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Plans 6>O41? / ceeti/&&ela fGkr Z-4/ friS7-2O/9-M211 MIN RECEIVED mitMAY 3 0 2019 M iTe kCITY OF TIGARD BUILDING DIVISION MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 1767851 David Weekley-SB2 The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Builders FirstSource(Beaverton,OR). Pages or sheets covered by this seal: K6165732 thru K6165749 My license renewal date for the state of Oregon is December 31,2019. <c°° PRo1 .6 0NGINEF�Q /O29 89200PE p ,,OREGON lvrt /O 44- 14, 2° p R ,." R1U-e' -11M115.:.44911‘,--, May 28,2019 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSUTPI 1,Chapter 2. i t `Job t Truss [Truss Type Qty Ply David Weekley-SB2 K6165732 1767851 A01 GABLE 1 1 _i.. Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Fri May 24 18:52:26 2019 Page 1 lD:yLrKCoWxYWLnkhx85VM35hzbLT4-YDBo9rrEvvhDSDjJgZ1?LdA2hpf?zokQanbN FzDCD3 1-7-3 26-2-0 51-10-8 11-7-3t 26-2-0 25-8-8 Scale=1:88.8 5x8 5.00 12 20 212223 24 19 .41,..x,.,, 25 18 Y 26 cg 17 27 5x6 % 15 76 / �� 28 29 5x6 C. 14 %R i1 1 X30 13 4::--^ 12 ��Y 1, 31 -, 32 11 � 33 10 -_�. 34 I 35 5 --1''s---,--.:,---.,3: \\ 38 ^,:A, 39 87 4x8 I /�� 3 4c- � � 1 41 42 1,? - . j i e� . . .I io �1C1�( .. -_,:z p L �ISSS3S d 85 84 83 82 81 80 79 78 77 76 75 74 73 72 71 70 69 68 67 86 65 663 6162 5980 555657 55 54 53 52 51 50 49 48 47 48 45 44 43 4x6 II3x6 = 5x8 3x6 _::::. I .___.._._ ...._... ......... ......... ..._51-10-8 _________ ......____. 51-10-8 __--- Plate Offsets(X,Y)- [2:0-0-12,0-1-13],[13:0-3-0,0-1-4],[21:0-1-13,0-0-12],[22:0-0-0,0-1-15],[23:0-1-13,0-0-12],[31:0-3-0,0-1-4],[42:0-0-12,0-1-13],[43:0-0-0,0-1-13], 1630-1-13,0-0-0],164:0-0-0,0-1-13],[65:0-4-0,0-0-91[65:0-1-13,0-0-0],[85:0-0-0,0-1-13]_ LOADING (psf) 1 TCLL 25.0 SPACING- 2-0-0 CSI. 1 DEFL. in (loc) Udefl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.24 ; Vert(LL) 0.01 1 n/r 90 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.06 I Vert(CT) 0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.01 43 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-R Weight 468 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Std G*Except* WEBS 1 Row at midpt 21-65,23-63,20-66,19-67,18-68,17-69, 21-65,23-63,20-66,24-62:2x4 DF No.1&Btr G 16-71,24-62,25-61,26-60,27-59,28-57 REACTIONS. All bearings 51-10-8. (lb)- Max Horz 85=164(LC 16) Max Uplift All uplift 100 lb or less at joint(s)85,66,67,68,69,71,72,73,74, 75,76,77,78,79,80,81,82,83,84,62,61,60,59,57,56,55,54,53, 52,51,50,49,48,47,46,45,44 Max Gray All reactions 250 lb or less at joint(s)43,65,63,66,67,68,69,71, 72,73,74,75,76,77,78,79,80,81,82,83,84,62,61,60,59,57,56, 55,54,53,52,51,50,49,48,47,46,45,44 except 85=325(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-85=-282/142,16-17=-93/258,17-18=-100/287,18-19=-108/322,19-20=-116/359, 20-21=120/383,21-22=-106/346,22-23=-106/346,23-24=-120/383,24-25=-116/359, 25-26=-108/322,26-27=-100/287,27-28=-93/258 NOTES- �Ep PROre 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; `� ss MWFRS(envelope)gable end zone and C-C Corner(3)-1-7-3 to 3-6-0,Exterior(2)3-6-0 to 20-10-0,Comer(3)20-10-0 to 31-6-0, ,Gj OGINE'F9 /O Exterior(2)31-6-0 to 46-6-8,Corner(3)46-6-8 to 51-8-12 zone;cantilever left and right exposed;end vertical left and right 1j exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 -Q 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 K' 89200PE r Gable End Details as applicable,or consult qualified building designer as per ANSUTPI 1. /� 3)TOLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ` .6121111P 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs tn non-concurrent with other live loads. -� A_OREGON 4// 6)All plates are 2x4 MT20 unless otherwise indicated. L ", ry A. 7)Gable requires continuous bottom chord bearing. /0 l 14, '4.O P+ 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). A.� el 9)Gable studs spaced at 1-4-0 oc. ,1/ R RIO- 10) IL10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)*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 EXPIRES: 12-31-2019 will fit between the bottom chord and any other members. 12)A plate rating reduction of 20%has been applied for the green lumber members. May 28,2019 Continued on Daae 2 ith A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TM Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 i I 'Job r Truss -Truss Type Qty Ply ,David Weekley-SB2 K6165732 1767851 A01 (GABLE 1 1 I 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc Fri May 24 18:5226 2019 Page 2 I D:yLrKCo WxY W Lnkhx85VM35hzbLT4-YD Bo9rrEvvh D S Dj JgZ1?LdA2hpf?zokQanbN FzDC D3 NOTES- 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)85,66,67,68,69,71,72,73,74,75,76,77,78,79,80, 81,82,83,84,62,61,60,59,57,56,55,54,53,52,51,50,49,48,47,46,45,44. A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MC is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T1.11 quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 E t Job t. iTruss ITruss Type Qty Ply David Weekley-SB2 K6165733 1 11767851 liA02 COMMON 7 1 . 1 I (Job Reference(optional) i ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Fri May 24 18:52:28 2019 Page 1 ID:yLrKCoVVxYWLnkhx85VM35hzbLT4-UbJYaXtVRWxxhXtMr5bV4mjNKIN 1 Tjg1 uuGiS7zDCD 1 1-7-3 88-11 17-55 26-2-0 34-10-11 43-7-5 51-10-8 1. 1 1-7-3 8-8-11 8-8-11 8-8-11 8-8-11 8-8-11 8-3-3 Scale=1:88.6 9x12 MT18HS I I 5.00 112 8 j 3x6 3x6 x'273 30 3x6 . 4x8. ,�� \14 �, � �^�. Y 2x4 31 3x8 28 �� ,• AV 10 cg� 2 V. �� 2 11 N 2.1�� 1--------- :::: ::: LTJ .: ._.:- ::: T ~ , ... h Y .. L: b 18 17 32 33 16 15 34 35 14 13 36 37 12 3x4 4x4 :__: 4x6 = 8x8 4x4 ::::: 456 11 4x6 =: 4x4 -:--- 5-10-12 10-5-10 20-11-3I 32-7-4._.... _..______ _________ 41-105 ___......._. _._....._ 51-10-8___ 5-10-12 4-6-14 10-5-10 11-8-1 9-3-2 10-0-2 Plate Offsets(X,Y) 12:0-0-0,0-1-11113:0-2-12,0-4-81114:0-0-0,0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.13 13-15 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.51 Vert(CT) -0.28 13-15 >999 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.02 13 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-AS Weight:295 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 6-13,7-13,5-15,5-17 6-13,6-15:2x4 DF No.1&Btr G WEDGE Left:2x4 SP No.3 SLIDER Right 2x4 DF Std-G 2-6-0 REACTIONS. (lb/size) 13=2143/0-5-8,11=646/Mechanical,18=1671/0-5-8 Max Horz 18=177(LC 12) Max Uplift 13=-188(LC 13),11=-95(LC 13),18=-237(LC 12) Max Gray 13=2237(LC 4),11=683(LC 20),18=1797(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=458/895,3-5=-794/134,5-6=-948/185,6-7=0/486,7-9-741/188,9-11=-856/169 BOT CHORD 2-18-727/508,17-18=133/481,15-17=-115/924,13-15=0/376,11-12=-86/790 WEBS 6-13=1261/153,7-13=1098/325,7-12=-141/893,9-12=-493/227,6-15=-92/911, 5-15=517/246,5-17=-453/215,3-17=-21/491,3-18=-1900/407 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-7-3 to 3-7-1,Interior(1)3-7-1 to 20-11-12,Exterior(2)20-11-12 to 31-4-4, ac O P R OFF Interior(1)31-4-4 to 46-8-4,Exterior(2)46-8-4 to 51-10-8 zone;cantilever left and right exposed;end vertical left and right is exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,, �'iNG I iEt S�o 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 C? ?/ 3)Unbalanced snow loads have been considered for this design. �� = 1 Job ` Truss (Truss Type Qty Ply David Weekley-SB2 1 K6165734 1767851 A03 COMMON 2 1 ......... Job Reference(optional). ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Fri May 24 18:52:29 2019 Page 1 ID:yLrKCoWxYWLnkhx85VM35hzbLT4-yoswntt7Cg3oJhSZOo7kd_FX1vikC81B6Y?F_azDCDO 71-7-3 8-8-11 17-5-5 26-2-0 34-10-11 43-7-5 51-10-8 1-7-3' 8-8-11 1 8-8-11 ....... 8-8-11 ii 8-8-11 8-8-11 ........ 8-3-3 Scale=1:88.6 9x12 MT18HS 11 .......... 5.00 12 6 I 3x6 3x6 -26 \� 293x6 5 7 3x6 \V �. 2x4 >> '�\ A\ �// �� 2xa -,s, \\I� '- \\ \' ' 'Y/ \ n}'� 30 3x6 �V / d C' __. Ai 2 is 14 d 17 31 32 16 15 33 34 13 35 36 12 4x4 ::::.. 4x8 8x8 4x4 = 4x6 11 4x8 -'- 5x6 10-5-1020-11-3 26-2-0 32-7-4 41-10-6 51-10-8 10-5-10 ....._..10510 ---....__. 5-2-13 ....._.. 6-5-4 ... .._.__. 9-3-2 ........_ 10-0-2_. Plate Offsets(X,Y)-- 12:0-0-13,0-2-4[13:0-2-12,0-4-8j,[14 0 0 0 0-2-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL25.0 Plate Grip DOL 1.15 TO 0.84 Vert(LL) -0.15 15-17 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.55 Vert(CT) -0.32 15-17 >999 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.05 13 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Weight:289 lb FT=20/o BCDL 10.0 o LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 7-13,5-15 6-13,6-15:2x4 DF No.1&Btr G 2 Rows at 1/3 pts 6-13 WEDGE Left:2x4 SP No.3 SLIDER Right 2x4 DF Std-G 2-6-0 REACTIONS. (lb/size) 2=1274/0-5-8,13=2714/0-5-8,11=471/Mechanical Max Horz 2=177(LC 12) Max Uplift 2=-179(LC 12),13=-188(LC 12),11=-96(LC 13) Max Gray 2=1367(LC 19),13=2766(LC 2),11=574(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2338/283,3-5=-2112/301,5-6=-1095/235,6-7=14/911,7-9=-495/202, 9-11=-613/170 BOT CHORD 2-17=-346/2059,15-17=-161/1296,13-15=0/289,12-13=-559/136,11-12=-87/565 WEBS 6-13=-1966/251,7-13=-1106/325,7-12=-141/931,9-12=-506/227,6-15=-165/1402, 5-15=-1065/315,5-17=-126/886,3-17=-501/237 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; ,3,5) PR OFF MWFRS(envelope)gable end zone and C-C Exterior(2)-1-7-3 to 3-7-1,Interior(1)3-7-1 to 20-11-12,Exterior(2)20-11-12 to 31-4-4, ��(, ISIS Interior(1)31-4-4 to 46-8-4,Exterior(2)46-8-4 to 51-10-8 zone;cantilever left and right exposed;end vertical left and right ,,, . t N EF9 /O exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 4. 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �� 89200PE c` 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. APP�� . 5)All plates are MT20 plates unless otherwise indicated. • -�r.. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. tn Cr 7)*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 -y A_OREGON lt, will fit between the bottom chord and any other members,with BCDL=10.0psf. 1- 4 s ' 8)A plate rating reduction of 20%has been applied for the green lumber members. <O '9), 14, 20 Q+ 9)Refer to girder(s)for truss to truss connections. Qj 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)11 except(jt=lb) MER R 1 L,• 2=179,13=188. 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum EXPIRES: 12-31-2019 sheetrock be applied directly to the bottom chord. May 28,2019 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI47473 rev.10/03/2015 BEFORE USE. 1111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M7ek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Corona,CA 92880 Job ' Truss Truss Type Qty Ply David Weekley-SB2 K6165735 1767851 A04 :COMMON 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Fri May 24 18:52:31 2019 Page 1 ID:yLrKCoWxYWLnkhx85VM35hzbLT4-uA_hCYvNkRJ WY_cxWD9CiPKtGiPeg3ETasUM3SzDCD -1-7-3. 8-8-11 17-5-5 26-2-0 34-10-11 43-7-5 52-4-0 53-1T.- 3 -7-3 8-8-11 It 8-8-11 8-8-11 8-8-11 8-8-11 8-8-11 _-- -7-3 Scale=1:90.0 9x12 MT18HS I I 5.00 112 6 3x6 - 26 -',-- 3x6 -- 25 � 28 7 3x6 - 4 5: ~; 8 ' \\ /' �,, 2x4 'J ��, \:`,,, /� zxa i; 24 �\ VV `..� 29 d _- - 17_--� 30 31 16 15 32 33 4 1334 35 12 �A i tqP1 4x4 :::::: 4x6 ::::: 5x6 ::::r 4x4 ::::. 4x6 4x6 5x6 :_:-. 4x6 :::::: 10-5-1020-11-3 31-4-13 31--4 41-10-6 52-4-0 I 10-5-10 {. ._..... ---10-5-10 ._..... I......... - ......10-5-10 ........ 0- 7 ......... 10-3-2..__.. .......-I ----_-_._.. 10-5-10...... ...........1 Plate Offsets(X,Y)- [2:0-0-0,0-0-13],[10:Edge,0-0-13],. .__. . LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.85 Vert(LL) -0.15 15-17 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.45 Vert(CT) -0.32 15-17 >999 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.04 14 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-AS Weight:291 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 7-14,5-15 6-14,6-15:2x4 DF No.1&Btr G 2 Rows at 1/3 pts 6-14 WEDGE Left 2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 2=1168/0-5-8,14=2831/0-5-8,10=602/0-5-8 Max Horz 2=165(LC 12) Max Uplift 2=-172(LC 12),14=-195(LC 13),10=-133(LC 13) Max Gray 2=1284(LC 19),14=2873(LC 2),10=707(LC 20) FORCES. (Ib)-Max,Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2141/264,3-5=-1915/283,5-6=-882/200,6-7=-18/1067,7-9=-534/201, 9-10=-760/170 BOT CHORD 2-17=-317/1878,15-17=-133/1104,12-14=584/165,10-12=-66/610 WEBS 6-14=-2033/259,7-14=-1120/316,7-12=-129/982,9-12=-525/239,6-15=-175/1380, 5-15=-1093/314,5-17=-123/909,3-17=-505/237 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-7-3 to 3-7-10,Interior(1)3-7-10 to 20-11-3,Exterior(2)20-11-3 to 31-4-13 �Ep P R Oren ,Interior(1)31-4-13 to 48-8-6,Exterior(2)48-8-6 to 53-11-3 zone;cantilever left and right exposed;end vertical left and right <(, tr exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,Gj �NGI I 7 /.----/- 2) 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 r,...\:, ?/ 3)Unbalanced snow loads have been considered for this design. Z4 89200P E 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. iiiii /%; 6)The Fabrication Tolerance at joint 6=16% 02/IP 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. In CC- 8)*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 y OREGON to will fit between the bottom chord and any other members,with BCDL=10.0psf. 4- '+? \t` A. 9)A plate rating reduction of 20%has been applied for the green lumber members. /Q '1k 14, 20c�P+ 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) v 2=172,14=195,10=133. MFR R I I.A' 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. EXPI RES: 12-31-2019 May 28,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 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,not I 1 '.. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MI ek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 quality Criteria DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job ' Truss Truss Type Oty Ply David Weekley-SB2 K6165736 1767851 A05 COMMON 1 1 Job Reference(optional)_.. ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Fri May 24 18:52:33 2019 Page 1 ID:yLrKCoWxYWLnkhx85VM35hzbLT4-rZ6RdEwdG3ZEoIIKdeBgngODPW G83rm1AzT6LzDCCy 11 7-3, _..__._._ 8-8-11 ---. ._.._._.1 .........17-5-5 --I-..___ 26-2-0 ........_ I_._...___. 34-10-11 .........r ___._43-7-5 ......_ .L....... _52-4-0 __....._..----I `1-7-3 8-8-11 8-8-11 8-8-11 8-8-11 - 8-8-11 8-8-11 Scale=1:88.0 5x8 =-= 5.00 112 6 3x6 % 25 \\ —. 26 3x8 24 ~� 273x6 5 \� 7 3x8 4 ;,.-:1„i\-- --5: - 2x4 V\ \V A�. 2x4 3 \\� \\ 4,7 28 23 V \\ ��f �\ 2 ..._.. -V .. .... _...... .... ' r1 r cs \X il.- r . `tteI 10 Id 18 29 30 15 14 31 32 13 12 33 34 11 4x4 1111: 6x6 5x6 .:z 4x4 1-- 8x8 8x8 =-- 5x6 = 6x6 :::... 10-510 20-11-3 26-2-0 31-4-13 41-10-6 52-4-0 1.111... -- 10-5-10 -___-_._ 11111..... 10-5-10.... .......__..--- - ...I...... 5-2-13..... I ......5-2-13 ......._f _____.__10-5-10.........................................}.......................................10-5-10......_.........._...._........_._.-I -5 ......... ......... _ ......._ 11.1.1. .....5 ___._._....... ......... 11.11... ......... Plate.Offsets(X,Y)— 12:0-0-0,0-4-21[10:0-0-0,0-4-21 ....,..... _ - 1111... _ ....................................................................................................................................._........................................... LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.43 14-16 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.96 Vert(CT) -0.98 14-16 >644 180 BCLTCDL L 0.0 7.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.23 10 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-AS Weight:288 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E*Except* TOP CHORD Structural wood sheathing directly applied. 1-4,8-10:2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x6 DF No.2 WEBS 1 Row at midpt 7-13,5-14 WEBS 2x4 DF Std G*Except* 6-13,6-14:2x4 DF No.1&Btr G WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 2=2302/0-5-8,10=2196/0-5-8 Max Horz 2=174(LC 12) Max Uplift 2=-250(LC 12),10=-218(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4581/476,3-5=-4356/498,5-6=-3504/497,6-7=-3505/499,7-9=-4372/527, 9-10=-4598/506 BOT CHORD 2-16=-496/4122,14-16=-322/3456,13-14=-146/2632,11-13=276/3459,10-11=-388/4139 WEBS 6-13=-175/1353,7-13=-1047/312,7-11=-117/756,9-11=-466/235,6-14=-174/1339, 5-14=1025/310,5-16=-111/739,3-16=-461/234 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-7-3 to 3-7-10,Interior(1)3-7-10 to 20-11-3,Exterior(2)20-11-3 to 31-4-13 n 0 PR p ,Interior(1)31-4-13 to 47-1-3,Exterior(2)47-1-3 to 52-4-0 zone;cantilever left and right exposed;end vertical left and right .$ ' Q . exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 -c.: (‘`'‘ 0.4G11\14,,, /O 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 C? T /L 3)Unbalanced snow loads have been considered for this design. �f -9 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 89200P E r non-concurrent with other live loads. / /409 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,A. • `' 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 wit fit between the bottom chord and any other members,with BCDL=10.0psf. ri 7)A plate rating reduction of 20%has been applied for the green lumber members. -p AOREGON i 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) L- 4", 20��`�A. 2=250,10=218. Q Y 14 P 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum /� sheetrock be applied directly to the bottom chord. '�R R I L`.. EXPIRES: 12-31-2019 May 28,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MN-7473 rev.10/03/2015 BEFORE USE. ' 1 14111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing i MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TRH Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Corona,CA 92880 -... _ .......... ............_-- -1__111.. __._- _._____-. ......... 1__111._.._ ____ ____._. .. 1111_. .......... 1111... ............ ___........_.. 1111_... _- .___.._- .. .._...... ........... Job * Truss Truss Type Qty Ply David Weekley-S82 K6165737 1767851 1A06 COMMON STRUCTURAL GA 1 1 ......... __-__ I. . ............ ..__... ,Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 a May 13 2019 MiTek Industries,Inc. Fri May 24 18:52:34 2019 Page 1 ID:yLrKCoWxYWLnkhx85VM35hzbLT4-JlgpgaxG1 Mh5PSKWBMivK1 yR5wOUtPvwGpjOenzDCCx 1 7 3. 8-8-11 175-5 26-2-0 34-10-11 43-7-5 51-10-8 7-3' 8-8-11 8-8-11 8-8-11 8-8-11 8-8-11 8-3-3 Scale=1:89.0 5x6 ::::: 5.00 112 6 28 // ',; ��` �\ 29 27 \ 30 5x8 NQ% ��.. .... • 4x8 \V\� `� \\\'1;\::,, 2x4 26�y%w�� % --;�� 10 gg '�� _ 17 32 33 16 15 34 35 4x4 - 4x8 4x4 5x6 = 14 13 36 37 12 4x12 5x6 ::_: 4x6 :::::: 4x6 I i 10-5-10 20-11-3 26 2-0 31-4-13 41-10-6 51-10-8 10-5-10 10-5 10 5-2-13 2 13_.__..........1...........__5 2 13__..._._..L........................._..._......10.5-10.................................._.....I._......._..................._.....100.2........................_......._..I - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0.22 15-17 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.64 Vert(CT) -0.50 15-17 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.11 22 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-AS Weight:300 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E*Except* TOP CHORD Structural wood sheathing directly applied. 1-4,8-11:2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x6 DF No.2 WEBS 1 Row at midpt 6-14,5-15 WEBS 2x4 OF Std G*Except* 2 Rows at 1/3 pts 7-12 6-14,6-15:2x4 DF No.1&Btr G SLIDER Left 2x4 DF Std-G 9-0-5,Right 2x4 DF Std-G 2-6-0 REACTIONS. All bearings 20-2-0 except(jt=length)2=0-5-8. (Ib)- Max Horz 2=177(LC 12) Max Uplift All uplift 100 lb or less at joint(s)11 except 2=-228(LC 12),12=-174(LC 13) Max Gray All reactions 250 lb or less at joint(s)except 2=1879(LC 19),12=2332(LC 2),11=382(LC 20),11=314(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1878/231,3-5=-3262/403,5-6=-2372/385,6-7=-1738/336,7-9=-85/385, 9-11-273/272 BOT CHORD 2-17=-431/3085,15-17=-265/2429,14-15=-62/1514,12-14=-85/1355 WEBS 6-14-393/115,7-14=0/684,7-12-2205/206,9-12=-523/230,6-15=-172/1332, 5-15=-1022/310,5-17=-112/774,3-17=-425/224 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MVVFRS(envelope)gable end zone and C-C Exterior(2)-1-7-3 to 3-7-1,Interior(1)3-7-1 to 20-11-12,Exterior(2)20-11-12 to 31-4-4, �Ep PR OFF cP Interior(1)31-4-4 to 46-8-4,Exterior(2)46-8-4 to 51-10-8 zone;cantilever left and right exposed;end vertical left and right s exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 .. �tJGINEs• /o 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 A * 3)Unbalanced snow loads have been considered for this design. �f 89200P E 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are 3x6 MT20 unless otherwise indicated. /--� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �' . 7)*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 Cr will fit between the bottom chord and any other members,with BCDL=10.0psf. OREGON iti 8)A plate rating reduction of 20%has been applied for the green lumber members. L 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)11,11 except /O 1!)- 14, 20 Q+ (jt=lb)2=228,12=174. Qj 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum ��R R •L\- sheetrock be applied directly to the bottom chord. EXPIRES: 12-31-2019 May 28,2019 1 l A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. '-* k® Design valid for use only with MiTeconnectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall '.... ` building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPH Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job " Truss ,Truss Type Qty Ply David Weekley-SB2 K6165738 1767851 A07 ROOF SPECIAL 1 1 1 (Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Fri May 24 18:52:37 2019 Page 1 ID:yLrKCoVVxYWLnkhx85VM35hzbLT4 jKLyTc_8JH3fGv35sUGcxgavM7Mt4ktMynxgF6zDCCu 1 1-7-3, 8-8-11 _I- _-_ 17 5-5 } 26-2-0 34-4-0 34-0-11 39-3 14 _1 44-3-13_____ .__51-10-8 ....... ..... __....__. ---_........ ........ ......... .... ......... ......... ......... d ...._. __ ................. 1-7-3 8-8-11 8-8-11 8-8-11 8-2-0 11 4-5-4 4-11-14 7-6-11 Scale=1:94.7 5x8 ... 5.00 12 7 30 3x6 % .IJob Truss 'Truss Type QtyPlyDavid Weekley-SB2 YP I K6165738 ('1767851 A07 (ROOF SPECIAL 1 1 1. ...__._._.......................................................__..:_...._....._......................................._............................1............................................_....._................ Job Reference(optional)..............__........._............._.............................................._..............._....._.... _....._.._._._...... ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Fri May 24 18:52:37 2019 Page 2 ID:yLrKCoVVxYWLnkhx85VM35hzbLT4-jKLyTc_8J H3fGv35sUGcxgavM7Mt4ktMynxgF6zDCCu NOTES- 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Corona,CA 92880 Job j Truss Truss Type Qty Ply David Weekley-SB2 K6165739 1767851 AO7A (ROOF SPECIAL 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Fri May 24 18:52:39 2019 Page 1 lO:yLrKCoWxYWLnkhx85VM35hzbLT4-fjTitl?OrvKNWDDU_v1415gHxx5mYexfQ5QnK zDCCs 1-738-8-11 17-5-5 26-2-0 30-3-0 34-4-0 41-1-6 46-5-15 51-10-8. t1-7-31;..__... 8-8-11 I 8-8-11 ....... I ........ 8-8-11 I 4-1-0..... { 4-1-0 } 6-9-6 ....... I --_.._.5-a 95-4-9_......_......I Scale=1:94.7 5x8 5.00 112 6 7,-,-/ -: ,...:,._ \\- �� 28 4x8 3.6 3x6 26 27 � 7 5 --- 29 `` / \\\ ��. 6x6 = 5x12 — 4x8 -- 2x4 V �� A i ��` 8 9 10 v \� ft oA Id 21 30 3120 19 32 33 1817 12 6x8 =_. 4x8 3x8 II 4x4 := 5x6 �.�__ 5x12 =_ 4x12 3x4 II 5x6 ..... 8x8 10-5-10 20-11-3 26-2-0 31-4-13 34-4-0 41-1-6 46-9-4 51-10-8 I 1.._ }.. 10-5-10 ...-...._. 10-5-10--- ......... 5-2-13 ._...-. 5-2-13 2-113 6-9-6 5-7-14 5-1-4 Plate Offsets(X,Y)— [2:0-0-13,0-1-91[9:0-3-9,0-2-81,]10:0 3 9 0-2-0],j13:0-4-12,0-1-8],__[14:0-3-9,0-2 01 115 0-3-9,0-3-0],j16 0-2-4,0-4-8] .._. .... .._ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.27 19-21 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.69 Vert(CT) -0.63 19-21 >881 180 TCDL 7.0 Rep Stress lncr YES WB 0.90 Horz(CT) 0.10 14 n/a n/a BCLL 0.0 Code 1BC2015/TP12014 Matrix-AS Weight:322 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G`Except* TOP CHORD Structural wood sheathing directly applied,except 4-6:2x4 DF 2400F 2.0E 2-0-0 oc purlins(6-0-0 max.):8-11. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied. 7-17:2x4 DE Std G WEBS 1 Row at midpt 6-18,5-19,10-14,7-18 WEBS 2x4 DF Std G`Except" 6-18,6-19,9-15,10-14:2x4 DF No.1&Btr G WEDGE Left:2x6 SP No.2 REACTIONS. (lb/size) 14=3808/0-5-8,13=1238/Mechanical,2=1890/0-5-8 Max Horz 2=262(LC 12) Max Uplift 14=-343(LC 13),13=-1335(LC 32),2=-223(LC 12) Max Gray 14=3808(LC 1),13=120(LC 12),2=1924(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3668/387,3-5=-3444/406,5-6=-2501/364,6-7=-2061/312,7-8=-2315/255, 8-9=-780/45,9-10=-214/1852 BOT CHORD 2-21=-526/3281,19-21=-348/2581,18-19=168/1618,15-16=-54/851,14-15=-1852/214 WEBS 6-18=-264/385,6-19=-171/1370,5-19=-1037/312,8-16=-169/1358,8-15=-1911/273, 9-15=-315/3316,9-14=-2240/331,10-14=-2333/270,3-21=-477/235,5-21=-116/796, 7-18=-977/218,16-18=-150/2039,10-13=-115/1355 �5p PROFF S NOTES- S 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; �Co �NGINEr- /4 MWFRS(envelope)gable end zone and C-C Exterior(2)-1-7-3 to 3-7-1,Interior(1)3-7-1 to 20-11-12,Exterior(2)20-11-12 to 31-4-4, �� ?i Interior(1)31-4-4 to 46-5-3,Exterior(2)46-5-3 to 51-10-8 zone;cantilever left and right exposed;end vertical left and right 9 exposed;C-C for members and forces Si MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 89200PE 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 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 i� . .°...." non-concurrent with other live loads. Q Cr 5)Provide adequate drainage to prevent water ponding. yL OREGON �4/ 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. y '\ 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 / ,9 1 4r 24 #P will fit between the bottom chord and any other members,with BCDL=10.0psf. /l,,, 8)A plate rating reduction of 20%has been applied for the green lumber members. ri RIO. 9)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) EXPIRES: 12-31-2019 14=343,13=1335,2=223. 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum May 28,2019 contotweireasuleeowied directly to the bottom chord. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 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,not a a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the '.. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI!PI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job ' Truss Truss Type Qty Ply David Weekley-SB2 K6165739 1767851 AO7A ROOF SPECIAL 2 1 Job Reference(optional) i ProBuild West, Beaverton,OR 97005, 8.240 s May 13 2019 MiTek Industries,Inc. Fri May 24 18:52:39 2019 Page 2 ID:yLrKCoWxYWLnkhx85VM35hzbLT4-fjTitl?OrvKNWDDU_v1415gHxx5mYexfQ5QnK zDCCs NOTES- 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement at the bearings.Building designer must provide for uplift reactions indicated. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314.--- Corona,CA 92880 ------ h. Job Truss 'Truss Type Qty Ply David Weekley-SB2 K6165740 1767851 A08 COMMON 1 1 IJob Reference(optional). ProBuild West, Beaverton,OR-97005, 8.240 S May 13 2019 MiTek Industries,Inc. Fri May 24 18:52:41 2019 Page 1 ID:yLrKCoVVxYWLnkhx85VM35hzbLT4-c5bTlz1 fN Wa51XNs5KKY6WIaXkiJOhgytPvuOtzDCCq 1-7-3 8-8-1117-5-5 26-2-0 34-10-11 43-7-5 51-10-8 Y-731 8811.... 88-11 } 8-8-11 8511 8-8-11 633...... I Scale=1:90.2 .......... 5x8 =:.:: 5.00 12 6 26 27 3x6 — 3x6 3x8 ' X25 28 T 3x8 -=,- 5 5 4 °/ �� ' . 8 2x4 VA \\ iA �� 5x8 4x12 ` 9 4x12 i, -,.z,::,„,, 3 �\ \•.\ - , 4x12 \�' \i\ r 29 4x12 24 \ \ 2 ":". \\ „4:'. 10 ,n 01 la 16 30 31 15 14 32 33 13 12 34 35 11 4x4 ::::: 6x6 •=-_- 5x8 4x4 ----- 8x8 1 i 5x10 5x6 = 6x6 ._.. 105-1020-11-3 26-2-0 31-4-13 41-10-6 51-10-8 10-5-10 I ..__... 10-5 10 ......_ 1 5-2-13_._..... }- 5-2-13 10-5-10 ........ 10-0-2 0 0 2. I Plate Offsets(XX) j2 0-0-15,0-1-1.11 j9:0-3-9,0-2 8],[1.O:Edge 0 7-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.40 14-16 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.94 Vert(CT) -0.92 14-16 >677 180 TCDL 7.0 Rep Stress Incr. YES WB 0.36 Horz(CT) 0.22 10 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 I Matrix-AS Weight:297 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E*Except* TOP CHORD Structural wood sheathing directly applied. 1-4,8-10:2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x6 DF No.2 WEBS 1 Row at midpt 7-13,5-14 WEBS 2x4 DF Std G*Except* 6-13,6-14:2x4 DF No.1&Btr G WEDGE Left:2x4 SP No.3 SLIDER Right 2x4 DF No.1&Btr-G 8-10-4 REACTIONS. (lb/size) 2=2283/0-5-8,10=2177/Mechanical Max Horz 2=177(LC 12) Max Uplift 2=-249(LC 12),10=-214(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4535/471,3-5=-4309/492,5-6=-3458/491,6-7=-3433/491,7-9=-4194/511, 9-10=-1740/267 BOT CHORD 2-16=-499/4080,14-16=-324/3414,13-14=-146/2588,11-13=-272/3373,10-11=-370/3928 WEBS 6-13=-169/1301,7-13=-998/308,7-11=-106/646,9-11=-365/220,6-14=-174/1338, 5-14=-1021/310,5-16=-111/742,3-16=-462/234 NOTES- 1)Wind:ASCE 7-10;Vutt=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; ,k),03 P R OFF MWFRS(envelope)gable end zone and C-C Exterior(2)-1-7-3 to 3-7-1,Interior(1)3-7-1 to 20-11-12,Exterior(2)20-11-12 to 31-4-4, S Interior(1)31-4-4 to 46-8-4,Exterior(2)46-8-4 to 51-10-8 zone;cantilever left and right exposed;end vertical left and right �Gj 04 G1NF�� /O exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 C? -j 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 "-/ -7 3)Unbalanced snow loads have been considered for this design. 9200P 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs .1101,,F 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. AMP.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 tn will fit between the bottom chord and any other members,with BCDL=10.Opsf. OREGON 7)A plate rating reduction of 20%has been applied for the green lumber members. 74 41 r 20\ �., � 8)Refer to girder(s)for truss to truss connections. Q 14 Q, 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) -k- ,A. 2=249,10=214. MFR R I t_�- 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. EXPI RES: 12-31-2019 May 28,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. MEi Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mile*' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T1.11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle 1 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type flaty Ply David Weekley-SB2 K6165741 1767851 A09 ROOF SPECIAL 5 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Fri May 2418:52:42 2019 Page 1 ID:yLrKCoWxYWLnkhx85VM35hzbLT4-419rWJ1 HBgiyNhx2f1 snej I IM84e106563fRxJzDCCp 1-7-3 2-5-8 8-5-0 14-4-8 17-5-5 20-3-4 26-2-0 34-10-11 43-7-5 51-10-8 -7-3I 2-5- 8...f - 5-11-8 i..... 5-11-8 . 3-0-13 12-9-15--I-- - 5-10-12 .......1 .........8-8-11 ...._ f_______-- - 88-11 ......... ........_--- a_33.......... .........{ 1 '1 Scale=1:91.3 5x8 5.00 112 7 2x4 I I 30 %/ 3x6 > // �� - 31 3x6 3x8 29 � 32 8 3x8 6 - 5x10 \�� i% �.,� 5x8 • 4x12 4 1/ vV�� ',� 10 4x12 // �/' ��\ �`� ,, 4x12 28 ". �� -� 1% ```�� 4x12 =:'..- 3 �..� kl� �� /1 �� 1 - ..... 17 .. ... ..... .... .__._..- _. '"7 ,.::. 1,16 ori �-.- _ .. dd 19 18 15 34 35 14 13 36 37 12 9x16 MT18HS 2x4 16 5x10 ==-- 6x6 = 4x4 8x8 I I 8x12 5x12 2x4 II 5x6 3.63 112 2-5-8 8-5-0 14-4-8 20-11-3 31-4 13 41-10-6 51-10-8 12 5-8...I 5-11-8 ---__f.... 5-11-8 1 ......_. 6-6-11....._ I_......_.. ..__...10-5-10---..._.....-- I......... ...10-5-10 ........ _L.... ..._10-0-2 ._.._ ........__I Plate Offsets(X,Y)-- [3:0-2-12,0-1-21,11 0:0-3-9 ,0-2-8],[11:Edge 0-7-0j 115:0-44,0-2-41[1.6:0-2-4,0-1-Oj,[17:0-5-4,Edge],[19:0-7-4,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) -0.64 16 >973 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.81 Vert(CT) -2.15 16 >290 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.37 11 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 I Matrix-AS Weight:320 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E*Except* TOP CHORD Structural wood sheathing directly applied. 1-5,9-11:2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x6 DF No.2*Except* WEBS 1 Row at midpt 8-14,6-15 17-19:2x4 DF 2400F 2.0E,2-19:2x8 DF SS WEBS 2x4 DF Std G*Except* 16-20,7-14,7-15,15-17:2x4 DF No.1&Btr G,3-19:2x6 DF No.2 SLIDER Right 2x4 DF No.1&Btr-G 8-10-4 REACTIONS. (lb/size) 11=2177/Mechanical,2=2283/0-5-8 Max Horz 2=177(LC 12) Max Uplift 11=-214(LC 13),2=-249(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-6354/695,3-4=-6262/744,4-6=-4334/500,6-7=-3417/476,7-8=-3355/496, 8-10=-4198/509,10-11=-1732/272 BOT CHORD 18-19=-576/4829,17-18=-577/4827,14-15=142/2548,12-14=-275/3336, 11-12=-368/3930,2-19=-774/5798 WEBS 7-14=-190/1308,4-18=0/312,4-17=-1058/231,8-14=-1002/305,8-12=-99/656, 10-12=-364/221,7-15=-152/1324,6-15=-1332/353,6-17=-119/914,15-17=-328/3547, 4-19=-223/1108 NOTES- u D P R OFF 1)Wind:ASCE 7-10;Vult=l2Omph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; s MWFRS(envelope)gable end zone and C-C Exterior(2)-1-7-3 to 3-7-1,Interior(1)3-7-1 to 20-11-12,Exterior(2)20-11-12 to 31-4-4, �5� ��GI NEF9 `��O Interior(1)31-4-4 to 46-8-4,Exterior(2)46-8-4 to 51-10-8 zone;cantilever left and right exposed;end vertical left and right C? 7i exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.609 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4 89200PE ' 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs - non-concurrent with other live loads. - `� /• ✓✓-�� ___ 5)All plates are MT20 plates unless otherwise indicated. • Cr 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OREGON 7)*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 12- 4 2-()N ' will fit between the bottom chord and any other members,with BCDL=10.Opsf. Q k 14Q-4 8)A plate rating reduction of 20%has been applied for the green lumber members. /�cF 9)Refer to girder(s)for truss to truss connections. CC R R I _ 10)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. EXPIRES; 12-31-2419 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) 11=214,2=249. May 28,2019 Continued on oaae 2 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. III Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T1211 quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job ` `Truss Truss Type TQty Ply David Weekley-SB2 K6165741 1767851 A09 ROOF SPECIAL 5 1 I Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Fri May 24 18:52A2 2019 Page 2 ID:yLrKCoWxYWLnkhx85VM35hzbLT4-419rWJ1 H8giyNhx2f1 snejlIM84e106563fRxJzDCCp NOTES- 12)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. f 1 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1 pighT Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply David Weekley-SB2 K6165742 1767851 iA10 COMMON I2 1 Job Reference(optional).. ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Fri May 24 18:52:43 2019 Page 1 ID:yLrKCoWxYWLnkhx85VM35hzbLT4-YUjDjf2vv7gp_gWFDkNOBxqw1 YOnUbKEKjO_TmzDCCo 1-7-3 8-8-11 17-5-5 26-2-0 34-10-11 _ -- 43-7-5_. .._.,,..,... 51-10-8__ Y-7-3 8-8-11 8-8-11 8-8-11 8-8-11 8-8-11 8-3-3 Scale=1:90.2 5x8 5.00 112 6 \\ 26 27 3x8 3x6 ''25 �' \\ 283x8 3x8 5 \ 4 .; i \\ .- 8 2x4 V �� `�� 5x8 4x12 3 �� -----s.:-..., 9 4x12 „„ �„� 29 4x12 \ \� 4x12 za i��, \ \ z -, 10 a1 4t 1; C), O 16 30 31 15 14 32 33 13 12 34 35 11 4x4 :::: 6x6 ::::. 5x6 = 4x4 = 8x8 I I 5x10 ', 5x6 ::::. 6x8 -::::. 10-5-1020-11-3 26-2-0 31-4-13 41-10-6 51-10-8 I 10-5-10 ......... 10-5-10 ----. -- .....}.........5-2-13 ..__. } 5-2-13 .__1__.____ .......10-5-10 ....... .....L... ___-.-10-0-2 ........ .........i Plate Offsets(X,Y)-- 12:0-0 150-1-1.11 190-3 9,0-2-8],[10:Edge,0-7-0] -- ...... LOADING (psf) j.... TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.40 14-16 >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.94 Vert(CT) -0.92 14-16 >677 180 Rep Stress Incr YES WB 0.36 Horz(CT) 0.22 10 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-AS Weight: BCDL 10.0 g 297 lb FT=20/o e LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E*Except* TOP CHORD Structural wood sheathing directly applied. 1-4,8-10:2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x6 DF No.2 WEBS 1 Row at midpt 7-13,5-14 WEBS 2x4 DF Std G*Except* 6-13,6-14:2x4 DF No.1&Btr G WEDGE Left:2x4 SP No.3 SLIDER Right 2x4 DF No.1&Btr-G 8-10-4 REACTIONS. (lb/size) 2=2283/0-5-8,10=2177/Mechanical Max Horz 2=177(LC 12) Max Uplift 2=-249(LC 12),10=-214(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4535/471,3-5=-4309/492,5-6=-3458/491,6-7=-3433/491,7-9=4194/511, 9-10=-1740/267 BOT CHORD 2-16=-499/4080,14-16=-324/3414,13-14=-146/2588,11-13=-272/3373,10-11=-370/3928 WEBS 6-13=-169/1301,7-13=-998/308,7-11=-106/646,9-11=-365/220,6-14=-174/1338, 5-14=-1021/310,5-16=-111/742,3-16=-462/234 NOTES- n c 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; C�c PROFC MWFRS(envelope)gable end zone and C-C Exterior(2)-1-7-3 to 3-7-1,Interior(1)3-7-1 to 20-11-12,Exterior(2)20-11-12 to 31-4-4, �` ss Interior(1)314-4 to 46-8-4,Exterior(2)46-8-4 to 51-10-8 zone;cantilever left and right exposed;end vertical left and right �Co `NGI Pd �o exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �.7 v 4. 2)TOLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 .�G/ •9200P -7 3)Unbalanced snow loads have been considered for this design. 7 4)This truss has been designed for greater of min roof live load of 19.0 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. .— • 'APO. 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 0 Cr will fit between the bottom chord and any other members,with BCDL=10.Opsf. OREGON Co 7)A plate rating reduction of 20%has been applied for the green lumber members. �`- i r 20\ �A. 8)Refer to girder(s)for truss to truss connections. Q 14 Q' 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=249,10=214. MSR R 11,.V- 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. EXPI RES: 12-31-2019 May 28,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NT Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle ',.. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 ? 9 Job * Truss Truss Type ItOty Ply David Weekley-SB2 K6165743 1 1767851 All COMMON 4 1 I Job Reference loptionaft ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Fri May 24 18:52:45 2019 Page 1 ID:yLrKCoWxYVVLnkhx85VM35hzbLT4-Utq_8L49RI4XE8gdK9PUGMwE2M54yVvXo1 t5XezDCCm 1-7-3 8-8-11 17-5-5 26-2-0 34-10-11 43-7-5 52-4-0 53-11-3 1-7-3 8-8-11 8-8-11 8-8-11 8-8-11 8-8-11 8-8-11 -7-3' Scale=1:89.0 5x8 ::::: 5.00 112 7 3x6 30 r4----,'---.� 31 3x8 � `,.� ax6 % �-� 32 3x8 2x4 \\ \\ A� A� �ti, 2x4 4 by 10 '�\ A � 3x6 3x828 33 I 2 3-,nc \ -! ky��- 2 1 _14,- 0 � �� .... -..... -4.- .... .... H�. .... _.. _ .... _.. 13I% 19 34 35 18 17 36 37 16 15 38 39 14 4x4 ::::: 6x6 :- 5x6 17, 4x4 -:: 8x8 II 8x8 I I 5x6 ._.._ 6x6 ::::: 10-5-10 20-11-3 31-4-13 41-10-6 52-4-0 I 10-5-10 10-5-10 } 10-5-10 10-5-10 10-5-10 Plate Offsets(X,Y)— [2:0-0-11,0-1-101,[2:0-4-8,0-0-12],(2 0-0-1.10-9 10] [12:0-4-8,D-D-12] .... LOADING (psf) 25 0 SPACING- 2-0-0 1 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 IC 0.96 VertLL -0.41 17-19 >999 240 I MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.89 Vert(CT) -0.95 14-16 >657 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.24 12 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-AS Weight:295 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E*Except* TOP CHORD Structural wood sheathing directly applied. 1-5,9-13:2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x6 DF No.2 WEBS 1 Row at midpt 8-16,6-17 WEBS 2x4 DF Std G*Except* 7-16,7-17:2x4 DF No.1&Btr G SLIDER Left 2x4 DF Std-G 2-6-0,Right 2x4 DF Std-G 2-6-0 REACTIONS. (lb/size) 2=2296/0-5-8,12=2296/0-5-8 Max Horz 2=165(LC 12) Max Uplift 2=-252(LC 12),12=-252(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-4378/449,4-6=-4207/472,6-7=-3443/481,7-8=-3443/481,8-10=-4207/472, 10-12=-4378/449 BOT CHORD 2-19=-470/3962,17-19=-308/3389,16-17=-106/2583,14-16=-220/3389,12-14=-306/3962 WEBS 7-16=-171/1329,8-16=-1018/309,8-14=-102/648,10-14=-396/220,7-17=-171/1329, 6-17=-1018/309,6-19=102/648,4-19=-396/220 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-7-3 to 3-7-10,Interior(1)3-7-10 to 20-11-3,Exterior(2)20-11-3 to 31-4-13 ,Interior(1)31-4-13 to 48-8-6,Exterior(2)48-8-6 to 53-11-3 zone;cantilever left and right exposed;end vertical left and right „RkEQ PR OFF exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 `� css 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ., �NGINEF9 /""1........ 3)Unbalanced snow loads have been considered for this design. NT 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �� 89200 P E t� non-concurrent with other live loads. ti,,.. ., • 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 -i will fit between the bottom chord and any other members,with BCDL=10.Opsf. w /+ 7)A plate rating reduction of 20%has been applied for the green lumber members. .. CC- 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) OREGON 1 t(/ 2=252,12=252. 7 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum L"0 1'4- 14, 20N� T� sheetrock be applied directly to the bottom chord. QjP MFR R 10- EXPIRES: 12-31-2019 May 28,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 I Job ' Truss Truss Type Qty Ply David Weekley-SB2 K6165744 1767851 Al2 GABLE 1 1 Job Reference(optional) f ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Fri May 24 18:52:49 2019 Page 1 I D:yLrKCo WxY WLnkhx85VM35hzbLT4-N e4U_i7gUzay il_PZ?U Q RC46EzfDuN U7jfrJgPzDC Ci 1-7-3 26-2-0 52-26-2-0 7-3 4-0 sp-i i-.g 11-7 3... I 26-2-0 } 1 Scale=1:89.5 5x8 5.00 112 20 212223 24 1g25 18 - 26 1727 5x6 ; 16 _. 28 15 / \ I ..`_.� 29 5x6 ,_:- 14 _: 14 ,-� \ 30 31 12 13 �3 32 11 33 34 10 � � � I 35 8 9 • r:1 `1I'--P13738 38 7 -/--1 I f: 39 5 4 �/ ------ -7_-,3,940 41 4x6 II °q 1, 2 ....311./ /,, ( ? rr r :- _ ._ l as u v 4r - .. - 2:`4s Aeb ....�..., x4.::..v.v.v in' :.`., ;i:.:..�h;.hv�i:i:i t:.r,•.'Lh.:.:.:.v.,.il- .:,.v-�SS.'.�Sl'.\RZF-.'�-.�l.h lX.t,{Y.t�t�tiv •S SF u�,v, __._�_ ,. d 86 85 84 83 82 81 80 79 78 77 76 75 74 73 72 71 70 69 68 67 66 654 62 6081 595758 56 55 54 53 52 51 50 49 48 47 46 45 44 4x6 ' 5x8,:::.- 5x8 ::::: 3x6 r:::: ............. ......... 52-4-0 52-4-0 Plate Offsets(X,Y)- [2:0-0-12,0-1-13],[13:0-3-0,0-1-4],[21:0-1-13,0-0-12],[22:0-0-0,0-1-15],[23:0-i-13,0-0-12],[31:0-3-0,0-1-4],[42:0-0-12,0-1-13],[44:0-0-0,0-1-13],[31:0-3-0,0-1-4], ...164:0-1-13,0-0-01,[65:0-0-0,0-1-13],[66:0-4-0,Q-O-91,[66:0-1-13,0-0-01,j86:0-0-0,0-1-13] LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 IC 0.24 Vert(LL) 0.01 43 n/r 90 1 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.05 Vert(CT) 0.00 42 n/r 120 TCDL 7.0 Rep Stress lncr YES WB 0.13 Horz(CT) 0.01 44 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-R Weight:471 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Std G*Except* WEBS 1 Row at midpt 21-66,23-64,20-67,19-68,18-69,17-70, 21-66,23-64,20-67,19-68,24-63,25-62:2x4 DF No.1&Btr G 16-72,24-63,25-62,26-61,27-60,28-58 REACTIONS. All bearings 52-4-0. (Ib)- Max Horz 86=-153(LC 13) Max Uplift All uplift 100 lb or less at joint(s)86,44,67,68,69,70,72,73,74, 75,76,77,78,79,80,81,82,83,84,85,63,62,61,60,58,57,56,55, 54,53,52,51,50,49,48,47,46,45 Max Gray All reactions 250 lb or less at joint(s)22,66,64,67,68,69,70,72, 73,74,75,76,77,78,79,80,81,82,83,84,85,63,62,61,60,58,57, 56,55,54,53,52,51,50,49,48,47,46,45 except 86=304(LC 18), 44=304(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-86=-265/138,16-17=-87/252,17-18=-95/280,18-19=-102/314,19-20=-111/351, 20-21=-116/379,21-22=-111/382,22-23=-111/382,23-24=-116/379,24-25=-111/351, 25-26=-102/314,26-27=-95/280,27-28=-87/252,42-44=-265/138 CEO P R OFF NOTES- S 1)Wind:ASCE 7-10;Vuft=l2omph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; �Gj� ? GtN€k , t 'o MWFRS(envelope)gable end zone and C-C Comer(3)-1-7-3 to 3-6-0,Exterior(2)3-6-0 to 20-10-0,Corner(3)20-10-0 to 31-6-0, C� rj Exterior(2)31-6-0 to 48-8-6,Corner(3)48-8-6 to 53-11-3 zone;cantilever left and right exposed;end vertical left and right -/ "S' exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 89200P E r 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. / i 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �' 4)Unbalanced snow loads have been considered for this design. Q C- 5)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs y OREGON w non-concurrent with other live loads. '� 4 6)All plates are 2x4 MT20 unless otherwise indicated. LIQ R k 14, 2. PS 7)Gable requires continuous bottom chord bearing. C- 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). +, R R I` - 9)Gable studs spaced at 1-4-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EXPIRES: 12-31-2019 11)*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. May 28,2019 dfiijtifitl telltat @duction of 20%has been applied for the green lumber members. 11 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7073 rev.1W03/2015 BEFORE USE. milt Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TM Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply David Weekley-SB2 K6165744 1767851 Al2 GABLE 1 1 Job Reference(optional).. 7 May 5. 19.Page West, Beaverton,OR-97005, 8.240 s May13 2019 MiTek Industries,Inc Fri 2418:52 50 2019 Pa e 2 I D:yLrKCo WxY W Lnkhx85VM35hzbLT4-rgetB28l FH i pKvZb7j?fzPd H_N?SdgkGxJbsDszDCC h NOTES- 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)86,44,67,68,69,70,72,73,74,75,76,77,78,79,80, 81,82,83,84,85,63,62,61,60,58,57,56,55,54,53,52,51,50,49,48,47,46,45. 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MN-7073 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Qualify Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job TTruss Truss Type [Qty Ply David Weekley-SB2 K6165745 1767851 B01 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Fri May 24 18:52:51 2019 Page 1 ID:yLrKCoWWYWLnkhx85VM35hzbLT4-J1 CFPO8wObggy37nhQ Wu Wd9Uvm L9MGeQAzKPIIzDCCg 19-8-0 •1-0-0 ......... ......... 9-4-0......... ......... ......_. ......... _____... - 18-4-7 18,8.0._...........{ l-1 00 f...... 9-4-0 ' 9-0.7 --_. 0-3-9 4x4 = 1-0-0 Scale=1:45.7 9 10 11 8.00 12 7 - � , ,-17.1 4';' 12 6 �., hr ,.., N 14 4 �- • 6x8 J � 15 2 �` 16 --�E[ 11 ._.. F] __.. -111 { f1 1 { { f } 17 0 P 1, .>' >>`L.:=.1..>>.:..1..>...>.yy.1.. �....;.k`�= L a:,77 7.,7 7'7iiiti.>::1,Z,Z,7227,-titi:i,>ix?G`7.tilti�,�,7, 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 6x8 % 3x4 3x4 18-8-0 ......................................................................................................................................................................... 18-8-0 Plate Offsets(X,Y)-- 116:0-2-8,0-2-8],[18:0-1-8,0-1-0],[32:0-1-8,0-1-01,[32:0-2-8,0-2-8] __ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 17 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) 0.00 17 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 19 n/a n/a BCLL 0.0 Code IBC2015fTP12014 Matrix-RH Weight:126 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 OF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 DF Std G 10-0-0 oc bracing:31-32,18-19. REACTIONS. All bearings 18-8-0. (Ib)- Max Horz 32=-159(LC 8) Max Uplift All uplift 100 lb or less at joint(s)32,18,26,27,28,29,30,31,24,23,22,21,20,19 Max Gray All reactions 250 lb or less at joint(s)32,18,25,26,27,28,29,30,31,24,23,22,21,20,19 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 6-4-0,Comer(3)6-4-0 to 12-4-0, Exterior(2)12-4-0 to 16-8-0,Corner(3)16-8-0 to 19-8-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �EQ P R QFF non-concurrent with other live loads. 5)All plates are 2x4 MT20 unless otherwise indicated. `C s 6)Gable requires continuous bottom chord bearing. ,Gj a.4GINE�� /O 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). [� /Ij 8)Gable studs spaced at 1-4-0 oc. 89200P E 9� 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.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. r /�I. 11)A plate rating reduction of 20%has been applied for the green lumber members. • �r.. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)32,18,26,27, rn CC" 28,29,30,31,24,23,22,21,20,19. OREGON to 74-/04, �G/0 44,y 14 7- �P4 SFR RIO- ‘' ______ EXPIRES: IO- EXPIRES: 12-31-2019 May 28,2019 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ! building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing I lek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle 1 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 . t Job ` Truss Truss Type JQty Ply David Weekley-SB2 K6165746 1767851 B02 Common Girder 1 2...Job Reference(optional). 1 n ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Fri May 2418:52:532019 Page 1 I D:y LrKC o WxY W L n kh x85V M 35hz b LT4-F P J?p4AAYC 4O B N HAo rYM b2 Fj i s rfgOlj e H p Wp Bz D C C e 4-8-0 9-4-0 14-0-0 18-8-0 4-8-0 4-8-0 4-8-0 4-8-0 4x6 I I Scale=1:43.0 3 8.00 112 3x6 ',. '�- 3x6 2 4 � '•-,,',,, � `}._. Ua U, fill El _._ ail E. Ul fill...._- J.L .: Id 9 10 8 11 12 7 13 14 6 15 ' 4x8 = 16 LUS24 LUS24 LUS24 LUS24 LUS24 3x8 II 8x8 :._._ 3x8 I I 4x6 ::.,: LUS24 LUS24 LUS24 LUS24 4-8-0 9-4-0 14-0-0 18-8-0 1 ......... .4 ....._.. f-._-_.__- -- --4$_0 ---_......_._ —}---......... 4 .-0 ......... + ......... 4-8-0 .......___..__...i -8-0 Plate Offsets(X,Y) [1:0-0-0,0-0-101,15:0-0-0,0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.53 1 Vert(LL) -0.06 6-7 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.78 Vert(CT) -0.13 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(CT) 0.04 5 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-RH Weight:205 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (Ib/size) 1=3494/0-5-8,5=3789/0-5-8 Max Horz 1=137(LC 5) Max Uplift 1=-509(LC 8),5=583(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-4973/731,2-3=-3384/546,3-4=-3384/546,4-5=-4915/733 BOT CHORD 1-8=-615/3924,7-8=-615/3924,6-7=-533/3876,5-6=-533/3876 WEBS 3-7=-523/3400,4-7=-1409/329,4-6=-210/1593,2-7=-1467/326,2-8=-207/1660 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; QED P R QFF MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 ��(, tSs 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 •\-, �G�GINEL-. /0 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C? 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 ".l : Job Truss Truss Type Qty Ply David Weekley-SB2 K6165746 1767851 802 Common Girder 1 n ......... ......... .____ --.._...._._ __...___...... .. - ...Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Fri May 24 18:52:53 2019 Page 2 1 D:yLrKCo WxY WLnkhx85VM35hzb LT4-FPJ?p4AAYC4OB N HAorYMb2Fj iarfg0ljeH p WpBzDC C e LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-3=-64,3-5=-64,1-5=-20 Concentrated Loads(Ib) Vert:6=-663(B)9=-663(B)10=-663(B)11=-663(B)12=-663(B)13=-663(B)14=663(B)15=-554(B)16=-560(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent braang MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCS!Building Component 250 Klug Circle Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job ` Truss Truss Type Qty Ply David Weekley-SB2 K6165747 1767851 CO1 GABLE 1 I 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Fri May 24 18:52:55 2019 Page 1 ID:yLrKCoWxYWLnkhx85VM35hzbLT4-BoRm EmBR4pL6RgRYwGaggTK7nOdU Izd05bldu3zDCCc 1-0-0 8-0-0 10-9-0 16-10-8 23-0-0 24-0-6 -0-0 8-0-0 2-9-0 6-1-8 6-1-8 1-0-0 4x12 i I Scale=1:57.6 10 T f 8.00[12 38 , //� 35''-g",,,,"' / .F n 13 6 // ..8 "/,'/•.� 4x4 �, q ;.✓':' .r a5 a 2 .. a� *-,„' i, `5x1,.Fr \\ !� �� 3x6 < 3 8 �- 8x8 �� / �"' 39 �1 �� 1 1 2 FY ._3.. — 3 .._ . .._ / -, 3x8 3x6 Il\ f � �'j- 2 -- / \A // 15 I" 3 , 3x6 \\ I/ V 18 I 1 ''.,A 20 ��1�I,/ 1 s 24 2322 21 12x12 .....: '� .... .... .... -•f`Ti-_ - .... .... .___- },} 19 4x8 = 17 Q3x4 8 73-8 01122....... 23-0-0 14-9-4 Plate Offsets(X,Y)-- 120:0-3-0,0-3-81,125:0-3-7,0-0-41 25:0-3-7,0-4-0, 36:0-1-3,0-1-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.06 18-19 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.38 Vert(CT) -0.20 18-19 >903 180 TCDL 7.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.00 17 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:217 lb FT=20% BCDL 10.0 j.... LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G*Except* except end verticals. 8-19:2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Std G'Except' 5-11-7 oc bracing:19-20 10-18:2x4 DF No.1&Btr G,13-25,20-25:2x6 DF No.2 6-0-0 oc bracing:18-19. OTHERS 2x4 DF Std G JOINTS 1 Brace at Jt(s):25,26,27,30,32,35 REACTIONS. All bearings 0-5-8 except(jt=length)24=1-0-0,23=0-3-8. (Ib)- Max Horz 24=218(LC 9) Max Uplift All uplift 100 lb or less at joint(s)17 except 24=-549(LC 18), 19=-113(LC 10),23=-244(LC 10) Max Gray All reactions 250 lb or less at joint(s)24 except 19=1054(LC 1),17=629(LC 1),23=871(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 10-11=-394/216,11-12=-399/203,12-13=-390/160,13-14=-455/155 BOT CHORD 19-20=-997/146,8-20=-368/155,17-18=0/367 WEBS 20-27=-424/27,10-27=-526/34,10-35=-176/540,25-35=-189/577,18-25=129/475, 14-18=-252/216,14-17=-497/0,22-33=-391/81 NOTES- 1)Wind:ASCE 7-10;Vuf=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; 'ac_O PROFF ' MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 7-6-4,Exterior(2)7-6-4 to 13-5-0, ` s C Interior(1)13-5-0 to 21-0-0,Exterior(2)21-0-0 to 24-0-0 zone;cantilever left and right exposed;end vertical left and right �Gj ANG I N F`C9 (S/O exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ?j 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 1� Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. cc 89200P E <- 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs /! non-concurrent with other live loads. =_ • - 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable studs spaced at 1-4-0 oc. OREGONk� 4' 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `1 8)*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 �L/0 .. ) 14 2 4 0 5 will fit between the bottom chord and any other members. ii 9)A plate rating reduction of 20%has been applied for the green lumber members. C R RIO- 10) IO- 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)17 except(jt=lb) — 24=549,19=113,23=244. EXPIRES: 12-31-2019 May 28,2019 '., A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 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,not1111111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek” is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 x Job ` ' TTruss (Truss Type Qty Ply David Weekley-SB2 K6165748 1767851 CO2 ROOF SPECIAL GIRDER 1 Job Reference(optional)_ ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Fri May 24 18:52:57 2019 Page 1 ID:yLrKCoVVxYWLnkhx85VM35hzbLT4-8AZWfRDhcRbgg_bx1 hdlluPQyBFamr6lZvnkyyzDCCa 3-8-127-5-8 10-2-8 14-3-8 18-0-12 22-5-8 3-8-12- ------.}........ --3-8-12..... - --L..__..2.9-0 }....... - 4-1-0_. 1......... 3-9-4 9-4....._ ......... 4-4-12....... ........I 8x8 Scale=1:57.2 4 2x4 I I .-�...� 8.00 112 \v� 8x8 � 5 3x8 'I ci 2 [ '/1 3x8 3x6 a.\ /;/ // ( \ \\�6. \, 5x8 FT...--- ' ',-----E1-- i '-1" • , l_li/s 16 i4 17 18 13 9 �,><, 20 9 22 ... I 1d 2x4 11 3x4 ::::. 8x12 ::::. , --- - "::::1 12 11 10 9 8 5x12 MT18HS 1110x10 "8x88x8 5x6 3-8-127-5-8 7-5-8 __ 7 _10 2-8_ 14-3-8 18-0-12 22-5-8 I 3_s_1.2._ • 3-8-12 0 2 2-6-4 ......I. 4-1-0 -... +.........- 3-9-4...... }.....__._. -4-4-12 4 12....... .........I Plate Offsets(X,Y_)— 17:0-4-0,0-1-1.21,[9:0-3-8,0-4-121 110:0-3-9,0-4-121,113:0-3-4,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.09 10-11 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.59 Vert(CT) -0.21 10-11 >836 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr NO WB 0.66 Horz(CT) -0.03 12 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-MS I Weight:363 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc purlins, BOT CHORD 2x6 DF 2400F 2.0E*Except* except end verticals. 3-12:2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 4-7-7 oc bracing. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 4-13,5-11 4-11,5-10,7-9:2x4 DF No.1&Btr G,7-8:2x6 DF No.2 REACTIONS. (lb/size) 15=869/0-5-8,12=6861/0-5-8,8=10072/0-5-8 Max Horz 15=-213(LC 4) Max Uplift 15=-796(LC 18),12=-1461(LC 8),8=-1023(LC 9) Max Gray 15=1076(LC 33),12=6861(LC 1),8=10072(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1052/858,2-3=-1603/200,3-4=-1626/245,4-5=-3370/412,5-6=-6626/719, 6-7=-8330/854,1-15=-1024/687,7-8=-6853/718 BOT CHORD 13-14=-730/905,12-13=-5183/1303,3-13=-262/136,10-11=-475/5474,9-10=-674/6857, 8-9=-82/596 WEBS 2-14=-2182/45,2-13=-135/1617,11-13=-366/2999,4-13=-4905/548,4-11=-821/7201, 5-11=5250/666,5-10=-637/6038,6-10=-2067/297,6-9=-245/2244,1-14=-730/905, 7-9=625/6610 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: C��0 P R OFF s Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. ` rs Bottom chords connected as follows:2x6-2 rows staggered at 0-3-0 oc,2x4-1 row at 0-9-0 oc. ANG 1 N EF9 /0� Webs connected as follows:2x4-1 row at 0-9-0 oc. NT 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to '� 9 ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ....89200PE r 3)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate - grip DOL=1.60j+ - i 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 mi (C 5)All plates are MT20 plates unless otherwise indicated. OREGON 4,1 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. NbI 7)*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 74- <0 41 ) 14, 20 P#'C will fit between the bottom chord and any other members. 8)A plate rating reduction of 20%has been applied for the green lumber members. R R 1 L- 9)Bearing at joint(s)8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. EXPIRES: 12-31-2019 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 15=796,12=1461,8=1023. May 28,2019 Continued on sane 2 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 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,not mil, a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Corona,CA 92880 Job ` Truss Truss Type Qty Ply David Weekley-SB2 1 K6165748 1767851 CO2 ROOF SPECIAL GIRDER i1 n L....Job Reference(optional). ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Fri May 24 18.52:57 2019 Page 2 ID:yLrKCoWxYVVLnkhx85VM35hzbLT4-8AZWIRDhcRbgg_bx1 hdlluPQyB Famr6lZvnkyyzDCCa NOTES- 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)45 lb down and 768 lb up at 2-0-12,108 lb down and 1355 lb up at 4-0-12,108 lb down and 1355 lb up at 6-0-12,2157 lb down and 234 lb up at 8-0-12,2157 lb down and 234 lb up at 10-0-12,2157 lb down and 234 lb up at 12-0-12, 2157 lb down and 234 lb up at 14-0-12,2157 lb down and 234 lb up at 16-0-12,2157 lb down and 234 lb up at 18-0-12,and 2157 lb down and 234 lb up at 20-0-12, and 2166 lb down and 226 lb up at 22-2-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-7=-64,13-15=-20,8-12=-20 Concentrated Loads(Ib) Vert:11=-2157(B)10=-2157(B)9=-2157(B)8=-2166(B)16=280(B)17=519(8)18=519(B)19=2157(B)20=-2157(B)21=-2157(B)22=-2157(B) 1 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 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,not mut a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Jot, ' Truss Truss Type Oty Ply David Weekley-SB2 K6165749 1767851D01 GABLE 1 1 i Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s May 13 2019 MiTek Industries,Inc. Fri May 24 18:52:59 2019 Page 1 ID:yLrKCoVVxYWLnkhx85VM35hzbLT44ZgG47Fx82rYvIIK96fmrJVru?42EuRb0CGr1 qzDCCY 1-0-0 7-6-0 15 0-0 16-0-0 :1.0 0 + 7-6-0 7-6_0... 1-0-0-{ 4x4 - Scale=1:41.6 8 7 9 8.00{12 1�r �- 11 .. 1 �� . 'SY',. - 12 3x6 3x6 v --'F-1"' "�\� 13 // �.14 \ % O C ,� 4 28 27 26 25 24 23 22 21 20 19 18 17 16 3x4 = 3x4 15-0-0 1 15-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 15 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) 0.00 15 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 16 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:112 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 DF Std G 10-0-0 oc bracing:27-28,16-17. REACTIONS. All bearings 15-0-0. (Ib)- Max Horz 28=-164(LC 8) Max Uplift All uplift 100 lb or less at joint(s)23,24,25,26,21,20,19,18 except 28=-156(LC 6), 16=-103(LC 7),27=-173(LC 7),17=-134(LC 11) Max Gray All reactions 250 lb or less at joint(s)28,16,22,23,24,25,26,27,21,20,19,18,17 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)-1-0-0 to 2-2-0,Exterior(2)2-2-0 to 4-6-0,Comer(3)4-6-0 to 10-6-0, Exterior(2)10-6-0 to 12-10-0,Comer(3)12-10-0 to 16-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs CEO P R pFfi non-concurrent with other live loads. 5)All plates are 2x4 MT20 unless otherwise indicated. \�NGI(��s>© 6)Gable requires continuous bottom chord bearing. Gj 7 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). /. 8)Gable studs spaced at 1-4-0 oc. �� 89200PE . 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 will fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. - -iii. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)23,24,25,26, 0 et 21,20,19,18 except(jt=lb)28=156,16=103,27=173,17=134. -yL ,�OREGON�� X40 <O A9y 14, 2( i.- M - RRI -- EXPI RES: 12-31-2019 May 28,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 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,not MI a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 1Center plate on joint unless x,y I -6-48 34 dimensions shown in ft-in-sixteenths .Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury NM,. Dimensions are in ft-in-sixteenths. 111� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 444:444 2. Truss bracing must be designed by an engineer.For 0-1116" 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 0Lt AMIglit O p bracing should be considered. illiAllor U it 0 3. Never exceed the design loading shown and never dom. fi stack materials on inadequately braced trusses. a ilk4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-a cs-iliFig?Air" cs-s designer,erection supervisor,property owner and plates 0 'rs'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to Slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 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 Trusses are designed for wind loads in the plane of the specified. truss unless otherwise shown. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracingat 10 ft.spacing, section 6.3 These truss designs relyon lumber valuesq gor less,if no ceiling is installed,unless otherwise noted. BEARING • established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without poor (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. k=0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. �� Min size shown is for crushing only. __,s 18.Use of green or treated lumber may pose unacceptable r.� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSIlTPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone snot sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, M'�'k 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015