Plate(s)at joint(s)12 checked for a plus or minus 2 degree rotation about its center. - 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q f, E.,f e 10)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fol between the bottom chord and any other members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 197 lb uplift at joint 14 and 259 lb uplift ,- at joint 9. Y • 12)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. A SOT ORE , - L30AD CASE(S) Standard)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 9C�FR/S `��� EXPIRATION DATE:06/30/10 i June 3,2010 a WARDING•verify design pa mmetars add READ MOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE 141I-7473 far.10BEFORE USE, s Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabTrty during construction is the responsibiMity of the MiTek' - erector.Additional permanent bracing of the overall structure is the responsiblity of the building designer.For general guidance regarding ,e:sn va.a fabrication.quality control,storage.delivery,erection and bracing,consult ANSI/TP11 Qualify Cdleria,DU-89 and sCSI Budding Component 7777 Greenback Lane,Suite 109 Safety rnformalo n available from Truss Plate Institute.281 N.Lee Sheet.Suite 312 Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Joe Hekker Construction-Tree Repair R31745516 B100927 A3 MONO CAL HIP 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.230 s Apr 22 2010 MiTek Industries,Inc. Wed Jun 02 17:11:37 2010 Page 1 5-9-14 I 11-0-5 1)-5-4 17-9-4 I 24-0-0 I 26-0-0 I 5-9-14 5-2-7 0.4-1 6-4-0 6-2-12 2-0-0 121' 15 3 :.i.. = Scale=144,5 u 6.00 112_ 3.44'� 0{x12 6 ra ® It,' o Ba 13 12 11 ] to 9 6 = 3ra=-- 2i4 II 36 343= 2.4 II 3x6 5-9-14 i 11-5-4 I 17-9-4 1 24-0-0 5-9-14 55-7-6 6-4-0 6-2-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lld PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.07 8-9 >999 240 MT20 2201195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.34 Vert(TL) -0.14 8-9 >999 180 TCDL 7.0 Rep Stress Ina YES WB 0.61 Horz(TL) -0.05 12 n/a n/a BCLL 0.0 Code IBC2009/TP12007 (Matrix) Weight:130 lb FT=0% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-11-1 oc purlins, except BOT CHORD 2 X 4 DF No.1&Btr end verticals,and 2-0-0 oc purlins(5-10-4 max.):1-4. WEBS 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-12 JOINTS 1 Brace at Jt(s):2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 12=1000/0-5-8 (min.0-1-8),6=1139/0-5-8 (min.0-1-12) Max Horz6=-259(LC 5) Max Upliftl2=-193(LC 5),6=-269(LC 8) Max Grav12=1339(LC 12),6=1644(LC 13) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 4-14=-1213/197,5-14=1384/183,5-6=-2315/240,3-4=-1095/226,2-12=-314/89 BOT CHORD 11-12=-183/900,10-11=-183/900,9-10=-183/900,8-9=-267/1916,6-8=-267/1916 WEBS 5-8=0/263,5-9=-915/172,3-9=-109/657,3-12=-1289/194 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1,Lu=50-0-0 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 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. �(� P R FFs 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide E will fit between the bottom chord and any other members. �'\ G(N �'/ 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 193 lb uplift at joint 12 and 269 lb uplift at �\ !GN /902 joint 6. 9)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Q ,e=4•,i 4>' 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC wl 2-10d nails. LOAD CASE(S) Standard (414k.10/ � 03 -2� �� ‘�FRS1\NC� • EXPIRATION DATE:06/30/10 June 3,2010 + . ` n WARMIYG-Verify design parameters and READ NOM ON THIS AND INCLUDED MIMIC RFEREN CE PAGE MU-7473 res.I0-'08 BBPORE USB. ill. Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and 6 for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown i' is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSVTPI1 Quad,Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.281 N.Lee Street.Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Joe Hekker Construction-Tree Repair R31745517 B100927 A4 MONO CAL HIP 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.230 s Apr 22 2010 MiTek Industries,Inc. Wed Jun 02 17:11:38 2010 Page 1 I 5-9-14 9-03 i 11-54 i 17-9-4 I 24-0-0 I 26-0-0 i 5-9-14 3-2-7 5 2-4-15 6-4-0 6-2-12 2-0-0 Ant II 3B= p`l6' I Seale=1:50.8 444 a 12 14 3 7 a 4® 1 17 244 II 6.00 12 Z 34 a 6 0 A .91- 189 Lill 14' Ibl ILA 'S 1` { I 16 15 1d 73 12 11 14.7 10 3rA= 2,4 11 Safi 348= 2e4 11 3ffi— I 5-9-14 I 11-5-4 I 17-9-4 I 24-0-0 I 59-14 5-7.6 6-4-0 6-2-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.08 9-11 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.43 Vert(TL) -0.15 11-12 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.61 Horz(TL) -0.05 15 n/a n/a BCLL 0.0 * Code IBC2009rTPI2007 (Matrix) Weight:134 lb FT=0% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, except BOT CHORD 2 X 4 DF No.1&Btr end verticals,and 2-0-0 oc purlins(5-10-4 max.):1-7. WEBS 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-15 JOINTS 1 Brace at Jt(s):2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 15=1020/0-5-8 (min.0-1-8),9=1151/0-5-8 (min.0-1-11) Max Horz9=-289(LC 5) Max Uplift15=186(LC 5),9=-267(LC 8) Max Grav15=1262(LC 12),9=1595(LC 13) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 7-17=-1307/196,8-17=-1596/184,8-18=2519/234,9-18=-2529/211,3-4=-1295/276, 4-7=-1295/276,2-15=318/89 BOT CHORD 14-15=-177/827,13-14=-177/827,12-13=-177/827,11-12=302/2114,9-11=-302/2114 WEBS 8-11=0/263,8-12=-916/165,3-12=-139/775,3-15=-1180/184 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1,Lu=50-0-0 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 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 Fs 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • E3 /r -7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 13 will fit between the bottom chord and any other members. \� ���I N/ 9 X02 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 186 lb uplift at joint 15 and 267 lb uplift at -y joint9. 1,s•'d:E 9)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. /� 10)Design assumes 4x2(flat orientation)purlins at cc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard `' 03 -4` F': -- 21� ( t EXPIRATION DATE:06/30/10 June 3,2010 a WARDBNG.Verify design parameter"'and READ NOTES ON THIS AND INCLUDED JUTTiKREFI3RENCE PAGE JII1-7475 rev 1008 WORE 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. Applcabiliity of design porarrlenters and proper incorporation of component is responsibiaty of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing consult AN51/TPI1 Qualify Cdteda,05B-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely gdormalion available from Truss Hale Institute.281 N.Lee Street.Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Joe Hekker Construction-Tree Repair R31745518 B100927 A5 ROOF TRUSS 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.230 s Apr 22 2010 MiTek Industries,Inc. Wed Jun 02 17:11:38 2010 Page 1 I 7-0-0 i 13-7-12 I 18-7-0 l 24-0-0 I 26-0-0 i 7 -0-0 6-7-12 4-11-4 5-5-0 2-0-0 680 112 ::i Scale=1:56.9 411111111111111%411 3x10'13 3x4 1 3 4.3 3x6 A 3 4 fi a Zx4 ii S . 6 Be L1 Pi R ` 7 1 10 99 15 16 8 3.6- 3.4 11 3x6= 4x6 86- l 7-0-0 i 16-1-S I 24-0-0 7-0-0 9-1-6 7-10-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.64 Vert(LL) -0.15 8-10 >999 240 MT20 220/195 (Roof Snow=25.0) TCDL 7.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.32 8-10 >879 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:124 lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc purlins, except BOT CHORD 2 X 4 DF No.1&Btr end verticals. WEBS 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 1 Row at midpt 3-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 11=1026/0-5-8 (min.0-1-8),6=1187/0-5-8 (min.0-1-8) Max Horz 11=-258(LC 5) Max Uplift11=-155(LC 8),6=-281(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-13=-802/179,2-13=-713/202,2-14=-637/185,3-14=-802/172,3-4=-1482/258, 4-5=-1612/248,5-6=-1833/282,1-11=-970/193 BOT CHORD 9-10=38/1181,9-15=-38/1181,15-16=-38/1181,8-16=-38/1181,6-8=-131/1550 WEBS 2-10=0/295,3-10=-717/237,3-8=0/471,1-10=90/750 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 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 has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Fitt between the bottom chord and any other members,with BCDL=10.Opsf. P R 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 155 lb uplift at joint 11 and 281 lb uplift at 0\°) O 6-„ joints. 5� NGI EF `> 8)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ��i � 79 2 LOAD CASE(S) Standard /a'E 9r 03 �� .R s.1‘" � EXPIRATION DATE:06/30/10 June 3,2010 4' 4 ii WARNING-Verify design parvardde and READ MOTES ON TT11$AND INCLUDED INTER REFERENCE PAGE 6611-74710 r er.10=08 BEFORE USE b Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Appficabihty of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage.delivery.erection and bracing,consult ANSI/1PN Quality Cdtedo,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Irdamatlon available from Truss Plate Institute.281 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Joe Hekker Construction-Tree Repair R31745519 B100927 A6 ROOF TRUSS 3 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.230 s Apr 22 2010 MiTek Industries,Inc. Wed Jun 02 17:11:39 2010 Page 1 7-0-0I I 13-7-12 I 18-7.0 l 24-0.0 l 7-0-0 6-7-12 4-11-4 5-5-0 2 800 12 79 Seale=1666 p 12 tlZ 3110% it 3µ 1 '' 3 ,r> 1 I :% 4 "Ai 411111k 5 1 17 Ute. 8 7 13 14 6 Rd 10 9 3aa 11 _ NA 3m_ 7-0-0I 16-1-8 t 24-00 I 7-00 9-1-8 7-10-8 LOADING(psf) SPACING 2-0-0 CSI I DEFL in (lac) 1/defi Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.14 6-8 >999 240 MT20 220/195 (Roof Snow=25,0) Lumber Increase 1.15 BC 0.48 Vert(TL) -0.31 6-8 >908 180 TCDL 7.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.04 5 n/a n/a BCLL 09 * Code IBC2009/TPI2007 BCDL 10.0 (Matrix) Weight:121 lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 4-7-2 oc purlins, except BOT CHORD 2 X 4 DF No.1&Btr end verticals. WEBS 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-8 MiTek recommends that Stabilizers and required cross bradng be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 5=1037/0-5-8 (min.0-1-8),9=1033/0-5-8 (min.0-1-8) Max Horz9=-241(LC 5) Max Uplift5=-175(LC 8),9=-161(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-11=-807/183,2-11=-719/206,2-12=-642/189,3-12=-807/177,3-4=-1652/292, 4-5=-1879/322,1-9=-9761198 BOT CHORD 7-8=-95/1199,7-13=-95/1199,13-14=-95/1199,6-14=-95/1199,5-6=-225/1600 WEBS 2-8=0/295,3-8=-734/252,3-6=-26/505,4-6=-266/172,1-8=-95/756 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.11;Exp B;endosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ' will fit between the bottom chord and any other members,with BCDL=10.0psf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 175 lb uplift at joint 5 and 161 lb uplift at joint 9. 7)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. <(-a, 0 PR OF,c ,-tys - LOAD CASE(S) Standard �c�\� 0�G t; E. -it;)-it;) /p�9 CC ,. E r 1 * a . A ,TORE • A CM R S.T\�G EXPIRATION DATE:06/30/10 ) June 3,2010 e .411.11116. .47A A WARNING-Verify deriyn Parameters aad READ NOTES ON THIS AND INCLUDED INTIM REFERENCE PAGE MU-T473 rw.10-08 BEFORE USE. mill. Design valid for use only with Mffek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' ' erector.Additional permanent bracing of the overall structure is the responsibtity of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing.consult ANSI/fell qualify Crieda,DSII-89 and SCSI 6uSdtng Component 7/77 Greenback Lane,Suite 109 Safely IntamaBon avaiable from Truss Plate Institute,281 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Joe Hekker Construction-Tree Repair R31745520 B100927 AGE GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.230 s Apr 22 2010 MiTek Industries,Inc. Wed Jun 02 17:11:40 2010 Page 1 5-1-7l 8-0-8 l 10-0-6 I 14-6-5 14-l1-,5 17-10-11 l 21-6-0 l 23-6-0 l 5-1-7 2-11-1 1-11-14 4-5-15 d-5-d 2-11-6 3-7-5 2-0-0 Stale=1 40.6 5.12 Mi2a7 II 318= 2.4 II 48 1 2 3 2.4 II 43.1= 2.4 II 2.4 II 37 24 II I e 0 'CI Y V V � 1 yµII 6.00[7?_ V '4 i2x411 30 •'•' .111 n : r A rt�� A A 6 13 EN 16 32 Ilk Alk i!i!i���i!i4 !i!!i!i!i!i!i!��!iAIiLiI..11. !i!i� t8 17 4.4= 2.4 II 15 14 13 12 11 33 10 9 6 2.4 II 3.4= 403= 254 II 34=2.4 II 24 II 2.4 11 I 5-1-7 i 8-0-8 I 10-08 I 14-115 l 17-10-11 I 2150 l 5-1-7 2-11-1 1-11-14 4-10-15 2-11-6 3-75 Plate Offsets(X,Y): 12:0-3-12,0-2-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.65 Vert(LL) -0.01 16 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.26 Vert(TL) -0.03 16-17 >999 180 MT2OH 165/146 - TCDL 7.0 Rep Stress Incr NO WB 0.47 Horz(TL) -0.01 17 n/a n/a BCLL 0.0 * Code IBC2009/TPI2007 (Matrix) Weight:136 lb FT=0% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 6 DF No.2 end verticals,and 2-0-0 oc purlins(6-0-0 max.):1-5. WEBS 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 DF No.1&Btr JOINTS 1 Brace at Jt(s):2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 13-5-8 except(jt=length)17=0-5-8. (Ib)- Max Hoa 15=-141(LC 5) Max Uplift All uplift 100 lb or less at joint(s)except 17=-251(LC 5),10=-229(LC 8),14=-435(LC 6),6e 139(LC 8),9=-125(LC 13) Max Gray All reactions 250 lb or less at joint(s)9,11,13 except 17=1092(LC 12),10=784(LC 13),14=1515(LC 12),6=623(LC 13),15=252(LC 12),8=312(LC 13) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-17=-470/182 BOT CHORD 16-17=-248/857,16-32=-248/857,15-32=-248/857,14-15=-171/857 WEBS 5-10=-674/255,4-14=-977/380,3-14=-1063/232,3-16=0/257,3-17=-862/218 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1,Lu=50-0-0 4)Unbalanced snow loads have been considered for this design. � P R�FFs 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �E _ non-concurrent with other live loads. �� G , t? 6)Provide adequate drainage to prevent water ponding. �' R 7)All plates are MT20 plates unless otherwise indicated. 8)Gable studs spaced at 2-0-0 oc. �4•:,:r/ �l 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 4 will fit between the bottom chord and any other members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 251 lb uplift at joint 17,229 lb uplift at � ocj joint 10,435 lb uplift at joint 14,139 Ib uplift at joint 6 and 125 lb uplift at joint 9. . 0 •+ �C5 12)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. y B-��1 13)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). SFR s.-(\N LOAD CASE(S) Standard Continued on page 2 ( EXPIRATION DATE:06/30/10 June 3,2010 a WARNING-Verify daeign pmlmrttetene mad READ MUTES ON TT11S AND INCLUDED NITRIC REFERENCE PAGE MU-7473 tee.10.178 BEFORE USE. mill. Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the N11Tek - erector.Additional permanent bracing of the overall structure is the responslbiity of the building designer.For general guidance regarding ne s,n rxwmma fabrication,quality control,storage.delivery.erection and black g.consult ANSI/T111 Godly Com,051-89 and 6051 Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.281 N.Lee Street.Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Joe Hekker Construction-Tree Repair R31745520 B100927 AGE GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.230 s Apr 22 2010 MiTek Industries,Inc. Wed Jun 02 17:11:41 2010 Page 2 LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pif) Vert:5-7=-64,1-2=-64,2-5=-141,6-18=-44(B=-24) 1 {YARNING-Verafg deriga parameters mid READ NOTES ON TINS AND MNCLLWED MIMIC REFERENCE PAGE MD-7473 rre.10-OB BEFORE USE. 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek • erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/Mil Quarry Cdleria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Sally Intormafon available from Truss Plate Institute,281 N.Lee Street Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Joe Hekker Construction-Tree Repair R31745522 6100927 B2 ROOF TRUSS 4 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.230 s Apr 22 2010 MiTek Industries,Inc. Wed Jun 02 17:11:42 2010 Page 1 I -2-0-0 l 8-1-10 I 15-0-0 I 21-10.8 I 28-11.8 2-0-0 8-1-10 8-10-8 6-10-6 7-1-2 4 1.5 Scale=157A 111171 600 12 13 2X4�� 4x4 5 r. \/ ' e.. 0012 6 �r 2 _' d 7t 4 14r 1 -' 1 11 14 15 10 9 g} 346— 87 344= 346= 344= 848= 10.6-6 19-5-10 28-11-8 I 1086 ._... I 8-11-4 I 9-6-14 ,-._. .�. Plate Offsets(XX): f8:Ed0e,0-2-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.30 9-11 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.65 Vert(TL) -0.57 2-11 >595 180 TCDL 7.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight:133 lb FT=0% LUMBER BRACING - TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc purlins, except BOT CHORD 2 X 4 DF No.1&Btr end verticals. WEBS 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1428/0-5-8 (min.0-1-8),8=1285/0-5-8 (min.0-1-8) Max Horz2=143(LC 7) Max Uplift2=-308(LC 7),8=-193(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2234/335,3-12=-1972/318,4-12=-1793/341,4-13=-1765/339,5-13=-1875/316, 5-6=-746/177,6-8=-511/170 BOT CHORD 2-11=-295/1887,11-14=-101/1273,14-15=101/1273,10-15=-101/1273,9-10=-101/1273, 8-9=-206/1751 WEBS 3-11=-483/257,4-11=-119/843,4-9=-112/696,5-9=-384/240,5-8=1433/185 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. P R 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ( .O Ore will fd between the bottom chord and any other members,with BCDL=10.0psf. �� (�E eS ' 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) c: V' ER �-0, 2=308,8=193. 4(7 -p 8)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4Z. / •e•$• V' LOAD CASE(S) Standard // g 9(e ' : Ft 2' ‹</' �fiRS1`N E EXPIRATION DATE:06/30/10 June 3,2010 t 11111111111111111111111111111111111111MIMMINIL MD g WARNING-Varijg design parameters mrd READ NOTES ON THIS AM)INCLUDED MITRE REFERENCE PAGE AIII.7475 res.10.05 BEFORE USE. b Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek • erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage.delivery,erection and bracing,consult ANSI/TPII godly Criteria,D56-89 and SCSI Sudding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street.Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Joe Hekker Construction-Tree Repair R31745523 B100927 JA10 ROOF TRUSS 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.230 s Apr 22 2010 MiTek Industries,Inc. Wed Jun 02 17:11:42 2010 Page 1 I -2-0-0 l 5-6-5 i 9-11-8 I 14-11-4 2-0-0 5-6-5 4-5-3 4-11-12 Scale=1:54.8 6, 5 3x4 II 6.001712- 4 2.4 72 2 ye= 8 = 3x6= 9-11-8 I 9-11-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) Udell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.15 2-8 >752 240 MT20 2201195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.40 Vert(TL) -0.38 2-8 >300 180 TCDL 7.0 Rep Stress lncr YES WB 0.12 Horz(TL) 0.00 8 n/a n/a BCLL 0.0 Code IBC2009/TP12007 (Matrix) Weight:52 lb FT=0% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Bir TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.1&Btr end verticals. WEBS 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-5-8 except(jt=length)6=Mechanical. (Ib)- Max Horz2=268(LC 6) Max Uplift All uplift 100 lb or less at joint(s)6,5 except 8=-196(LC 7),2=117(LC 7) Max Gray All reactions 250 lb or less at joint(s)6,5 except 8=643(LC 2),2=549(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-422/0,4-8=-371/173 BOT CHORD 2-8=98/312 WEBS 3-8=-334/165 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 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 has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,5 except(jt=lb) S O P R OPec, 8=196,2=117. �� \A" I N S> 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)5. � 9 Z 10)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 144 `•.4a' ; y` LOAD CASE(S) Standard 0, ACi EXPIRATION DATE:06/30/10 June 3,2010 a WARNING-Verify,design param teesaadREADMSTESONTTTTSANDI CLUDEDNITREREFERENCEPAGEMBI-7473rw.10=08 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. Applcabilty of design paramenters and proper incorporation of component is responsibiety of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delvery,erection and bracing,consult ANSI/rP11 quality Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Joe Hekker Construction-Tree Repair R31745524 B100927 JA7 ROOF TRUSS 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.230 s Apr 22 2010 MiTek Industries,Inc. Wed Jun 02 17:11:43 2010 Page 1 I -2-0-0 I 7-0.0 14-11-11 2-0-0 7-0-0 7-11-11 Scare=1:54.8 6.00(ta 5 3B- 8 CA �� qy 3 4`• 2 EEMMMMIMINMMMNMMNMIMNMIOIMMIM E. 3x4- 7 7-0-0 7-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/defl Lid PLATES GRIP TCLL (Roof Snow=2550) Plates Increase 1.15 TC 0.54 Vert(LL) -0.09 2-7 >868 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.23 2-7 >347 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a BCDL 10,0 Code IBC2009/TPI2007 (Matrix) Weight:35 lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide, REACTIONS All bearings 0-5-8 except(jt=length)6=Mechanical,7=Mechanical. (Ib)- Max Horz2=337(LC 7) Max Uplift All uplift 100 lb or less at joint(s)6,2 except 3=-194(LC 7),5=-151(LC 7) Max Gray All reactions 250 lb or less at joint(s)6,7 except 2=456(LC 1),3=323(LC 2),5=366(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live toad of 18.0 psf or 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 has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Refer to girder(s)for truss to truss connections. -9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,2 except(jt=lb) 3=194,5=151. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,5. 11)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUTPI 1. ,`k51/4 PR()FE. LOAD CASE(S) Standard �\� ��Gj t E�9 O, w -Zz e.; Tole sf , ORE •� 4 FM: a'' iy4R s. t EXPIRATION DATE: 06/30/10 1 June 3,2010 n WARNING-Verify deaige parameters Gad READ M71BS OK TT11SMID INCLUDED NITIDCREPERENCE PAGE MU-7473 me.10,08 BEFORE US& 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/WIT Qually Criteria,051-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.281 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Joe Hekker Construction-Tree Repair R31745525 6100927 JA8 ROOF TRUSS 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.230 s Apr 22 2010 MiTek Industries,Inc. Wed Jun 02 17:11:43 2010 Page 1 -2-0-0 i 7-0-0 18-10-15 2-0-0 7-0-0 9-10-15 Seale=1:60.9 60012 6 sis4• 3 ry 2 1 7-0-0 I 7-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.09 2-8 >868 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.35 Vert(TL) -0.23 2-8 >347 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 7 n/a n/a • BCLL 0.0 Code IBC2009/TPI2007 BCDL 10.0 (Matrix) Weight:38 lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-5-8 except(jt=length)7=Mechanical,8=Mechanical. (lb)- Max Horz2=374(LC 7) Max Uplift All uplift 100 lb or less at joint(s)7,2 except 3=-194(LC 7),5=-148(LC 7),6=-119(LC 7) Max Gray All reactions 250 lb or less at joint(s)7,8 except 2=456(LC 1),3=315(LC 1),5=325(LC 2),6=321(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-290/72 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 pat(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 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 has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,2 except(jt=lb) 3=194,5=148.6=119. C¢�D PROFFs 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,5,6. GJ� G , E �'� 11)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �\ �N 9 01, LOAD CASE(S) Standard (t" 91' Tr -T d B '`'�� MFR S. \v. EXPIRATION DATE: 06/30/10 J June 3,2010 4 a WARNING-Vesfj design¢parameters mad READ NOTES ON 51115 AND INCLUDED NITER REFERENCE PAGE PILE-7473 rm.10'08 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiHity of the MiTek _ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding m vresor•. fabrication,quality control,storage,delivery.erection and bracing.consult ANSI/1711 Quality Cdteda,DSB-89 and BCSI Balding Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.281 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Carus Heights,CA,95610 Job Truss Truss Type Qty Ply Joe Hekker Construction-Tree Repair R31745526 B100927 JA9 ROOF TRUSS 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.230 s Apr 22 2010 MiTek Industries,Inc. Wed Jun 0217:11:44 2010 Page 1 -2-0-0 I 7-0.0 14-11-4 2-0-0 7-0-0 7-11-4 Scale=154.7 6 6,00111 5 386 i 8 Y� 1.84 3 E1< 2 erdlinnimilmlmommo 1 3x4 • 7 7-0-0 7-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) l/deft Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.09 2-7 >868 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.35 Vert(TL) -0.23 2-7 >347 180 TCDL 7.0 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight:35 lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-5-8 except(jt=length)6=Mechanical,7=Mechanical. (lb)- Max Horz2=336(LC 7) Max Uplift All uplift 100 lb or less at joint(s)6,2 except 3=-193(LC 7),5=-150(LC 7) Max Gray All reactions 250 lb or less at joint(s)6,7 except 2=456(LC 1),3=324(LC 2),5=365(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL 6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 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 has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Refer to girder(s)for truss to truss connections. -9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,2 except(n=lb) 3=193,5=150. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,5. 11)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. IGC) U PR 0FFs.S' LOAD CASE(S) Standard \c7 4GNG E 9 X02 *57 A 0". s ✓ oo' ` ERS EXPIRATION DATE:06/30/10 June 3,2010 t WARNING Verify design parameters cad READ MOTES ON TINS ANI)INCLUDED MIRK REFERENCE PAG /W-747a rev.10,08 BEFORE r1SS, e Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Appicabirity of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek_ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and Frac'mg.consult ANSI/011 1]uaN1r Cdferla,DSB-89 and SCSI Beading Component 7777 Greenback Lane,Suite 109 Safety Inlonnahon avalable from Truss Plate Institute,281 N.Lee Street,Suite 312 Alexandria,VA 22314. Clam Heights,CA,95610 Job Truss Truss Type Qty Ply Joe Hekker Construction-Tree Repair R31745527 B100927 JAGE GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.230 s Apr 22 2010 MiTek Industries,Inc. Wed Jun 02 17:11:44 2010 Page 1 -2-0-0 l 6-11.4 7 12-11-11 211-0 6-11-4 0.0112 5-11-11 Scale=1:50.3 Sr 4 6.00 12 12 24 11 2x4 11 3 Q� 2x4 II 2 3x4= 2,4 II 2,4 II 2,4 II 9 6 76 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.01 2-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.08 Vert(TL) -0.02 2-9 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 5 n/a n/a ' BCLL 0.0 * Code IBC2009/TPI2007 (Matrix) Weight:43 lb FT=0% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr DOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF No.1&Btr MiTek recommends that Stabilizers and required cross bracing OTHERS 2 X 4 DF No.1&Btr be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 7-0-0 except(jt=length)5=Mechanical,4=0-5-8. (lb)- Max Horz2=299(LC 7) Max Uplift All uplift 100 lb or less at joint(s)5,2,6,4 except 7=231(LC 7) Max Gray All reactions 250 lb or less at joint(s)5,9,8,4 except 2=361(LC 1),7=495(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-7=-463/250 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only, For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. 3)TCLL:ASCE 7-05;Pf=25.0 psf(fiat roof snow);Category II;Exp 8;Fully Exp.;Ct=1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 pad or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Refer to girder(s)for truss to truss connections. P R 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,2,6,4 except �0d Ore (It=1b)7=231. t j(N I S> 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4. � s 7 / 9 0? 12)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. - 1.. •e LOAD CASE(S) Standard �.0�•)' • OJ • 44 ,1'/ 13 s.� t EXPIRATION DATE:06/30/10 June 3,2010 a WARNING.Verify design parameters and READ AWES ON PHIS AND INCLUDED MIME REFERENCE PAGE ABI-7473 res.IO-'08 BEFORE use, mar Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the resporwbillity of the MiTek- - erector.Additional permanent bracing of the overall structure is the responsibbly of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and lacing.consult AN$t/fPll Quality Criteria,DSB-86 and BCSI Budding Component 7777 Greenback Lane,Suite 109 Safely Information avaiable from Truss Plate Institute,281 N.Lee Steel,Suite 312,Alexandra.VA 22314. 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. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. I I (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g, and fully embed teeth, diagonal or X-bracing,is always required. See BCSI. 0-146, 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator 11111r._ MIIIIIIMBEM11111111111111111•11111111111M1=1111bracing should be considered. rillior3. Never exceed the design loading shown and never !_c) stack materials on inadequately braced trusses. § 4. Povide copies of this truss design to the building For 4 x 2 orientation,locateO designer,erection supervisor,property owner and plates 0-'n6' from outside . all other Interested parties. edge of truss. Ai ...6 .7 s. 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each 11.111111111 This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 software or upon request. r JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 8. shall not exceed 19%at Unless otherwise noted, t time ofabrure ication. tent .lumber cation AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that / Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 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-56l 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. ill 4. Indicates location where bearings (supports)occur. Icons vary but16.Do not cut or alter truss member or plate without prior ■ reaction section indicates joint ©2006 MTek®All Rights Reservedapproval of an engineer. IN 111 III ill number where bearings occur. MEN, 17.Install and load vertically unless indicated otherwise. ►-. 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 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. ■ q, and pictures)before use,Reviewing pictures alone DSB-89: Design Standard for Bracing, is not sufficient, BCSI: 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 rev. 10-'08