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MS ` c, j ,0 111-11 MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: B1703953 PLH-Milvio F The truss drawing(s)referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild West- Beaverton, OR. Pages or sheets covered by this seal: K4036126 thru K4036172 My license renewal date for the state of Oregon is December 31,2019. no PR 0 p co NGINEF9 /�29 89200PE ,,OREGON 4?: /© A9y 14, 2° 4 • December 15,2017 Baxter, David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. ME 1111 I MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: B1703953 PLH- Milvio F The truss drawing(s)referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild West- Beaverton, OR. Pages or sheets covered by this seal: K4036126 thru K4036172 My license renewal date for the state of Washington is May 16,2019. oRRILL & ov waste 4 f� M - CISTER� �'5139v ( � . ' 0 December 15,2017 Baxter, David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss Truss Type Qty Ply PLH-Milvio F K4036126 B1703953 A01 California Girder 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:26 2017 Page 1 I D:RcUy5fKeajgsGwsWHeFcRSyAOhA-8CAGrwLs9DhxMyJZal u 1 gWa4to3mh6EyaSNNsUy8nkZ 35-9-5 11-0-01 7-2-0 7-10-1 14-2-12 I 21-3-8 28-4-4 I 34-7-1 3-2-}' 1-0-0 7-2-0 0-8-15 6-3-13 7-0-12 7-0-12 6-2-13 7-3 O-S-clale:3/16"=1 4.00 112 5x10% 4x6 = 4x4= 4x8 = 4x12 = 5x12 = 3 6rl rR1 15Z IR' 17 18 4 19Li20c1 21,, 5 2 6 r?kl ri7 5 w26 27 _ 28 . Ems' _: q v m of N2 N 1 if �. 0 I-b s e - ) 0 :_ b O 4x12 =29 30 31 15 32 33 34 t4 35 36 13 12 37 38 39 11 40 41 42 10 9 4x4 = 7x14 MT18H= 5x12 4x6 = 3x8 II 4x12 = I 7-2-0 I 14-2-12 21-3-8 I 28-4-4 35-2-4 35-9t5 7-2-0 7-0-12 7-0-12 7-0-12 6-10-0 0-7-1 Plate Offsets(X,Y)-- [2:0-6-0.0-1-12].[3:0-3-12,0-2-8],[7:0-5-4,0-2-0],[8:0-8-8.0-2-8],[10:0-5-4.0-1-8].[11:0-3-8,0-2-8],[12:0-5-4,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.65 12-14 >651 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.54 Vert(CT) -1.44 12-14 >294 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr NO WB 0.97 Horz(CT) 0.17 10 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 BCDL 10.0 (Matrix) Weight:404 lb FT=10% LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied,except 1-3:2x4 DF No.1&Btr G 2-0-0 oc purlins(3-0-7 max.):3-8. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc brad WEBS $41DF Std G*Except* WEBS 1 Row at midpt 4-15 ��ED PR OFFS 2x4DF No.1&Btr G,8-10:2x6 DF No.2 'S s �c� NGINEF 4O REACTIONS. (lb/size) 2=3344/0-5-8,10=4279/Mechanical �� Max Horz 2=123(LC 6) Q 89200PE 9r Max Uplift2=-942(LC 6),10=-1344(LC 10) Max Gray 2=3626(LC 26),10=4309(LC 26) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-10101/2725,3-16=-9370/2604,16-17=-9370/2604,17-18=-9370/2604, Q �� 4-18=-9370/2604,4-19=-14546/4510,19-20=-14546/4510,20-21=-14546/4510, AA__OREGON 5-21=-14546/4510,5-22=-14754/4649,6-22=-14754/4649,6-23=-14754/4649, G� "�-I �� 23-24=-14754/4649,7-24=-14754/4649,7-25=-10574/3286,25-26=-10574/3286, Y 1 4, 2 26-27=-10574/3286,27-28=-10574/3286,8-28=-10574/3286 MER R 11_L .. BOT CHORD 2-29=-2633/9509,29-30=-2633/9509,30-31=-2633/9509,15-31=-2633/9509, 15-32=-4510/14546,32-33=-4510/14546,33-34=-4510/14546,14-34=-4510/14546, 14-35=-4649/14754,35-36=-4649/14754,13-36=-4649/14754,12-13=-4649/14754, EXPIRES: 12-31-2019 12-37=-3286/10574,37-38=-3286/10574,38-39=-3286/10574,11-39=-3286/10574 WEBS 3-15=-427/2113,4-15=-5678/2054,4-14=0/681,5-14=-362/272,5-12=-982/626, 7-12=-1429/4384,7-11=-2988/1279,8-11=-3446/11088,8-10=-4133/1396 NOTES- 1)2-ply truss to be connected together with 10d(0.120'x3")nails as follows: .E LL , Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. �'Q ,. WAS,. , 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,2x6-2 rows staggered at 0-9-0 oc. / 119 40.....5411°.%), _yJ11°. l' 2)All loads are consideredequally appliedplies,except (F) (B) CASE(S) Ply ply /'y7.4,:.,1b 0 A to all if noted as frontor backface in the LOAD section. to I -r 4.i. connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ` '�/ 3)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 "' 51398 :Y.''.\-16C41 5)Unbalanced snow loads have been considered for this design. O� ��Gism35 13 6)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 �S non-concurrent with other live loads. �I�NAL 7)Provide adequate drainage to prevent water ponding. 8)All plates are MT20 plates unless otherwise indicated. Continued on page 2 December 15,2017 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/0312015 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 IIII 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 fabncation,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 Job Truss Truss Type Qty Ply PLH-Milvio F K4036126 B1703953 A01 California Girder- 1 n L Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:26 2017 Page 2 I D:RcUy5fKeajgsGwsWHeFcRSyA0hA-8CAGrwLs9DhxMyJZalu 1 gWa4to3mh6EyaSNNsUy8nkZ NOTES- 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. 12)Refer to girder(s)for truss to truss connections. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 942 lb uplift at joint 2 and 1344 lb uplift at joint 10. 14)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)320 lb down and 218 lb up at 7-11-12,315 lb down and 201 lb up at 10-0-12,307 lb down and 206 lb up at 12-0-12,278 lb down and 206 lb up at 14-0-12,254 lb down and 206 lb up at 16-0-12,252 lb down and 207 lb up at 18-1-0,254 lb down and 206 lb up at 20-1-4,278 lb down and 201 lb up at 22-1-4,307 lb down and 206 lb up at 24-1-4,315 lb down and 201 lb up at 26-1-4,365 lb down and 216 lb up at 28-1-4,365 lb down and 216 lb up at 30-1-4,365 lb down and 216 lb up at 32-1-4,and 213 lb down and 123 lb up at 34-1-4,and 405 lb down and 205 lb up at 34-6-4 on top chord,and 114 lb down at 2-0-12,114 lb down at 4-0-12,114 lb down at 6-0-12,114 lb down at 8-0-12,114 lb down at 10-0-12,114 lb down at 12-0-12,114 lb down at 14-0-12,114 lb down at 16-0-12,114 lb down at 18-1-0,114 lb down at 20-1-4,114 lb down at 22-1-4,114 lb down at 24-1-4,114 lb down at 26-1-4,114 lb down at 28-1-4, 114 lb down at 30-1-4,and 114 lb down at 32-1-4,and 81 lb down at 34-1-4 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:1-3=-64,3-8=-64,2-10=-20,9-10=-64 Concentrated Loads(Ib) Vert:13=-57(F)4=-209 14=-57(F)7=-295 11=-57(F)16=-261 17=-250 18=-239 19=-185 20=-183 21=-185 22=-209 23=-239 24=-250 25=-295 26=-295 27=-178 28=-324(F)29=-57(F)30=-57(F)31=-57(F)32=-57(F)33=-57(F)34=-57(F)35=-57(F)36=-57(F)37=-57(F)38=-57(F)39=-57(F)40=-57(F)41=-57(F)42=-57(F) 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 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 PLH-Milvio F K4036127 B1703953 A02 CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:28 2017 Page 1 I D:RcUy5fKeajgsGwsWHeFcRSyAOhA-4aHOGcM6ggxfbFTyijwVmxfQLchL90FF1 msTxNy8nkX 1-0-01 5-6-10 9-2-0 9-110-1.018-1-0 I 26-3-1 27-0-9 30-7-6 35-9-5 0-0 5-6-10 3-7-6 0-8-15 8-2-1 8-2-1 0-8-15 3-7-6 5-1-15 Scale:3116"=1' 5x12 % 4.00 112 4x12= 5x12 4 7 _ 18 •� 19 _• 21 2, 5 �_ 23 _..2425 = 26 ,• 2 6 2x4 to _ v 2x4 3 16 V 15 Y r `r 2 8 co 411 _ $ Ell �' i lu? o = o 4x12 = 12 11 10 9 5x10 = 3x10= 7x14 MT18H= 3x10 = 2x4 I 9-2-0 18-1-0 19-3-0 120-7-0 I 27-0-0 35-9-5 9-2-0 8-11-0 1-2-0 1-4-0 6-5-0 8-9-5 Plate Offsets(X,Y)-- [2:0-0-0.0-0-4].[8:Edge,0-1-6].[9:0-4-0.0-1-8],[12:0-2-11,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.71 11 >597 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.73 Vert(CT) -1.31 11-12 >325 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.33 8 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 (Matrix) Weight:166 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied,except 4-6:2x6 DF 2400F 2.0E 2-0-0 oc purlins(3-8-7 max.):4-6. BOT CHORD 2x4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 5-9-7 oc bracin• WEBS 2x4 DF Std G WEBS 1 Row at midpt 5-12,5-9 {QED PR OFF S OTHERS 2x4 DF Std G ` is WEDtG2x4SPNo.3 E ,N.7 GiNEF9 /iv. RighREACTIONS. (lb/size) 8=1933/Mechanical,2=2056/0-5-8 89200PE Max Horz 2=69(LC 12) Max Uplift8=-566(LC 9),2=-619(LC 8) Max Gray 8=2246(LC 31),2=2435(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. -9 A_OREGON 44 TOP CHORD 2-15=-5994/1598,15-16=-5905/1600,3-16=-5854/1606,3-4=-5692/1536, G/ �q o oN 4-17=-5365/1493,17-18=-5365/1493,18-19=-5365/1493,19-20=-5365/1493, Q y 14, Z 20-21=-5365/1493,21-22=-5365/1493,5-22=-5365/1493,5-23=-5113/1520, VP 23-24=-5113/1520,24-25=-5113/1520,25-26=-5113/1520,26-27=-5113/1520, FR R I L�- 6-27=-5113/1520,6-7=-5434/1566,7-8=-5659/1641 BOT CHORD 2-12=-1453/5566,11-12=-2060/7220,10-11=-2060/7220,9-10=-2060/7220, EXPIRES: 12-31-2019 8-9=-1488/5246 WEBS 3-12=-420/286,4-12=-174/904,5-12=-2174/812,5-11=0/337,5-9=-2449/815, 6-9=-171/954,7-9=-384/355 NOTES- 1)Wind:ASCE 7-10;Vuit=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS ,'RILL (envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-7-1,Interior(1)2-7-1 to 4-2-13,Exterior(2)4-2-13 to 9-3-12,Interior(1) v WAS4 14-4-11 to 21-9-5,Exterior(2)26-10-4 to 35-8-9 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for . -O _ I]` , members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 4(".l,G.), '"P 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 '� 3)Unbalanced snow loads have been considered for this design. ---4f.p,i 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs — non-concurrent with other live loads. i r;j' 5)Provide adequate drainage to prevent water ponding. A� $1398 Cq 6)All plates are MT20 plates unless otherwise indicated. p �E �O w 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -� GISTER 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will SSIONAL��� fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. Continued on page 2 December 15,2017 I __ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Ell 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 Oty Ply PLH-Milvio F K4036127 B1703953 A02 CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:28 2017 Page 2 I D:RcUy5fKeajgsGwsWHeFcRSyAOhA-4aHOGcM6ggxfbFTyijwVmxfQLch L9OFF1 msTxNy8nkX NOTES- 10)Refer to girder(s)for truss to truss connections. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 566 lb uplift at joint 8 and 619 lb uplift at joint 2. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)248 lb down and 179 lb up at 9-11-12,110 lb down and 118 lb up at 12-0-12,203 lb down and 169 lb up at 14-0-12,206 lb down and 175 lb up at 16-0-12,170 lb down and 175 lb up at 18-1-0,206 lb down and 175 lb up at 20-1-4,203 lb down and 169 lb up at 22-1-4,and 110 lb down and 118 lb up at 24-1-4,and 94 lb down and 105 lb up at 26-2-4 on top 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(pIf) Vert:1-4=-64,4-6=-64,6-8=-64,2-8=-20 Concentrated Loads(Ib) Vert:5=-101 17=-149 18=-45 19=-134 22=-137 23=-137 25=-134 26=-45 27=-45 A 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 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 Qty Ply PLH-Milvio F K4036128 61703953 A03 California 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:29 2017 Page 1 I D:RcUy5fKeajgsGwsWHeFcRSyAohA-YmrOTyNkR83WDP28FRRk18Cg???SuXYoGQc1 Tpygnk W 11-10-15 26-10-4 11-0-01 5-6-10 9-3-12 11-9-7 II 18-1-0 24-3-1 24-4-9 I 30-7-6 35-9-5 1-0-0 5-6-10 3-9-3 2-5-11 0-1-8 6-2-1 6-2-1 0-11-8 2-5-11 3-9-3 5-1-15 Scale:3/16"=1 2x4 H 4.00 12 5x8 5 2x4 I I 2x4 5 7 4x8 = 1011 5x8 lititT 4 /C.II ._. ._ 22_2388 24 25 ._. �_� � 12 2x4 21 -1111111 27 2x4 3 13 q 20 28 q 2 19 � 14 1° rn 0 4x8= 18 1716 15 4x12 3x8= 5x12 MT18H= 3x8 = 2x4 9-3-12 18-1-0 I 26-10-4 I 35-9-5 I 9-3-12 8-9-4 8-9-4 8-11-1 Plate Offsets(X.Y)-- [2:0-1-3.Edae].[14:Edge,0-1-14],[15:0-2-12.0-1-8],[18:0-1-12,0-143] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.48 17 >886 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.86 Vert(CT) -1.08 17-18 >394 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.27 14 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 (Matrix) Weight:173 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins,except 4-12:2x6 DF No.2 2-0-0 oc purlins(3-3-15 max.):4-12. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-11-0 oc braci WWEBS EDGE 2x4 DF Std G WEBS 1 Row at midpt 8-18,8-15 ��0 PR OPen Right:2x4 SP No.3 •GNGI�IVEF9 /0� REACTIONS. (Ib/size) 14=1535/Mechanical,2=1608/0-5-8 " Max Horz 2=89(LC 12) 89200PE f Max Upliftl4=-412(LC 9),2=-481(LC 8) Max Gray 14=1772(LC 31),2=1894(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. fl Cr TOP CHORD 2-19=-4394/1085,19-20=-4377/1086,3-20=-4309/1099,3-21=-3974/1045, LOREGON REGON t. ,40 4-6=-3726/1081,6-22=-3728/1081,22-23=-372811081, 2Q�.9y �'� 8-23=-3728/1081,8-24=-3730/1089,24-25=-3730/1089,25-26=-3730/1089, 14r 2 i."1- 9-26=-3730/1089,9-12=-3730/1089,12-27=-3867/1062,13-27=-3972/1053, SFRRILL e 13-28=-4191/1116,14-28=-4303/1109 BOT CHORD 2-18=-1037/4062,17-18=-1276/5223,16-17=-1276/5223,15-16=-1276/5223, 14-15=-992/3976 EXPIRES: 12-31-2019 WEBS 3-18=-337/217,4-18=-68/684,8-18=-1771/488,8-17=0/344,8-15=-1815/495, 12-15=-74/667,13-15=-241/263 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-7-1,Interior(1)2-7-1 to 6-10-0,Exterior(2)6-10-0 to 11-10-15,Interior(1) BRILL akr4, � 16-8-9 to 19-5-7,Exterior(2)24-3-1 to 35-8-9 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for �� F V/1AS `Q' members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 O Irl, �� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 ork, `'' CSO3)Unbalanced snow loads have been considered for this design. -4 ���' ,, 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �` non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. " '°+'r 6)All plates are MT20 plates unless otherwise indicated. -� 51398 �� 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Ol{, �IG.tSTE.g� 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 1` fit between the bottom chord and any other members. SSIONAL' 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Refer to girder(s)for truss to truss connections. Continued on page 2 December 15,2017 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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/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 Job Truss Truss Type Qty Ply PLH-Milvio F K4036128 B1703953 A03 California 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:29 2017 Page 2 I D:RcUy5fKeajgsGws WHeFcRSyAohA-YmrOTyNkR83WDP28FRRkl8Cg???SuXYOGQc1 Tpy8nkW NOTES- 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 412 lb uplift at joint 14 and 481 lb uplift at joint 2. 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)112 lb down and 177 lb up at 24-2-0 on top 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(plt) Vert:1-4=-64,4-5=-64,5-7=-114,6-26=-64,9-26=-114,10-11=-114,11-12=-64,12-14=-64,2-14=-20 Concentrated Loads(Ib) Vert:26=-3 ®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 lot 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 MiTekF 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 ANSIITPII 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 PLH-Milvio F K4036129 B1703953 A04 CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:31 2017 Page 1 I D:RcUy5fKeajgsGws WHeFcRSyA0hA-U9z9ueP_zIJ ESjCXNsTCNZHyjpIg MRnhkk58Xhy8nkU 1 0 7-6-15 13-4-11 13-10 15 18-1-0 22-3-1 22-9-15 35-9-5 �1-0-09 7-6-15 1 5-9-12 0-6-4 4-2-1 1 4-2-1 0-6-4 13-0-0 Scale:3/16"=1' 5x12 = 3x4= 5x10 4.00 112 4 2 _, 24 . 5 ,,, 25 . 26 2 6 3x4 .'a 3x4 3 21 28 v V ' 0 29 20 30 2 11 1� d n 9 =: 8 I� 0 13 12 11 10 9 4x12 = 2x4 I I 3x8 = 5x12 MT18H= 3x8 = 2x4 I I 4x12 I 7-6-15 I 13-4-11 1 22-9-5 35-9-5 I 7-6-15 5-9-12 9-4-10 13-0-0 Plate Offsets(X.Y)-- [2:0-0-0,0-0-5].[4:0-6-4,Edge].[6:0-4-12.0-2-8].[8:Edge,0-1-14] TCLL LOADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP (Roof Snow 25.0) Plate Grip DOL 1.15 TC 0.85 Vert(LL) -0.53 12 >805 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.62 Vert(CT) -1.12 10-12 >382 180 MT18H 220/195 BCLL 0.0 * Rep Stress lncr YES WB 0.76 Horz(CT) 0.28 8 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix-S) Weight:155 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied,except 1-4:2x4 DF 2400F 2.0E 2-0-0 oc purlins(2-4-2 max.):4-6. BOT CHORD 2x4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G ��ED PRQFFs Right:2x4 SP No.3 ��5WEDE � �NG�NEFR �'i�* Ni REACTIONS. (lb/size) 8=1961/Mechanical,2=2114/0-5-8 89200PE 9r Q Max Horz 2=100(LC 52) Max Uplift8=-530(LC 9),2=-589(LC 8) Max Gray 8=2456(LC 31),2=2665(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-20=-6371/1393,3-20=-6249/1409,3-21=-5410/1278,4-21=-5314/1292, 912_ ,f OREGON D, l(/ 4-22=-5031/1262,22-23=-5041/1263,23-24=-5042/1263,5-24=-5048/1264, / q). 201 �� 5-25=-4845/1263,25-26=-4839/1262,26-27=-4838/1263,6-27=-4835/1262, Q 4 Q. 6-28=-5101/1292,7-28=-5200/1278,7-29=-6024/1415,29-30=-6043/1405, 4/ R1:111—\-- 8-30=-6148/1399 BOT CHORD 2-13=-1283/5928,12-13=-1283/5928,11-12=-1277/5460,10-11=-1277/5460, 9-10=-1273/5715,8-9=-1273/5715 EXPIRES: 12-31-2019 WEBS 3-12=-969/325,4-12=-184/964,5-12=-769/350,5-10=-1045/355,6-10=-187/1152, 7-10=-957/335 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-7-1,Interior(1)2-7-1 to 8-3-12,Exterior(2)8-3-12 to 27-10-4,Interior(1) RRII,L, 27-10-4 to 32-2-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for WAS reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 •J O� �I� h� 2)TOLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 �eCe+ s+ j?r� j. it 3)Unbalanced snow loads have been considered for this design. ,1 +�7 =�a• ..0 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 `��t.. non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 'r / 6)All plates are MT20 plates unless otherwise indicated. A� 51398 w� 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LrCN �'GISTER- 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will t� fit between the bottom chord and any other members. S"CLONALF 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Refer to girder(s)for truss to truss connections. Continued on page 2 December 15,2017 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. lit 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 ANSIITPII 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 PLH-Milvio F K4036129 B1703953 A04 CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:31 2017 Page 2 I D:RcUy5fKeajgsGwswHeFcRSyAOhA-U9z9ueP_zIJESjCXNsTCNZHyjpIgM Rnhkk58Xhy8nkU NOTES- 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 530 lb uplift at joint 8 and 589 lb uplift at joint 2. 12)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and Y"gypsum sheetrock be applied directly to the bottom chord. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)470 lb down and 220 lb up at 13-11-12,216 lb down and 170 lb up at 16-0-12,313 lb down and 217 lb up at 18-1-0,and 216 lb down and 170 lb up at 20-1-4,and 191 lb down and 205 lb up at 22-2-4 on top 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=-64,4-6=-64,6-8=-64,14-17=-20 Concentrated Loads(Ib) Vert:5=-243 22=-371 24=-150 25=-150 27=-92 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-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 ANSIITPII 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 PLH-Milvio F K4036130 B1703953 A05 CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:32 2017 Page 1 I D:RcUy5fKeajgsGwsWHeFcRSyA0hA-yLXX6_Pdk3R54tnjxZ?RwngAi D3X5v4gyNgh48y8nkT 15-10-15 20-4-9 -11-0-01 7-6-15 13-4-13 15-9-7 I 18-1-0 20-3-1 4 22-9-5 28-7-1 35-9-5 1-0-0 7-6-15 5-9 -13 2-4-10 0-118 2-2-1 2-2-1 0-118 2-4-12 5-9-12 I 7-2-4 Scale:3/16"=1' 5x8% 2x4 H 2x4 H 5 7 1011 5x8 4.00 12 4 -7I 3x4= .i- 28 29 �is�� �� 31 3x4 �'... 30 12 32 3x4 3 13 ' y 27 .. 33 � 34 a 26 1 2 ii 1 0 _ v J a 14 ,rn O p-4O 19 18 17 16 15 4x12 = 2x4 3x8= 5x12 MT18H= 3x8= 2x4 4x12 7-6-15 13-4-13 I 22-9-5 I 28-7-1 I 35-9-5 i 7-6-15 5-9-13 9-4-8 5-9-12 7-2-4 Plate Offsets(X,Y)-- [2:0-0-0.0-0-4],[14:0-0-0,0-0-6] 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 0.64 Vert(LL) -0.43 16-18 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -1.03 16-18 >416 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.25 14 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 (Matrix-S) Weight:164 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(2-11-8 max.):4-12. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied. f�co PROFcs Right:2x4 SP No.3 �' ` AGI NSk, ('- REACTIONS. (lb/size) 14=1554/Mechanical,2=1642/0-5-8 "7:... Max Harz 2=119(LC 52) � 89200PE Max Uplift14=-387(LC 9),2=-448(LC 8) Max Gray 14=2090(LC 31),2=2231(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-26=-5057/932,26-27=-4938/940,3-27=-4890/948,3-28=-4071/849,28-29=-3964/849, O OREGON (vim 4-29=-3899/856,4-6=-3771/885,6-8=-3773/886,8-30=-3811/890,9-30=-3811/890, 7, r` 33-349-12=-3 49763/961/889,1,14-342-31=-3-5083/961936/861, 4-3435083 96131-32=-4002/854,13-32=-4109/847,13-33=-4931/970, /Q /�'qr 14, 9.0 �-- BOT CHORD 2-19=-890/4685,18-19=-890/4685,17-18=-782/4010,16-17=-782/4010,15-16=-852/4708, -'"/ - R'O- 14-15=-852/4708 WEBS 3-18=-996/274,4-18=-104/800,8-18=-611/224,8-16=-601/231,12-16=-101/757, 13-16=-980/292 EXPIRES: 12-31-2019 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-7-1,Interior(1)2-7-1 to 10-10-0,Exterior(2)10-10-0 to 25-4-0,Interior(1) 25-4-0 to 32-2-4 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 c�_cF,RRILL eq 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 �y �"F WAS `t 3)Unbalanced snow loads have been considered for this design. w0 k-'1/6 ]r fie, 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 j� _ — �'� - non-concurrent with other live loads. /� "''� -A 5)Provide adequate drainage to prevent water ponding. Now if .; 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. j,.`'/ 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will A16 51398 �� fit between the bottom chord and any other members. ©A P�GISTBR� 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Refer to girder(s)for truss to truss connections. SjONAL�T1G 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 387 lb uplift at joint 14 and 448 lb uplift at joint 2. Continued on page 2 December 15,2017 ®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 lilt 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/TPD 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 PLH-Milvio F K4036130 B1703953 A05 CALIFORNIA 1 1 Job Reference(optional) _ ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fn Dec 15 06:36:32 2017 Page 2 I D:RcUy5fKeajgsGwsWHeFcRSyA0hA-yLXX6_Pdk3R54tnjxZ?RwngAiD3X5v4gyNqh48y8nkT 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. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)154 lb down and 159 lb up at 20-2-0 on top 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=-64,4-5=-64,5-7=-114,6-30=-64,9-30=-114,10-11=-114,11-12=-64,12-14=-64,20-23=-20 Concentrated Loads(Ib) Vert:30=-46 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 ANSIRPII 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 PLH-Milvio F K4036131 B1703953 A06 CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:34 2017 Page 1 ID:RcUy5fKeajgsGwsWHeFcRSyAOhA-vkfHXfRtGghpJAw62_1v?CvVPOiSZuv7QhJo80y8nkR 18-9-2 18-3-1 11-0-01 5-8-4 1 11-4-8 1 17-4-14 17-�10yy1� 1 24-9-8 1 30-5-12 I 35-9-5 9-0-0 5-8-4 5-8-4 6-0-6 0-6-1 6-0-6 5-8-4 5-3-9 Scale=1:65.5 0-4-2 0-6-1 5x8 5x8 6 . 7 3x4 % i:4 3x8% 5 25 27 8x4 4.00]12 24 4 28 0 2x4 23 �� � 29 2x4 � � Co 3 9 o 30 22 2 it 0 ,.' 0 0 15 14 13 12 11 3x4 = 3x4 = 5x12 = 4x12 - 3x4= 5x12 MT18H= 3x4= l 8-6-6 I 17-4-14 118-9-21 27-7-10 35-9-5 8-6-6 8-10-8 1-4-4 8-10-8 8-1-11 Plate Offsets(X,Y)-- [2:0-0-0,0-0-41,L10:0-0-8.0-1-21[13:0-1-12,0-1-81,114:0-1-12,0-1-81 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 0.76 Vert(LL) -0.54 14-15 >799 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.94 Vert(CT) -1.08 14-15 >399 180 MT18H 220/195 TCDL 7.0 BCLL 0.0 Rep Stress lncr YES WB 0.35 Horz(CT) 0.28 10 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix-S) Weight 162 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(3-2-3 max.):6-7. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied. 9 DG2x4 SP No.3 WEBS 1 Row at midpt 5-14,8-13 �S���NG N F�s`rZU REACTIONS. (lb/size) 10=1672/Mechanical,2=1763/0-5-8 R �fi Max Horz 2=128(LC 12) �� Max UpIift10=-408(LC 9),2=-467(LC 8) 89200PE 9r Max Gray 10=2327(LC 31),2=2430(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-22=-6005/1069,3-22=-5909/1080,3-23=-5501/956,23-24=-5419/956,4-24=-5362/962, Q CC 4-5=-5327/965,5-25=-4077/818,6-25=-3968/832,6-26=-3764/829,7-26=-3764/829, 17, 4OREGON � �� 7-27=-3968/832,8-27=-4077/818,8-28=-5265/969,28-29=-5359/960,9-29=-5420/959, ' -9 0\ 9-30=-5809/1065,10-30=-5914/1054 O Y 14, 2 �" BOT CHORD 2-15=-1055/5606,11- 2- 1/4794,10 -11=-954/5511 13-14=-588/3764,12-13=-821/4794, MFRRIO-' �¢ WEBS 3-15=-547/247,5-15=-37/536,5-14=-1251/372,6-14=-95/761,7-13=-92/789, 8-13=-1219/371,8-11=-32/487,9-11=-502/240 EXPIRES: 12-31-2019 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-7-1,Interior(1)2-7-1 to 12-3-15,Extenor(2)12-3-15 to 23-10-1,Interior(1) 23-10-1 to 32-2-4 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 ,RRII j, g 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. "4\9 OF VrASj3 �� 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 OP "4 � CSO '� non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. L 6)All plates are MT20 plates unless otherwise indicated. J 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �, 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will -'fi 51398 � fit between the bottom chord and any other members. �.{� ��GISTE�� ' 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Refer to girder(s)for truss to truss connections. SSr0NALV C' 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 408 lb uplift at joint 10 and 467 lb uplift at joint 2. Continued on page 2 December 15,2017 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 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,not11111111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 PLH-Milvio F K4036131 B1703953 A06 CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:34 2017 Page 2 ID:RcUy5fKeajgsGwsWHeFcRSyA0hA-vkfHXfRtGghpJAw62_1v?CvVPOiSZuv7QhJo80y8nkR NOTES- 12)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and'/i'gypsum sheetrock be applied directly to the bottom chord. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)230 lb down and 113 lb up at 17-11-12,and 199 lb down and 143 lb up at 18-2-4 on top 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:1-6=-64,6-7=-64,7-10=-64,16-19=-20 Concentrated Loads(Ib) Vert:26=-366 ®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 ANSIITPI7 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 PLH-Milvio F K4036132 B1703953 A07 CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:36 2017 Page 1 I D:RcUy5fKeajgsGwsWHeFcRSyAOhA-r7m2xLS7olyWYU4UAP3N4d_pkgML1 ojQt?ou Dvy8nkP 18-9-2 18-3-1 1-0.01 5-8-4 1 11-4-8 1 17-4-14 17-POy1� 24-9-8 1 30-5-12 36-2-0 37-2-01 0-0 5-8-4 5-8-4 6-0-6 0-6-1 6-0-6 5-8-4 5-8-4 SUI-8=8=1:66.3 0-4-2 0-6-1 4.00 112 5x8 % 5x8 6 3x4% mss 3x8 3x4 5 21 23 8 3x8 4 9 0 x4 7.410 19 20 �� f� 24 25 2x4<--. � 0 0 3 10 m 18 •' 26 01 2000011011 11 12 :: r 1 Io 0 -:_. b b a 17 14 13 4x12 = 16 15 4x12 —3x4= 3x4= 5x12 MT18H= 3x4 = 3x4= I 8-6-6 I 17-4-14 118-9-21 27-7-10 I 36-2-0 i 8-6-6 8-10-8 1-4-3 8-10-8 8b-6 Plate Offsets(X.Y)-- [2:Edge,0-0-4].[5:0-0-0,0-0-0],[10:0-0-0,0-0-0],[11:0-0-0.0-0-4],[15:0-1-12,0-1-8].[16:0-1-12,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.54 16-17 >795 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -1.06 16-17 >404 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.33 Horz(CT) 0.30 11 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 (Matrix) Weight:163 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-4 oc purlins,except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(3-1-13 max.):6-7. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracin• REACTIONS. (lb/size) 11=1763/0-5-8,2=1765/0-5-8 WEBS 1 Row at midpt 8-15,5-16 ,`�Q� * I R OFtss Max Horz 2=-117(LC 13) �� �,NGIINER �� Max Uplift11=-475(LC 9),2=-475(LC 8) �� �/-r_... Max Gray 11=2422(LC 31),2=2424(LC 31) 89200PE r FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-18=-6169/1081,3-18=-6085/1089,3-19=-5622/943,19-20=-5534/944,4-20=-5506/949, 4-5=-5448/952,5-21=-4182/817,6-21=-4078/830,6-22=-3878/828,7-22=-3878/828, 7-23=-4078/830,8-23=-4182/817,8-9=-5440/951,9-24=-5498/948,24-25=-5525/942, C) CC 10-25=-5614/941,10-26=-6078/1088,11-26=-6162/1079 '94. ,-'4),OREGON�� 4/ BOT BOT CHORD 2-17=-1052/5738,16-17=-825/4885,15-16=-568/3878,14-15=-780/4878, 13-14=-780/4878,11-13=-959/5731 �O '9 y 4 2� �� WEBS 8-15=-1168-13=-41/608,1/ 5,3-17=-574/262,74125-17=-40/611, 1=-40//611,5-16=-1170/362,6-16=-91/712, MFR Rio, V NOTES- EXPIRES: 12-31-2019 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-7-6,Interior(1)2-7-6 to 12-5-5,Exterior(2)12-5-5 to 23-8-11,Interior(1) 23-8-11 to 33-6-10 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)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. vOtRILL , 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 W'ASftr, `i non-concurrent with other live loads. '�. O W �� 5)Provide adequate drainage to prevent water ponding. .4 ,aO 7- 6)All plates are MT20 plates unless otherwise indicated. / `':•+ '� 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. -47 9)A plate rating reduction of 20%has been applied for the green lumber members. •� $ 39g w� 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 475 lb uplift at joint 11 and 475 lb uplift at �.F�•Gls -i-E� joint 2. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. S`'QNAL S 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 December 15,2017 OMEN WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WEI(REFERENCE PAGE 0/11-7473 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 Wel(' ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IY� R 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 PLH-Milvio F K4036132 61703953 A07 CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:36 2017 Page 2 I D:RcUy5fKeajgsGwsWHeFcRSyA0hA-r7m2xLS7olyWYU4UAP3N4d_pkgML1 ojQt?ou Dvy8nkP NOTES- 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)226 lb down and 114 lb up at 17-11-12,and 199 lb down and 144 lb up at 18-2-4 on top 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:1-6=-64,6-7=-64,7-12=-64,2-11=-20 Concentrated Loads(lb) Vert:22=-371 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 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 PLH-Milvio F K4036133 B1703953 A08 CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:38 2017 Page 1 ID:RcUy5fKeajgsGwsWHeFcRSyA0hA-nVuoMIUNKvCEooEtHg5rA23C2e6uVdajLJH?Hny8nkN 15-10-15 20-4-9 �1-0-0 7-6-15 13-4-11 1� 15-9-7 1 18- 1-0 1 20-3-1 li 22-9-5 28-7-1 1 36-2-0 47-2-0 0-0 7-6 -15 5-9-12 2-4-12 0--8 2-2-1 2-2-1 0--8 2-4-12 5-9-12 7-6-15 0-0 Scale=1:65.1 H 5x8% 2x4 2x4 5 7 1011 5x8 4.00 112 :n 3x4 = 30 4 29 10.... 0 b 9® 32 3x4 31 12 33 3x4 3 13 28 34 P7 35 v 01 2 14 15 0 o; NMMil 19 I g Io 20 19 18 17 16 4x12 = 2x4 3x8= 5x12 MT18H= 3x8 = 2x4 4x12= 1 7-6-15 1 13-4-11 22-9-5 1 28-7-1 36-2-0 I 7-6-15 5-9-12 9-4-10 5-9-12 7-6-15 Plate Offsets(X,V)-- [2:Edge.0-0-4].[12:0-0-0,0-0-0],[13:0-0-0,0-0-0],[14:0-0-0,0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.44 17-19 >992 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -1.05 17-19 >412 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.26 14 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 (Matrix-S) Weight:165 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(2-11-4 max.):4-12. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied. ``` 0 PRQFF.S REACTIONS. MaxiHorz 24109(LC 12)=1655/0-5-8,2=1646/0-5-8 <0 04GINE - cSj0, Max Uplift 14=-448(LC 9),2=-448(LC 8) �4 �9 Max Gray 14=2247(LC 31),2=2235(LC 31) ,' 89200PE r FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-27=-5067/928,27-28=-4949/936,3-28=-4915/944,3-29=-4083/844,29-30=-3977/844, 4-30=-3910/851,4-6=-3782/881,6-8=-3784/882,8-31=-3827/883,9-31=-3827/883, 9-12=-3822/881,12-32=-3952/852,32-33=-4019/845,13-33=-4125/845,13-34=-4946/945, O OREGON �� 34-35=-4979/936,14-35=-5098/929 9L /f' 1 ,` BOT CHORD 2-20=-878/4695,19-20=-878/4695,18-19=-749/4027,17-18=-749/4027,16-17=-799/4723, l '9Y r�Q 414-16=-799/4723 d 4+ P WEBS 3-19=-995/274,4-19=-103/805,8-19=-612/223,8-17=-614/229,12-17=-102/758, 416-RR 10- V 13-17=-979/285 NOTES- EXPIRES: 12-31-2019 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-7-6,Interior(1)2-7-6 to 10-9-9,Exterior(2)10-9-9 to 25-4-7,Interior(1)25-4-7 to 33-6-10 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)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. c� ,RRILL a 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 ,Sy WAS,�r `t' non-concurrent with other live loads. Q I� l� 5)Provide adequate drainage to prevent water ponding. �?� 6)All plates are MT20 plates unless otherwise indicated. olop,0 ..,,t7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4 • 'I 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 will fit between the bottom chord and any other members. ler 9)A plate rating reduction of 20%has been applied for the green lumber members. eS 51398 w� 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 448 lb uplift at joint 14 and 448 lb uplift at 'i{, ��GISTS �' joint 2. 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and'A"gypsum �SSIONALV 6 sheetrock be applied directly to the bottom chord. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 December 15,2017 I ®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,not NI, 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 Job Truss Truss Type Qty Ply PLH-Milvio F K4036133 B1703953 A08 CALIFORNIA 1 1 • Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:38 2017 Page 2 ID:RcUy5fKeajgsGwsWHeFcRSyAohA-nVuoMIUNKvCEooEtHg5rA23C2e6uVdajLJH?Hny8nkN NOTES- 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)163 lb down and 150 lb up at 20-2-0 on top 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=-64,4-5=-64,5-7=-114,6-31=-64,9-31=-114,10-11=-114,11-12=-64,12-15=-64,21-24=-20 Concentrated Loads(Ib) Vert:31=-55 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK 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 MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing METek'' 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 ANSIRPII 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 PLH-Milvio F K4036134 B1703953 A09 California 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:40 2017 Page 1 I D:RcUy5fKeajgsGwsWHeFcRSyA0hA-juOYnj WesWSy15OFPF8J FT9TGRkNzVl0odm6Mgy8nkL 1 0 7-6-15 13-4-11 13-10 15 18-1-0 22-3-1 22-91-5 28-7-1 36-2-0 37-2- 9 �1-0-0 7-6-15 5-9-12 0-6-4 4-2-1 -2-1 0-6-4 5-9-12 7-6-15 1-04 Scale=1:65.1 5x12 MT18H% 5x12 MT18H 3x4= 4.00 I 12 r 8 19 20 6 21 22 . 23 3x4 0 3x10 4 17 24 g8q 3x10 3 R 16 25 -5--- Or 2 t� 8 n 8 10 Io q o '* 8x12 = 15 14 13 12 11 4x12= o 4x12 = 2x4 I I 3x8= 5x12 MT18H= 3x8 = 2x4 7-6-15 I 13-4-11 I 22-9-5 I 28-7-1 I 36-2-0 I 7-6-15 5-9-12 9-4-10 5-9-12 7-6-15 Plate Offsets(X,Y.-- [2:0-2-4,Edge],[2:2-8-8,0-1-81 j2:0-2-4.Edge].[5:0-4-13.0-2-8],[7:0-4-12,0-2-8],[9:0-0-0.0-0-5j LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.56 12-14 >764 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -1.20 12-14 >358 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.32 9 n/a n/a BCLL 0.0 Code IBC2015/TP12014 BCDL 10.0 (Matrix) Weight:161 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E*Except* TOP CHORD Structural wood sheathing directly applied,except 5-7:2x4 DF No.1&Btr G 2-0-0 oc purlins(2-2-0 max.):5-7. BOT CHORD 2x4 DF 2400F 2.0E*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracin. 2-13:2x4 DF No.1&Btr G <?1aO P R Q1 WEBS 2x4 DF Std G s SLIDER Left 2x4 DF Std-G 3-5-15 �� �• NGtIN�F,Si �O* REACTIONS. (Ib/size) 2=2119/0-5-8,9=2059/0-5-8 89200PE 9c- Max Horz 2=91(LC 16) Max Uplift2=-590(LC 8),9=-586(LC 9) Max Gray 2=2670(LC 31),9=2610(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-16=-6539/1380,3-16=-6477/1382,3-4=-6421/1394,4-17=-5575/1265,5-17=-5467/1277, 2. 47 OREGON D• ,0 5-18=-5196/1248,18-19=-5196/1248,19-20=-5196/1248,6-20=-5196/1248, � qY �'� 6-21=-5002/1232,21-22=-5002/1232,22-23=-5002/1232,7-23=-5002/1232, 14, `Z Q+ 8 BOT CHORD 2-15=-1278/6091,14-15=-1278/6091,13514 =31227/5558,12-1344SFR R„\ 1227/5558, 11-12=-1227/5976,9-11=-1227/5976 WEBS 4-14=-945/349,5-14=-168/894,6-14=-696/329,6-12=-960/353,7-12=-185/1094, EXPIRES: 12-31-2019 8-12=-1024/356 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-7-6,Interior(1)2-7-6 to 8-5-2,Exterior(2)8-5-2 to 27-8-14,Interior(1)27-8-14 to 33-6-10 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for $BRILL ,, reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 J� F WAS 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 �� 3)Unbalanced snow loads have been considered for this design. + �C., 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 / ?.' 9 non-concurrent with other live loads. • ' 5)Provide adequate drainage to prevent water ponding. 0 6)All plates are MT20 plates unless otherwise indicated. "-or 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A �' � 51398 / 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 will ��GIS7 ER� k fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. SS'ONALti'G 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 590 lb uplift at joint 2 and 586 lb uplift at joint 9. Continued on page 2 December 15,2017 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI* Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 MWTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Wel(' 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 Job Truss Truss Type Qty Ply PLH-Milvio F K4036134 B1703953 A09 California 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:40 2017 Page 2 I D:RcUy5fKeajgsGwsWHeFcRSyA0hA-juOYnj WesWSy15OFPF8J FT9TGRkNzVl0odm6Mgy8nkL NOTES- 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)470 lb down and 221 lb up at 13-11-12,216 lb down and 170 lb up at 16-0-12,313 lb down and 217 lb up at 18-1-0,and 216 lb down and 170 lb up at 20-1-4,and 207 lb down and 190 lb up at 22-2-4 on top 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:1-5=-64,5-7=-64,7-10=-64,2-9=-20 Concentrated Loads(Ib) Vert:6=-243 18=-371 20=-150 21=-150 23=-108 ®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,not11 ' 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 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 PLH-Milvio F K4036135 B1703953 A10 California 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:41 2017 Page 1 ID:RcUy5fKeajgsGwsWHeFcRSyAOhA-C4ax?3WGdgapfFzSyyfYnghkUr5Aiyd91 HWfu6yBnkK 11-10-15 26-10-4 1-0-0 5-6-10 9-3-12 11-9-7 18-1-0 24-3-1 24-0-9 30-7-6 35-10-14 11-0-01 5-6-10 1 3-9-3 1 2-5-11 0-11-8 6-2-1 6-2-1 0-L8 2-5-11 1 3-9-3 5-3-8 { Scale:3/16"=1 2x4 11 2x4 I I 2x4 4.00(12 5x8% 5 7 4x8 = 10 11 5x8 4 :'I 22 23 8 24 25 �T. 12 2x4 21 /1161 = ._. . Y ._. _ _ ,H(i 27 2x4 3 13 V 2028 0 V 2 19 14 0 01 ?>r @ I1, lu= Mo: m il 011.1" I 4x8 = 18 17t6 15 4x8 = 3x8 = 5x12 MT18H= 3x8 2x4 I I I 9-3-12 I 18-1-0 26-10-4 1 35-10-14 1 9-3-12 8-9-4 8-9-4 9-0-10 Plate Offsets(X.Y)-- [2:0-1-3.Edge],[14:0-0-4,0-0-10],[15:0-2-12,0-1-8],[18:0-1-12,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.49 17 >877 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.87 Vert(CT) -1.10 17-18 >390 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.27 14 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 (Matrix) Weight:172 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G'Except* TOP CHORD Structural wood sheathing directly applied or 2-4-15 oc purlins,except 4-12:2x6 DF No.2 2-0-0 oc purlins(3-3-10 max.):4-12. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-10-13 oc brae,•. WEBS 2x4 DF Std G WEBS 1 Row at midpt 8-18,8-15 K«,9° P R opt,, REACTIONS. (lb/size) 14=1549/Mechanical,2=1618/0-5-8 ���� t�N`"INEF,4 `r/o�9 Max Horz 2=89(LC 12) Max Uplift14=-413(LC 9),2=-482(LC 8) 89200PE Max Gray 14=1790(LC 31),2=1905(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-19=-4427/1089,19-20=-4409/1090,3-20=-4342/1103,3-21=-4008/1050, 4-21=-3904/1056,4-6=-3761/1085,6-22=-3761/1085,22-23=-3761/1085, fl Cr 8-23=-3761/1085,8-24=-3818/1101,24-25=-3818/1101,25-26=-3818/1101, "l'� 4_OREGON t‘ �<(/ 9-26=-3818/1101,9-12=-3818/1101,12-27=-3960/1075,13-27=-4065/1066, 13-28=4326/1139,14-28=-4435/1132 �� y 14, 2��j, BOT CHORD 2-18=-1039/4093,17-18=-1285/5253,16-17=-1285/5253,15-16=-1285/5253, 4-, ILA- vI� � 14-15=-1017/4112 WEBS 3-18=-334/218,4-18=-69/688,8-18=-1787/492,8-17=0/343,8-15=-1798/492, 12-15=-77/681,13-15=-293/239 EXPIRES: 12-31-2019 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-7-1,Interior(1)2-7-1 to 6-10-0,Exterior(2)6-10-0 to 11-10-15,Interior(1) 16-8-9 to 19-5-7,Exterior(2)24-3-1 to 35-10-2 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 >c� LL , 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4 ' v WAS, `t), 3)Unbalanced snow loads have been considered for this design. O I� 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 `� •. C� 7. non-concurrent with other live loads. ,/ r e" -"`-- 5)Provide adequate drainage to prevent water ponding. •' _ 'a 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -- r . ii,,,, 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 will 11 51398 klAff� fit between the bottom chord and any other members. O� ��GISTE� 9)A plate rating reduction of 20%has been applied for the green lumber members. cs G 10)Refer to girder(s)for truss to truss connections. sj�NAL'�� 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 413 lb uplift at joint 14 and 482 lb uplift at joint 2. Continued on page 2 December 15,2017 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10,03/2015 BEFORE USE. T Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,nota a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A 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 PLH-Milvio F K4036135 B1703953 A10 California 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:41 2017 Page 2 ID:RcUySfKeajgsGwsWHeFcRSyAOhA-C4ax?3WGdgapfFzSyyfYnghkUr5Aiyd91 HWfu6y8nkK NOTES- 12)"Fix heels only Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)126 lb down and 176 lb up at 24-2-0 on top 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=-64,4-5=-64,5-7=-114,6-26=-64,9-26=-114,10-11=-114,11-12=-64,12-14=-64,2-14=-20 Concentrated Loads(lb) Vert:26=-17 ®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 lot 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 Job Truss I Truss Type Qty Ply PLH-Milvio F K4036136 61703953 All CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:43 2017 Page 1 I D:RcUy5fKeaj gsGws WHeF cRSyA0hA-8Th h PkY W8RgXuZ6g4Nh0t5n_4fpsAo?S Ub?mz?y8n kl -1 5-6-10 5-6-10 I 9-2-0 9-110-1p 18-1-0 26-3-1 2i7-0-v 30-7-6 35-10-14 0-0 5-6-10 3-7-6 0-8-15 8-2-1 8-2-1 0-8-15 3-7-6 5-3-8 Scale=1:64.7 5x12----- 4.00 4.00 112 4x12 = 5x12 4 7 18 19 . 21 2�_� 5 _ 23 _�4 2�_� 26 2;6 2x4 - - — 2x4 3 ..411W1111111111111111. l'Ir .. '',, — 7 16 29 v 15 30 Y m 2 8 n Y`1 �� . u o — ]o 4x12 = 12 11t0 9 5x10 = 3x10 = 7x14 MT18H= 3x10 = 2x4 I I I 9-2-0 I 18-1-0 119-3-0120-7-0 1 27-0-0 35-10-14 I 9-2-0 8-11-0 1-2-0 1-4-0 6-5-0 8-10-14 Plate Offsets(X.Y)-- [2:0-0-0,0-0-4].[8:0-0-0.0-1-5],[9:0-4-0,0-1-8].[12:0-2-11.0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL) -0.72 11 >597 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.72 Vert(CT) -1.32 11-12 >325 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.33 8 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 (Matrix) Weight 165 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied,except 4-6:2x6 DF 2400F 2.0E 2-0-0 oc purlins(3-8-4 max.):4-6. BOT CHORD 2x4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 5-9-12 oc braci r.WEBS 2x4 DF Std G G OTHERS 2x4 DF Std G WEBS 1 Row at midpt 5-12,5-9 \���� G pR�L£�ots, REACTIONS. (lb/size) 8=1904/Mechanical,2=2051/0-5-8 �c.;.. �` R "F... Max Max Horz 2=69(LC 16) 89200 P E Max Uplift8=-553(LC 9),2=-614(LC 8) Max Gray 8=2218(LC 31),2=2430(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-15=-5979/1588,15-16=-5890/1589,3-16=-5839/1596,3-4=-5676/1526, �� 4-17=-5350/1482,17-18=-5350/1482,18-19=-5350/1482,19-20=-5350/1482, "9 OREGON 20-21=-5350/1482,21-22=-5350/1482,5-22=-5350/1482,5-23=-5078/1495, 1.< .9 0\ '` 23.24=-5078/1495,24-25=-5078/1495,25-26=-5078/1495,26-27=-5078/1495, Q y 2 14, -� 27-28=-5078/1495,6-28=-5078/1495,6-7=-5400/1541,7-29=-5567/1632, MER R I LA- 'el 29-30=-5579/1628,8-30=-5688/1625 BOT CHORD 2-12=-1445/5552,11-12=-2040/7187,10-11=-2040/7187,9-10=-2040/7187, 8-9=-1484/5289 EXPIRES: 12-31-2019 WEBS 3-12=-419/287,4-12=-171/899,5-12=-2157/802,5-11=0/336,5-9=-2441/821, 6-9=-181/994,7-9=-409/308 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-7-1,Interior(1)2-7-1 to 4-2-13,Exterior(2)4-2-13 to 9-3-12,Interior(1) itR11-L 9 14-4-11 to 21-9-5,Exterior(2)26-10-4 to 35-10-2 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for �� v WAS �,f. members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 • �r I�� �� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. ` �.,,-.t._% 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 't49 non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. .- '°z+/ 4 6)All plates are MT20 plates unless otherwise indicated. 4 �' �c� 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. it,, F S]3Th �" w 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `�-e 05s fit TSR fit between the bottom chord and any other members. SSIONAL' 1 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Refer to girder(s)for truss to truss connections. Continued on page 2 December 15,2017 I �111•1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2075 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 mit 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 PLH-Milvio F K4036136 61703953 All CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:43 2017 Page 2 I D:RcUy5fKeajgsGwsWHeFcRSyA0hA-8ThhPkYWBRgXuZ6g4NhOt5n_4fpsAo?SUb?mz?y8nkl NOTES- 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 553 lb uplift at joint 8 and 614 lb uplift at joint 2. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)248 lb down and 179 lb up at 9-11-12,110 lb down and 118 lb up at 12-0-12,203 lb down and 169 lb up at 14-0-12,206 lb down and 175 lb up at 16-0-12,170 lb down and 175 lb up at 18-1-0,206 lb down and 175 lb up at 20-1-4,203 lb down and 169 lb up at 22-1-4,and 110 lb down and 118 lb up at 24-1-4,and 74 lb down and 143 lb up at 26-2-4 on top 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=-64,4-6=-64,6-8=-64,2-8=-20 Concentrated Loads(Ib) Vert:5=-101 17=-149 18=-45 19=-134 22=-137 23=-137 26=-134 27=-45 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 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 ANSIITPI1 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 PLH-Milvio F K4036137 B1703953 Al2 CALIFORNIA GIRDER 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:46 2017 Page 1 ID:RcUy5fKeajgsGwsWHeFcRSyAOhA-Y2Ng2maPRMC611 rPIVFjUkPVGsuHNFguAZDQZKy8nkF 11-0-9 7-2-0 7-110-15 14-5-9 I 21-9-2 I 28-3-1 2¢-0- 35-10-14 1-0-0 7-2-0 0-8-156-6-10 7-3-9 6-5-15 d 9- 6-10-11 Scale=1:65.8 4.00 12 5x10 5x12 4x6= 4x8 = 4x12= 3 4 „ 15 16 �_� 4 1,_N 18 19 20 �_ 6 21 �_ 222, 24 �_ 2 7 o � - l c7 "*w �� N o1 2 nfl nn nn nn nn nn nnnn nn n, 'nn nn nn nn nn fill nn . I� o o 4x12 =26 27 28 13 29 30 31 12 32 33 34 11 10 35 36 37 38 9 39 40 41 4x12 LUS24 LUS24 LUS24 4x6= LUS24 LUS24 4x4 = 7x14 MT18H= LUS24 LUS24 4x6 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 2x4 II LUS24 LUS24 LUS24 I 7-2-0 I 14-5-9 21-9-2 I 29-0-3 I 35-10-14 I 7-2-0 7-3-9 7-3-9 7-3-1 6-10-11 Plate Offsets(X,Y)-- [2:0-6-0,0-1-12],18:0-6-0,0-1-11] 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 0.96 Vert(LL) -0.62 10-12 >691 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.55 Vert(CT) -1.39 10-12 >307 180 MT18H 220/195 TCDL 7.0 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(CT) 0.23 8 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Weight:373 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied,except 3-5:2x6 DF 2400F 2.0E,7-8:2x4 DF 2400E 2.0E,5-7:2x6 DF No.2 2-0-0 oc purlins(3-7-9 max.):3-7. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc braci WEBS 2x4 DF Std G WEBS 1 Row at midpt 4-13,6-9 �ti9,ED PR OF-ss REACTIONS. (Ib/size) 8=3762/Mechanical,2=3333/0-5-8 �5 v.,,GIINE ,4 o Max Horz 2=58(LC 10) t? Max Uplift8=-1162(LC 7),2=-935(LC 6) Max Gray 8=4013(LC 29),2=3638(LC 29) 89200PE �' FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-10244/2737,3-14=-9527/2624,14-15=-9527/2624,15-16=-9527/2624, 16-17=-9527/2624,4-17=-9527/2624,4-18=-14671/4482,18-19=-14671/4482, tr 5-19=-14671/4482,5-20=-14671/4482,6-20=-14671/4482,6-21=-10049/3031, -7OREGON 21-22=-10049/3031,22-23=-10049/3031,23-24=-10049/3031,24-25=-10049/3031, �9 �•9 O'�� �� 7-25=-10049/3031,7-8=-10826/3176 Q Y 14, 2 1;6' BOT CHORD 2-26=-2589/9661,26-27=-2589/9661,27-28=-2589/9661,13-28=-2589/9661, i 13-29=-4414/14671,29-30=-4414/14671,30-31=-4414/14671,31-32=-4414/14671, R R A o- 12-32=-4414/14671,12-33=-4483/14753,33-34=-4483/14753,11-34=-4483/14753, 10-11=-4483/14753,10-35=4483/14753,35-36=-4483/14753,36-37=-4483/14753, EXPIRES: 12-31-2019 37-38=-4483/14753,9-38=4483/14753,9-39=-2968/10208,39-40=-2968/10208, 40-41=-2968/10208,8-41=-2968/10208 WEBS 3-13=-388/2038,4-13=-5621/2032,4-12=0/696,6-10=0/667,6-9=-5160/1710, 7-9=-555/2410 NOTES- R.RTLL B 1)2-ply truss to be connected together with 10d(0.120"x3")nails as follows: J ) WAS. Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-7-0 oc. O I,� �� Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. `� ,_� C>, 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 i . "` ' ASA connections have been provided to distribute only loads noted as(F)or F B O,unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS j+4. � (envelope)automatic zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 "d1:) S]398„.c� 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.1 p �� P~ 5)Unbalanced snow loads have been considered for this design. r(7, • NAL 6)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 `StONALE�C' non-concurrent with other live loads. 7)Provide adequate drainage to prevent water ponding. Continued on page 2 December 15,2017 ...... WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. bluff 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/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 Job Truss Truss Type Qty Ply PLH-Milvio F K4036137 B1703953 Al2 CALIFORNIA GIRDER 1 2 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:46 2017 Page 2 I D:RcUy5fKeajgsGws WHeFcRSyAOhA-Y2Ng2maPRMC611 rPIVFjUkPVGsuH NFguAZDQZKy8nkF NOTES- 8)All plates are MT20 plates unless otherwise indicated. 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. 12)Refer to girder(s)for truss to truss connections. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1162 lb uplift at joint 8 and 935 lb uplift at joint 2. 14)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-4 oc max.starting at 2-0-12 from the left end to 34-1-4 to connect truss(es)to back face of bottom chord. 17)Fill all nail holes where hanger is in contact with lumber. 18)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)360 lb down and 218 lb up at 7-11-11,315 lb down and 201 lb up at 10-0-12,307 lb down and 206 lb up at 12-0-12,278 lb down and 206 lb up at 14-0-12,254 lb down and 206 lb up at 16-0-12,252 lb down and 188 lb up at 18-1-0,254 lb down and 206 lb up at 20-1-4,278 lb down and 206 lb up at 22-1-4,307 lb down and 206 lb up at 24-1-4,and 315 lb down and 201 lb up at 26-1-4,and 181 lb down and 166 lb up at 28-2-4 on top 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:1-3=-64,3-7=-64,7-8=-64,2-8=-20 Concentrated Loads(Ib) Vert 11=-57(B)14=-261 15=-250 16=-239 17=-209 18=-185 19=-183 20=-185 21=-209 22=-239 24=-250 25=-82 26=-57(B)27=-57(B)28=-57(B)29=-57(B)30=-57(B) 31=-57(B)32=-57(B)33=-57(B)34=-57(B)35=-57(B)36=-57(B)37=-57(B)38=-57(B)39=-312(B)40=-312(B)41=-312(B) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M8-7473 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/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 PLH-Milvio F K4036138 B1703953 B01 CALIFORNIA GIRDER 1 1 I Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:48 2017 Page 1 I D:RcUy5fKeajgsGwswHeFcRSyAOhA-UQVaTScfz_Sq_K?otwHBZ9UuGgUZr7EBetiXeCy8nkD 1-1-0-0 1 2-4-14 2110-15 5-6-12 1 7-10-14 81-4-15 10-7-1 111-1-2 13-5-4 I 16-1-1 116-7-2 19-0-0 1 20-0-0 1 1-0-0 2-4-14 0-6-1 2-7-13 2-4-2 0-6-1 2-2-2 -6-1 2-4-2 2-7-13 -6-1 2-4-14 1-0-0 Scale=1:36.9 4x12 = 8x12 = 4.00 12 4x8 19 23 5x8= Wit- 9 2Au.— 5x8= 4x8 15 3 6 17 `� 4 -."4111111111111 Y ea: 25 2. - 27 aillIM41%, sr a e 1019 o rg 3x10—_ 28 14 29 30 31 13 32 12 33 34 35 11 36 5x8 = 3x10= 4x8= 4x6 = 5x8 = I 2-4-14 1 5-6-12 1 7-10-14 1 11-1-2 i 13-5-4 I 16-7-2 i 19-0-0 2-4-14 3-1-14 2-4-2 3-2-4 2-4-2 3-1-14 2-4-14 Plate Offsets(X,Y)-- [2:0-10-0,0-0-6],[4:0-4-0.0-3-0],[5:0-6-1,Edge].[6:0-6-1,Edge],[7:0-4-0.0-3-0].[9:0-10-0,0-0-61[11:0-3-9,0-2-12],[13:0-1-15.0-2-0].[14:0-3-9,0-2-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.50 12-13 >441 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.88 Vert(CT) -1.02 12-13 >218 180 TCDL 7.0 Rep Stress Ina NO WB 0.74 Horz(CT) 0.17 9 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 (Matrix) Weight:82 lb FT=10% BCDL 10.0 g LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-6-4 oc purlins,except BOT CHORD 2x4 DF 2400F 2.0E 2-0-0 oc purlins(2-6-10 max.):3-4,5-6,7-8. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 5-5-15 oc braci QED •-.•-. R AFF REACTIONS. (lb/size) 2=1349/0-5-8,9=1349/0-5-8 �y str Max Horz 2=-33(LC 15) �5 ANG I NEF,q /p Max Uplift2=-474(LC 6),9=-474(LC 7) Max Gray 2=1533(LC 38),9=1533(LC 38) 9 89200PE r FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-15=-4132/1231,3-15=-4083/1234,3-16=-3716/1152,16-17=-3716/1152, 17-18=-3716/1152,4-18=-3716/1152,4-19=-5290/1648,5-19=-5246/1653, 5-20=-5023/1604,20-21=-5023/1604,21-22=-5023/1604,6-22=-5023/1604, O �c 6-23=-5247/1654,7-23=-5290/1650,7-24=-3716/1152,24-25=-3716/1152, -` ,�OREGON Ix 1Ix 25-26=-3716/1152,8-26=-3716/1152,8-27=-4083/1235,9-27=-4132/1231 BOT CHORD 2-28=-1182/3906,14-28=-1182/3906,14-29=-2288/7135,29-30=-2288/7135, /O '9r 4 (1°.\0.- 30-31=-2288/7135,13-31=-2288/7135,13-32=-1532/5023,12-32=-1532/5023, /lic 12-33=-2257/7136,33-34=-2257/7136,34-35=-2257/7136,11-35=-2257/7136, R R I L� 11-36=-1149/3906,9-36=-1149/3906 WEBS 3-14=-207/950,4-13=-2124/745,5-13=-133/792,6-12=-141/792,7-12=-2123/745, EXPIRES: 12-31-2019 8-11=-207/950,7-11=-3510/1179,4-14=-3509/1178 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 vs:E,RR[LL a 3)Unbalanced snow loads have been considered for this design. w F WAS/1414> 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 O � non-concurrent with other live loads. -, �j, 5)Provide adequate drainage toprevent water ponding. 4*- q 9 . ii 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦. l 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 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. A-P 51398 cy� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 474 lb uplift at joint 2 and 474 lb uplift at 0,{, 'f'.. G./STEN ' joint 9. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. s6'/ONALti�C' 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 December 15,2017 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.I W03/2015 BEFORE USE. sotDesign 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 A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVIiTek' 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 ANSIITPI1 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 PLH-Milvio F K4036138 B1703953 B01 CALIFORNIA GIRDER 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:48 2017 Page 2 I D:RcUy5fKeajgsGwsWHeFcRSyAOhA-UQVaTScfz_Sq_K?otwHBZ9UuGg UZr7EBetiXeCy8nkD NOTES- 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)116 lb down and 120 lb up at 2-11-12,68 lb down and 64 lb up at 3-5-4, 307 lb down and 219 lb up at 8-5-12,169 lb down and 114 lb up at 9-6-0,307 lb down and 219 lb up at 10-6-4,and 68 lb down and 64 lb up at 15-6-12,and 116 lb down and 120 lb up at 16-0-4 on top chord,and 16 lb down at 2-0-12,92 lb down and 44 lb up at 3-5-4,56 lb down at 5-6-12,54 lb down at 7-6-12,54 lb down at 9-6-0,54 lb down at 11-5-4,56 lb down at 13-5-4,and 92 lb down and 44 lb up at 15-6-12,and 16 lb down at 16-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-4=-64,4-5=-64,5-6=-64,6-7=-64,7-8=-64,8-10=-64,2-9=-20 Concentrated Loads(Ib) Vert:16=-17(F)17=-33(F)20=-208 21=-134(F)22=-208 25=-33(F)26=-17(F)28=-8(F)29=-92(F)30=-28(F)31=-27(F)32=-27(F)33=-27(F)34=-28(F)35=-92(F) 36=-8(F) ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 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 ANSIITPII 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 PLH-Milvio F K4036139 B1703953 B02 California 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:49 2017 Page 1 ID:RcUy5fKeajgsGwsWHeFcRSyAOhA-zd3ygocHkHagcUa_QeoQ6M16A3usaY?KtXS5Afy8nkC 1-1-0-0 1 4-0-14 45-1g 9-6-0 I 14-5-1 14-11-F 19-0-0 i 20-0-0 i 1-0-0 4-0-14 -6-1 4-11-1 4-11-1 -6-1 4-0-14 1-0-0 Scale=1:35.7 4.0012 4x6 4x8 = 4x6 ,3 1 �/ 12 �� 13 M. 14 �� 15 �/ 1:1011a. , w 4 2 6 W `� Y Y Y �' 7 o 10 9 8 3x6% 3x6 4x4 = 2x4 H 4x4— i 4-0-14 I 9-6-0 I 14-11-2 I 19-0-0 I 4-0-14 5-5-2 5-5-2 4-0-14 Plate Offsets(X,Y)-- [2:0-3-12.0-1-8],[3:0-2-0.0-2-0].[5:0-2-0,0-2-01[6:0-3-12.0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.26 9 >841 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.62 Vert(CT) -0.50 9 >446 180 TCDL 7.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.10 6 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 (Matrix) Weight:76 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc purlins,except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(3-8-0 max.):3-5. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 7-7-3 oc bracin.QED PR OFcc REACTIONS. (lb/size) 2=865/0-5-8,6=865/0-5-8 'S(' ss Max Horz 2=-31(LC 13) �r'J �r1G'�NE ,4 /p Max Uplift2=-285(LC 8),6=-285(LC 9) �NT 2-9 Max Grav2=915(LC 31),6=915(LC 31) 89200PE T FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2501/548,3-11=-2307/541,11-12=-2307/541,12-13=-2307/541,4-13=-2307/541, 4-14=-2307/541,14-15=-2307/541,15-16=-2307/541,5-16=-2307/541,5-6=-2501/548 BOT CHORD 2-10=-471/2363,9-10=-780/3850,8-9=-780/3850,6-8=-456/2363 Si arr WEBS 3-10=-34/484,4-10=-1585/358,4-8=-1585/358,5-8=-34/484 "AL 41,OREGON,ws �<(/ <0 O irk 14 r 2Q'ela'4 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS SFR R 1 L\- (envelope)automatic zone and C-C Exterior(2)-1-0-0 to 8-5-9,Interior(1)8-5-9 to 10-6-7,Exterior(2)10-6-7 to 14-9-5 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 EXPIRES: 12-31-2019 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. `� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1v.` z-Z, ,, 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 will � ) v WAS `7' fit between the bottom chord and any other members. Cl, k7v ?� 8)A plate rating reduction of 20%has been applied for the green lumber members. fr. ,, �'?6 '.P 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 285 lb uplift at joint 2 and 285 lb uplift at ,U �'' joint 6. 4.. � .. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 1 t`'r 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)107 lb down and 158 lb up at -1!),,., 51398.„0 4-7-12,and 107 lb down and 158 lb up at 14-4-4 on top chord. The design/selection of such connection device(s)is the responsibility F of others. . GrsTFR 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �sSrONALv-A- LOAD CASE(S) Standard Continued on page 2 December 15,2017 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES 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 mit 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 ANSVTPII 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 J Job Truss Truss Type Qty Ply PLH-Milvio F K4036139 B1703953 B02 California 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:49 2017 Page 2 ID:RcUy5fKeajgsGwsWHeFcRSyAOhA-zd3ygocHkHagcUa_QeoQ6M16A3usaY?KtXS5Afy8nkC LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-5=-64,5-7=-64,2-6=-20 Concentrated Loads(Ib) Vert:11=-8(F)16=-8(F) ®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 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 ANSIITPII 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 Oty Ply PLH-Milvio F K4036140 B1703953 B03 CALIFORNIA GIRDER 1 3 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:51 2017 Page 1 ID:RcUy5fKeajgsGwsWHeFcRSyAOhA-v?Aj5TeXGvrOrokNY2quBn6NjtZR2SbdKrxBFXy8nkA 1 -1-0-0 1 5-8-14 2-11 8-1-0 1 10-1-0 1 12-9-23-3-? 16-1-0 I 19-0-0 I 1-0-0 5-8-14 0-e-0 1-10-2 2-0-0 2-8-2 6-0-0 2-9-14 2-11-0 Scale=1:34.0 5x12 MT18H 4.00 12 4x8= 3x4 = 7x14 MT18H mN tt , 5 z 34 M - � •iii IA 3x 4 7 11111111111.11' w wIII ��� `, N � r � . P °.'0 oggllMIH_IIIIIIIMIIIII 13 12 11 17 10 18 19 9 4x12 = 4x6— 3x8 II 6x6— 8x8 - 3x6 II 5x16 I 5-8-14 I 8-1-0 1 10-1-0 1 13-3-2 I 16-1-0 I 19-0-0 I 5-8-14 2-4-2 2-0-0 3-2-2 2-9-14 2-11-0 Plate Offsets(X,Y)-- [2:0-6-0,0-1-12],[3:0-4-9,0-2-8],[4:0-2-12,0-1-12],[6:0-4-8,0-3-8],[8:0-4-5,0-3-5],[9:0-4-4,0-1-8],[10:0-4-0,0-4-8],[11:0-3-0,0-3-12],[12:0-4-8,0-1-8],[13:0-3-0 ,0-1-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.85 Vert(LL) -0.36 11 >614 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.68 Vert(CT) -0.69 11 >321 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.13 8 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 BCDL 10.0 (Matrix) Weight:280 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc• 'Is except BOT CHORD 2x6 DF 2400F 2.0E 2-0-0 oc purlins(3-5-6 max.):3-6. WEBS 2x4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc b •t EO PR OFFS REACTIONS. (lb/size) 8=10703/0-5-8,2=6016/0-5-8 ���`�� �NC"�NEFq `S�p2 Max Horz 2=49(LC 52) Max Uplift8=-2515(LC 7),2=-1698(LC 6) 89200PE t Max Gray 8=10802(LC 29),2=6167(LC 29) ' FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-18802/5111,3-14=-17489/4798,4-14=-17489/4798,4-15=-25920/6857, 5-15=-25920/6857,5-16=-22690/5788,6-16=-22690/5788,6-7=-24057/6115, Q Cr 7-8=-24740/6012 �G 7938,1 2-1 3=-666 0/2471 5,1 1-1 2=-6660/2471 5,11-17=-6787/25920, /Q q� 2.OREGON l(/ �N� te BOT CHORD 2-13=4858/ 10-17=-6787/25920,10-18=-5654/23328,9-18=-5654/23328,9-19=-5654/23328, 14, Qv` 8-19=-5654/23328 Mc e WEBS 3-13=-1377/5323,4-13=-9027/2450,4-12=-1297/4211,4-11=-244/1609,5-11=-577/1657, �R�,-�' 5-10=-3691/1276,6-10=-1493/6067,7-10=-334/260,7-9=-237/1706 EXPIRES: 12-31-2019 NOTES- 1)N/A 2)3-ply truss to be connected together with 10d(0.120'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-4-0 oc. Bottom chords connected as follows:2x6-3 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. LL , 3)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 ,4' ) .WASit, connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. Cl,� 4)Wind:ASCE 7-10;VuIt=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS l` —+?,. G, 'fs (envelope)automatic zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 `_op u:7 ':e' 5)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 6)Unbalanced snow loads have been considered for this design. 7)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 rr non-concurrent with other live loads. •-6 51348 k/' 8)Provide adequate drainage to prevent water ponding. I � 'GIS-i- 9)All plates are MT20 plates unless otherwise indicated. -c 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. SSIONALV C) 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. Continued on page 2 December 15,2017 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. il Design valid for use only with MiTekSt 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 bradng 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 PLH-Milvio F K4036140 B1703953 803 CALIFORNIA GIRDER 1 3 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:51 2017 Page 2 I D:RcUy5fKeajgsGwsWHeFcRSyAOhA-v?Aj5TeXGvrOrokNY2quBn6NjtZR2Sbd Kr(BFXyBnkA NOTES- 12)A plate rating reduction of 20%has been applied for the green lumber members. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2515 lb uplift at joint 8 and 1698 lb uplift at joint 2. 14)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb down and 38 lb up at 6-3-11,and 63 lb down and 38 lb up at 12-8-5 on top chord,and 4289 lb down and 1366 lb up at 8-1-9,2226 lb down and 586 lb up at 10-0-12,1752 lb down and 432 lb up at 12-0-12,2436 lb down and 550 lb up at 14-0-12,and 2070 lb down and 407 lb up at 16-0-12,and 2310 lb down and 425 lb up at 18-0-12 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:1-3=-64,3-6=-64,6-8=-64,2-8=-20 Concentrated Loads(Ib) Vert:12=-4289(B)11=-2226(B)9=-2070(B)17=-1752(8)18=-2436(B)19=-2310(B) AWARNING-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 p 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 Job Truss Truss Type Qty Ply PLH-Milvio F K4036141 B1703953 D01 California Girder 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:51 2017 Page 1 I D:RcUy5fKeajgsGwswHeFcRSyAOhA-v?Aj5TeXGvrOrokNY2quBn6MwtZs2d8dKrxBFXy8nkA i -1-0-0 I 3-2-0 '3-10-15 I 9-4-9 i 10-1-8 I 13-3-8 1 14-3-8 1-0-0 3-2-0 0-8-15 5-5-10 0-8-15 3-2-0 1-0-0 Scale=1:26.0 6x8 \\ 4.00112 5x6= 3� ,� 9 7 ,4 O/11 I 12 V - 5 V 2 — - — � i ` 6 _ 13 8 7 14 3x6= 2x4 H 4x4= 3x8 = 3-2-0 10-1-8 1 13-3-8 1 3-2-0 6-11-9 3-2-0 Plate Offsets(X Y)-- [3:0-3-8,0-2-4].[4:0-4-0,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.08 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.65 Vert(CT) -0.24 7-8 >652 180 TCDL 7.0 Rep Stress Incr NO WB 0.15 Horz(CT) 0.05 5 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 BCDL 10.0 (Matrix) Weight:59 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc purlins,except 3-4:2x6 DF No.2 2-0-0 oc purlins(3-0-3 max.):3-4. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 8-8-3 oc bracin. WEBS 2x4 DF Std G •< O PROF S REACTIONS. (lb/size) 2=1101/0-5-8,5=1085/0-5-8 ���� �C.NOINEE'4 `S/'91- Max Horz 2=27(LC 52) 9 Max Uplift2=-347(LC 6),5=-343(LC 7) Max Grav2=1199(LC 29),5=1185(LC 29) 89200PE FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2327/563,3-9=-2497/633,9-10=-2500/634,10-11=-2502/633,11-12=-2507/633, 4-12=-2508/634,4-5=-2678/637 BOT CHORD 2-13=-504/2178,8-13=-504/2178,7-8=-504/2178,7-14=-579/2546,5-14=-579/2546 '}y4 OREGON�� A.WEBS 3-8=0/367,3-7=-107/350,4-7=0/356 .9r 2� NOTES- O MFR R I L�- (61.1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.1 EXPIRES: 12-31-2019 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 will RRILL is fit between the bottom chord and any other members. �� tF WAS '1, 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 347 lb uplift at joint 2 and 343 lb uplift at #40-4,,,,, joint 5. :/4:-.74:::7:11(t3:471.'ll 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss.11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)219 lb down and 154 lb up at3-11-12,and 219 lb down and 154 lb up at 9-3-12 on top chord,and 34 lb down at 2-0-12,338 lb down and 90 lb up at 2-4-4,and 338 lb down and 90 lb up at 10-11-4,and 34 lb down at 11-2-12 on bottom chord. The design/selection of such connection device(s)is "�the responsibility of others. t 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). SSIDNALV' LOAD CASE(S) Standard Continued on page 2 December 15,2017 t SWIM ®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 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 ANSIITPII 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 PLH-Milvio F K4036141 B1703953 D01 California Girder 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:52 2017 Page 2 I D:RcUy5fKeajgsGwsWHeFcRSyAOhA-NCk5lpf91 CzFTyIZ6mM7k?fXgHv5n4OnZVglnzy8nk9 LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-4=-64,4-6=-64,2-5=-20 Concentrated Loads(Ib) Vert:9=-120 12=-120 13=-355(F)14=-355(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Me-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 �1 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek' 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 ANSUTPt1 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 PLH-Milvio F K4036142 B1703953 D02 California 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:53 2017 Page 1 I D:RcUy5fKeajgsGwsWHeFcRSyA0hA-rOITW9goo W5655tIfTtMGCBp WhJ?WY1 wn9QIJQy8nk8 1 -1-0-0 I 5-4-14 q-10-15 7-4-9 -10-1q 13-3-8 I 14-3-8 1 1-0-0 5-4-14 0-6-1 1-5-10 0-6-1 5-4-14 1-0-0 Scale=126.0 4x6% 4x6 4.00 112 12 �� 12 4 .1.1011111111111111b160, 13 .,';,F 4 N 2 5 i � 6 Z8 7 Z 3x6% 2x4 II 2x4 II 3x6 I 5-4-14 1 7-10-10 I 13-3-8 I 5-4-14 2-5-12 5-4-14 Plate Offsets(X,Y)-- [2:0-3-12.0-1-8]..15:0-3-12.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.08 5-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.42 Vert(CT) -0.15 5-7 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.03 5 n/a n/a BCLL 0.0 Code IBC2015/TP12014 (Matrix) Weight:46 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-1-15 oc purlins,except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(5-4-3 max.):3-4. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc brac •• PR OF�s REACTIONS. (lb/size) 2=717/0-5-8,5=717/0-5-8 Co• w,GINE s/ Max Horz 2=39(LC 56) �e� `� FR QA Max Uplift2=-227(LC 8),5=-227(LC 9) !� Max Grav2=954(LC 31),5=954(LC 31) 89200PE 9c' FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-9=-1699/394,3-9=-1583/399,3-10=-1514/415,10-11=-1514/415,11-12=-1514/415, 4-12=-1514/415,4-13=-1583/399,5-13=-1699/394 BOT CHORD 2-8=-296/1523,7-8=-299/1514,5-7=-296/1523 Co 'Cr 7G OREGON�� A. NOTES- 2 P+ 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS /Q AI r 1 4, c],`_ (envelope)automatic zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for •✓/4p R,`� v members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 +� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. EXPIRES: 12-31-2019 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 will ItRIL fit between the bottom chord and any other members. L B 8)A plate rating reduction of 20%has been applied for the green lumber members. J ) WAS `t 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 227 lb uplift at joint 2 and 227 lb uplift at O I16 .S ojoint 5. 14,10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ./ p �� i;� h- ^`' 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ' 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)149 lb down and 113 lb up at \/ . 5-11-12,and 149 lb down and 113 lb up at 7-3-12 on top chord. The design/selection of such connection device(s)is the --,„.Tr responsibility of others. A� ••51398 QA ck" LOAD CASE(S) Standard GISTE'I ‹s,,., .4C" �� Continued on page 2 December 15,2017 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2016 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is bawd 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' 1iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Il 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 PLH-Milvio F K4036142 B1703953 D02 California 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:53 2017 Page 2 ID:RcUy5fKeajgsGwsWHeFcRSyA0hA-rOITW9gooW5655tIfTtMGCBp WhJ?WY1 wn9QIJQy8nk8 LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plt) Vert:1-3=-64,3-4=-64,4-6=-64,2-5=-20 Concentrated Loads(Ib) Vert:10=-100 12=-100 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 5111-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 PLH-Milvio F K4036143 B1703953 D03 COMMON 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fn Dec 15 06:36:53 2017 Page 1 I D:RcUy5fKeajgsGwsWHeFcRSyAohA-rOITW9gooW5655tIfTtMGCBoBhJ LWY6wn9QIJQy8nk8 I 6-7-12 I 13-3-8 1 14-3-8 1 6-7-12 6-7-12 1-0-0 Scale=1:23.5 4x4= 2 4.00 112 - I 7 6 1 3 4 1.1 5 3x6 2x4 3x6\ I 6-7-12 13-3-8 I 6-7-12 6-7-12 Plate Offsets(X,Y)-- [1:0-3-12.0-1-8],[3:0-3-12.0-1-8] 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 0.53 Vert(LL) -0.07 1-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.40 Vert(CT) -0.16 1-5 >957 180 TCDL 7.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.02 3 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 BCDL 10.0 (Matrix) Weight:42 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G <AEO P R OFFS REACTIONS. (lb/size) 1=535/0-5-8,3=621/0-5-8 '` __`` n Max Horz 1=-33(LC 17) �\YGIN �'T s�QA Max Uplift1=-54(LC 8),3=-104(LC 9) 'Z'' 89200PE 9r FORCES. Ib -Max.Comp./Max.Ten.-All forces 250 Ib or less except when shown. TOP CHORD 1-6=-955/136,2-6=-879/143,2-7=-878/145,3-7=-956/139 BOT CHORD 1-5=-59/830,3-5=-59/830 WEBS 2-5=0/307 In CC NOTES- ,,OREGON � �tzi 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS / .9k. 2.0\ (envelope)and C-C Interior(1)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& 4, MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 MFR R 1 LA- �P 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs EXPIRES: 12-31-2019 non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 54 lb uplift at joint 1 and 104 lb uplift at joint ,KRILL 3. S'$) •F WAS `7), 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. lir, --'' 0°.'G' ..,.p X16 4,�5139$ , Qrsrao- ,6'4, SIONAL fy' December 15,2017 1 ®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 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 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 PLH-Milvio F K4036144 B1703953 D04 Common Girder 1 2 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:54 2017 Page 1 I D:RcUy5fKeajgsGwsWHeFcRSyAOhA-JasrjVgQZgDzjFSyDBObpQkw04ZcFv230p9rrsy8nk7 I 3-2-0 I 5-2-0 1 6-7-12 i 13-3-8 i 14-3-8 1 3-2-0 2-0-0 1-5-12 6-7-12 1-0-0 Scale=1:23.5 4x8= 4 4.00 12 4x8% 3 3x6 1001 10 2 v . p �� lv ,411111, 11 9 8 7 5x16 3x8 II 8x8= 4x6= HUS26 3x10 = HUS26 HGUS26-2 1 3-2-0 1 5-2-0 1 6-7-12 i 13-3-8 1 3-2-0 2-0-0 1-5-12 6-7-12 Plate Offsets(XVI_- [1:0-4-4.0-3-5].[2:0-2-12.0-1-8].[3:0-2-0.0-1-8].[4:0-4-0.0-1-4].[7:0-2-8.0-1-8].[8:0-3-9.0-4-12].[9:0-4-12.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.15 8-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -0.30 8-9 >510 180 TCDL 7.0 Rep Stress Incr NO WB 0.46 Horz(CT) 0.06 5 n/a n/a BCLL 0.0 Code IBC2015/TP12014 (Matrix) Weight:119 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G`Except* 4-7,3-8:2x4 DF No.1&Btr G 4() a (5.'PROFes REACTIONS. (lb/size) 1=6320/0-5-8,5=2799/0-5-8 �� `i`YGlNEF'7 s/�* Max Horz 1=-57(LC 11) 9 Max Upliftl=-1681(LC 6),5=-812(LC 7) 89200PE c FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-14050/3806,2-3=-11444/3181,3-4=-7576/2083,4-10=-7588/2073,5-10=-7666/2068 BOT CHORD 1-11=-3593/13259,9-11=-3593/13259,8-9=-3593/13259,7-8=-2983/10866, 5-7=-1910/7190 O �� WEBS 4-7=-1223/4548,2-9=-486/2103,2-8=-2699/684,3-8=-1499/5271,3-7=-5620/1625 -7G 4,OREGON NOTES- /O 9y 14, 23:\ # 1)2-ply truss to be connected together with 10d(0.120"x3")nails as follows: MFR R 1 L- Top chords connected as follows:2x4-1 row at 0-4-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-2-0 oc. Webs connec,led asiottwvs:2x4-'I row at 0-9-0 oc. 1-g-31--2019 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=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 5)Unbalanced snow loads have been considered for this design. LL is 6)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 S� v WAsg non-concurrent with other live loads. civ I] ��{ 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • , C1 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will , 'I •j fit between the bottom chord and any other members. . j 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1681 lb uplift at joint 1 and 812 lb uplift ate joint 5. 'o 4* 51398 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. Q�, '.GtsrrER� w 12)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss)or equivalent at 1-2-12 from the left end to connect truss(es)to back -c face of bottom chord. SNONAL V� 13)Use Simpson Strong-Tie HUS26(14-10d Girder,6-10d Truss,Single Ply Girder)or equivalent at 3-2-12 from the left end to connect truss(es)to back face of bottom chord. Continued on page 2 December 15,2017 I AL III I I. I 1 IIlin �� ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.7NO3/2075 BEFORE USE. Ill 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 R 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 Job Truss Truss Type Qty Ply PLH-Milvio F K4036144 B1703953 D04 Common Girder 1 2 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:54 2017 Page 2 I D:RcUy5fKeajgsGwsWHeFcRSyA0hA-JasrjVgQZq DzjFSyDBObpQkw04ZcFv230p9rrsy8nk7 NOTES- 14)Use Simpson Strong-Tie HGUS26-2(20-10d Girder,8-10d Truss)or equivalent at 5-1-15 from the left end to connect truss(es)to back face of bottom chord. 15)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-6=-64,1-5=-20 Concentrated Loads(Ib) Vert:9=-2198(B)8=-3993(B)11=-1770(B) 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTekR 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/7PIM 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 PLH-Milvio F K4036145 B1703953 E01 California Girder 1 1 _ Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:55 2017 Page 1 ID:RcUy5fKeajgsGwsWHeFcRSyA0hA-nnQDxrh2K7LgKP18nuvgMdHE2U?G_TbDFSvPOly8nk6 3-4-14 1 3-10-15 1 4-6-9 1 5-0-10 i 8-5-8 I 3-4-14 0-6-1 0-7-10 0-6-1 3-4-14 Scale=1:16.5 4x4 4x4 4.00112 oismariv 10 q 7 V V 4 1 e • V o 3x8 = 11 6 12 13 5 14 3x8= 2x4 H 2x4 I 3-4-14 I 5-0-10 I8-5-8 I 3-4-14 1-7-12 3-4-14 Plate Offsets(X,Y)-- [1:0-9-6,0-0-13].[4:0-9-6,0-0-13] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.04 5-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.37 Vert(CT) -0.07 5-6 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.06 Horz(CT) 0.02 4 n/a n/a BCLL 0.0 BCDL 10.0 ' Code IBC2015/TP12014 (Matrix) Weight:34 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-1-5 oc purlins,except 1 BOT CHORD 2x6 DF No.2 2-0-0 oc purlins(5-5-0 max.):2-3. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc braci•r) P A OFes REACTIONS. (lb/size) 1=559/Mechanical,4=559/Mechanical Co• INE CS'/ Max Horz 1=19(LC 47) �e� �,N FA? qt. Max Uplift/=-175(LC 6),4=-175(LC 11) Max Gray 1=669(LC 28),4=669(LC 28) 89200PE "Y_,, FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7=-1653/469,2-7=-1602/475,2-8=-1532/475,8-9=-1532/475,3-9=-1532/475, 3-10=-1602/475,4-10=-1653/469 BOT CHORD 1-11=-434/1542,6-11=-434/1542,6-12=-444/1532,12-13=-444/1532,5-13=-444/1532, Q 5-14=-438/1542,4-14=-438/1542 yL 40,OREGON�� �<(/ NOTES- /0 -9k 20 4 5 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS MFR R I O- c (envelope)automatic zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. EXPIRES: 12 -2019 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. RRIL� 8)Refer to girder(s)for truss to truss connections. eq� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 175 lb uplift at joint 1 and 175 lb uplift at ...i ) ,. WAS4 ,1>, joint 4. 1„SJ!, `t 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. / /�'�� "� 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. O . 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)214 lb down and 142 lb up at �, 3-11-12,and 214 lb down and 142 lb up at 4-5-12 on top chord,and 34 lb down at 2-0-12,34 lb down at 4-0-12,and 34 lb down at \ 4-4-12,and 34 lb down at 6-4-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. e,/ 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �.f�O ��$s'r 9 A ISTF.R LOAD CASE(S) Standard -s:c, NAL��� Continued on page 2 December 15,2017 ®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 �x a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 ANSITTPI1 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 PLH-Milvio F K4036145 61703953 E01 California Girder 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:55 2017 Page 2 I D:RcUy5fKeajgsGwsVVHeFcRSyAOhA-nnQ Dxrh2K7Lq KP 18nuvgMdHE2U?G_TbDFSvPOly8nk6 LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-64,2-3=-64,3-4=-64,1-4=-20 Concentrated Loads(Ib) Vert:8=-175(F)9=-175(F)11=-17(F)12=-17(F)13=-17(F)14=-17(F) ®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 ANSIITPII 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 PLH-Milvio F K4036146 B1703953 F01 Monopitch 4 1 - Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:56 2017 Page 1 I D:RcUy5fKeajgsGwsWHeFcRSyAOhA-Fz_c8Big4RThyZcKLcQ3urpPFuL9jwnM U6eywly8nk5 I -1-0-0 14-0-0 1-0-0 4-0-0 Scale=1:11.4 3 4.00112 5 1.T 2 { 1 s ♦2x4— 4 4-0-0 1 4-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.32 Vert(CT) -0.04 2-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Weight:13 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=110/Mechanical,2=244/0-3-12,4=38/Mechanical J:5 '0' P R QFc Max Harz 2=78(LC 8) ,��` `0' Max Uplift3=-74(LC 12),2=-105(LC 8) SCO `NCjIINE�c /� Max Gray 3=122(LC 19),2=248(LC 19),4=76(LC 5) �� v �9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200P E <' NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for 10 CC members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 OREGON 4// 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 �G �Ix A. 3)Unbalanced snow loads have been considered for this design. 70 '9r 14 2O 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 Q' non-concurrent with other live loads. MFR R I O- V 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will /-- fit between the-buttutrt Ututdand any other tncrrrbera EXPIRES: -1-2-31-2019 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 74 lb uplift at joint 3 and 105 lb uplift at joint 2. BRILL 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. .07,4, 4,9 •F WAS `-t>, I""lee:. ri'. ' 'O 164ii �i .4,�51398� ,._kA, > GISTO �s�'ONALE���' December 15,2017 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED 89TEK 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 put 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 ANSIITPI1 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 PLH-Milvio F K4036147 B1703953 G01 GABLE 2 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:56 2017 Page 1 ID:RcUy5fKeajgsGwsWHeFcRSyA0hA-Fz_c8Big4RThyZcKLcQ3urpNauOmjuYMU6eywly8nk5 -1-0-0 1 7-4-8 70 1-0-0 7-4-8 0-1-8 Scale=1:18.9 2x4 II 4 5 2x4 i 4.00 112 3 11 10 9 0 ry 9 2 III w 1 I r 8 7 6 2x4= 2x4 H 2x4 II I LOADING(psf) 1 TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.01 1 n/r 90 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.16 Vert(CT) 0.00 1 n/r 120 BOLL 0.0 * Rep Stress Incr YES WB 0.14 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 (Matrix) Weight:28 lb FT=10% 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G OTHERS 2x4 DF Std G �ckc PROFF. REACTIONS. All bearings 7-6-0. �'� `GINE .j (Ib)- Max Horz 2=132(LC 8) �\ �N Fig �2 Max Uplift All uplift 100 lb or less at joint(s)5,2 except 8=-169(LC 12),7=-264(LC 1) .9 Max Gray All reactions 250 lb or less at joint(s)5,6,7 except 2=259(LC 19),8=558(LC 19) $9200PE FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-8=-427/452 NOTES- Q OREGON ii 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS 74- /f' 1k ,` (envelope)automatic zone and C-C Corner(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 4-6-0,Comer(3)4-6-0 to 7-6-0 zone;cantilever left / '9r 2Q\ �. and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip a 4+ DOL=1.60 MFRRItV V 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=1.1 EXPIRES: 12-31-2019 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .BRILL , 9)'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 Jv WAS1# `i>, fit between the bottom chord and any other members. O I 10)A plate rating reduction of 20%has been applied for the green lumber members. fr ,- CSO 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,2 except(jt=lb) 8=169,7=264. --•� • tar) - 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. r0��6"1 7,��I.OG:1N5139A'TBR 8cq� 9:-8:' December 15,2017 I -- 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 IVtiTekx 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 PLH-Milvio F K4036148 B1703953 G02 Monopitch 3 1 , Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:57 2017 Page 1 I D:RcUy5fKeajgsGwsVVHeFcRSyAOhA-k9Y_MXj IrlbYajBXuJxI R2MSSIgLSNAWImO WSBy8nk4 1 -1-0-0 1 7-6-0 I 1-0-0 7-6-0 Scale=1:19.2 2x4 3 4 4.00 112 9 8 9 0 Cu 7 2 w 11 I 1 6 2x4 = 5 2x4 I 7-6-0 1 7-6-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.11 2-6 >754 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.39 Vert(CT) -0.33 2-6 >251 180 TCDL 7.0 Rep Stress lncr YES WB 0.06 Horz(CT) 0.00 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 (Matrix) Weight:26 lb FT=10% 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G Gt1 cc REACTIONS. Maxlze)Horz 2=131(LC 8)6=310/Mechanical \�'S(C9`w`G N:::`scS'�OMax Uplift2=-134(LC 8),6=-107(LC 12) V`Max Grav 2=393(LC 19),6=358(LC 19) -98920 r FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-6=-283/175 NOTES- Ci 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS OREGON �� (envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 4-6-0,Exterior(2)4-6-0 to 7-6-0 zone;cantilever left -7,_ /� ,`t, 4 and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip /Q �9 y 14 2Q -� DOL=1.60 �P 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 /1,/ R R 1 L\„ 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrentwit otherliveloads EXPIRES: 12-31-2919 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=134, VR-Rr�� B 6=107. 41� iv WAS1tr, `t 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. Ity" civ G ��{� rr r0�A ,4) 51398 f .� GISTEg v--810NAL EAG December 15,2017 A.WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NH 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 !Ariel(' 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 PLH-Milvio F K4036149 B1703953 G03 Monopitch 6 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:57 2017 Page 1 I D:RcUy5fKeajgsGwsWHeFcRSyAOhA-k9Y_MXjlrlbYajBXuJxI R2MYZIdFSNKtMmO WSBy8nk4 I -1-0-0 I 5-6-0 I 1-0-0 5-6-0 2x4 H Scale=1:15.3 3 4 4.00 12 8 9 7 N 2 i, 'A1 Mil PP' 6 2x4 = 2x4 115 I 5-6-0 I 5-8-0 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.04 2-6 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.59 Vert(CT) -0.11 2-6 >538 180 BCLL 0.0 Rep Stress lncr YES WB 0.05 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Weight:19 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=298/0-5-8,6=224/Mechanical �,��Q•ED P R��Fss Max Horz 2=101(LC 8) __``GINE Max Uplift2=-117(LC 8),6=-77(LC 12) �\ �1 FR �� Max Gray 2=305(LC 19),6=251(LC 19) CV .9 ....c- 89200PE r FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=l4omph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (30 (envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 2-6-0,Exterior(2)2-6-0 to 5-6-0 zone;cantilever left QREGON �(/� and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip 9L ,\� /� DOL=1.60 / 41k 24 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 A 14'10, ci� 3)Unbalanced snow loads have been considered for this design. MFR R'L4 v 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EXPIRES: 12-31-2019 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except(jt=lb) 2=117. \,N$RRILL 8 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �yc1 OV WASN TJ, 4 0 0'.(.,-..'t .C) . 0 fir 4,-/ ,p,51398 A GISTEg .<SS'ONAL V' December 15,2017 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WEK REFERENCE PAGE 5111-7473 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 ANSIITPII 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 PLH-Milvio F 1(4036150 B1703953 JA01 Jack-Open Girder 2 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:57 2017 Page 1 ID:RcUy5fKeajgsGwsWHeFcRSyAOhA-k9Y_MXjlrlbYajBXuJxlR2MaOle7SN1 WmOWSBy8nk4 1 -1-0-0 1 1-10-15 I 4-11-2 I 8-0-0 I 1-0-0 1-10-15 3-0-2 3-0-14 Scale=1:17.1 4.00 I12 5 3 , 2 k40 1 o _ LUS24 LUS24 LUS24 6 7 8 4 2x4= I 1-10-3 1-18115 8-0-0 I 1-10-3 0-0-12 6-1-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.16 2-4 >562 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.53 Vert(CT) -0.49 2-4 >187 180 TCDL 7.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Weight:15 lb FT=10% 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=22/Mechanical,2=237/0-5-8,4=77/Mechanical G9 0 PROpec Max Horz 2=47(LC 6) �,`4`` `scS Max Uplift3=-42(LC 16),2=-66(LC 6) ��� NG�NEF /�� Max Gray 3=23(LC 17),2=282(LC 16),4=154(LC 5) �'. R FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �- 89200 P E '9f NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.11;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=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 OREGON to 3)Unbalanced snow loads have been considered for this design. .L ,\/4 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 /O Alk 14 � - non-concurrent with other live loads. AI (?)'''2.° . Q` T 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. FR R`L� 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating-reduction of 20%has been applied for the green lumber members. EXPIRES.--1-2-31-2019 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. 10)"Fix heels only'Member end fixity model was used in the analysis and design of this truss. 11)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 6-0-12 to connect truss(es)to front face of bottom chord. 12)Fill all nail holes where hanger is in contact with lumber. � RRILL , 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). may) OV WAS/4v7� LOAD CASE(S) Standard �,f. •'1 --,/:9:.1:,...- Q• i' 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 .i _, ,. . 0 i Uniform Loads(plf) ' ` ° t• ••' Vert:1-3=-64,2-4=-20 -O A, 51398 cq fi GISTER ei �SCDNAL c�G December 15,2017 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 put 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 PLH-Milvio F K4036151 B1703953 JA09 Jack-Open 2 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fn Dec 15 06:36:58 2017 Page 1 ID:RcUy5fKeajgsGwsVVHeFcRSyAOhA-CM5MZtjwc2jPBtmjS1 SXzGubPi?7BpHfxQ73?dy8nk3 1-1-0-0 1 8-0-0 17-11-3 1-0-0 8-0-0 9-11-3 Scale=1:37.1 7, ! Iv 0 12 s 3x4% 11 45 4.00 112 1111 N 3 m m • ro 10 9 2 � V1 1 0 2x4= 8 I 8-0-0 I 8-0-0 LOADING(psf) 1 TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.16 2-8 >562 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.48 Vert(CT) -0.49 2-8 >187 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 7 n/a n/a Code IBC2015/TPI2014 (Matrix) Weight:39 lb FT=10% 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2,4=0-1-8,6=0-1-8. P R (lb)- Max Horz 2=287(LC 8) �QlEO OFFS Max Uplift All uplift 100 lb or less at joint(s)2,7 except 3=-202(LC 8),4=-123(LC 8),6=-162(LC 8) �� ` GINE. Sj Max Gray All reactions 250 lb or less at joint(s)8,7,4 except 2=415(LC 1),3=309(LC 1),6=371(LC 19) fir, LN FR �� FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200 P E 9r NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 13-7-8,Exterior(2)13-7-8 to 17-10-7 zone;cantilever tn Cr left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber A_OREGON 4// DOL=1.60 plate grip DOL=1.60 -L 4-, 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 lO '9r 14, 20 3)Unbalanced snow loads have been considered for this design. {yP 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 iiiFR R I Lk- V non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will EXPIRES: 12-31-2019 fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,6. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,7 except(jt=lb) 3=202,4=123,6=162. c�.j YsRILL B 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,6. Jv �WAS„tit 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. o $I,�rt.\-- o.,..441), , r�w ` �i�` ��Q- �eP .)51398 �x GISTE.g �sSIONAL VBG December 15,2017 I ®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,not lilt 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/TP11 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 PLH-Milvio F K4036152 81703953 JB01 Jack-Open Girder 2 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:58 2017 Page 1 ID:RcUy5fKeajgsGwsVVHeFcRSyAohA-CM5MZtjwc2jPBtmjS1 SXzGul8i4yBpHfxQ73?dy8nk3 I -1-0-0 I 1-10-15 3-0-0 1-0-0 1-10-15 1-1-1 Scale=1:7.8 5 3 4.00 12 i , 2 0 0, V 1 S.'0 o 6 4 Idd 2x4 = I 1-10-3 1-10-15 3-0-0 I 1-10-3 0-0-12 1-1-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.18 Vert(CT) -0.01 2-4 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 (Matrix) Weight:9 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=38/Mechanical,2=188/0-5-8,4=28/Mechanical e, c Max Horz 2=47(LC 6) ,`�Q�E G PN OFFss/ Max Uplift3=-38(LC 16),2=-96(LC 6) ` Max Gray 3=40(LC 18),2=232(LC 16),4=55(LC 5) �e�� `i‘ F,t) 0iJ_ FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. Q 89200 P E �1! NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;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=1.60 In Cr 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 OREGON to 3)Unbalanced snow loads have been considered for this design. L 4, 1\1*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 /© '9r y 4 non-concurrent with other live loads. 2°�y 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. FR R L� iti,6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �XP�RE$: -3�'2��9 7)A plate rating-reduction of0% n 2has been applied for the gree •..•- --•- — --- 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)30 lb down and 32 lb up at 1-10-3 on top chord,and 8 lb down at 2-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. MV,9 RILL & 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ....% ) ov WAS.4ric. ` >, LOAD CASE(S) Standard /4 ty = YO t'''''..�% 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 . , -A Uniform Loads(plf) � ) Vert:1-3=-64,2-4=-20 Concentrated Loads(lb) l/hr Vert:3=-16(B)6=-1(B) A� 51398 c,c• X41,��GISMW e' SS'ONAL V � December 15,2017 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{� Jl iTek 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/TPN 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 PLH-Milvio F K4036153 B1703953 JB02 Jack-Open Girder 2 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:59 2017 Page 1 I D:RcUy5fKeaj gsGws WHeFcRSyAOhA-gYfkm DkYN M rGpO LvOk_m W rRw 15JjwGXpA4tcX4y8nk2 I 3-0-0 1 3-3-7 3-0-0 0-3-7 Scale=1:10.2 2 4.00 Ti4 4 v 0 N N 9 1 4 401 5 LUS24 3 2x4= 1 3-0-0 I 3-0-0 LOADING(ps() SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.01 1-3 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.59 Vert(CT) -0.02 1-3 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 2 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 BCDL 10.0 (Matrix) Weight:9 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=163/0-5-8,2=96/Mechanical,3=112/Mechanical Max Upl ft 1 48(LC6)6),2=-64(LC 6),3=-24(LC 6) �'��E`G PN E�,0.61 Max Gray 1=163(LC 17),2=97(LC 17),3=112(LC 1) ��� �` F,9 02 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200 P E 9r NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;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=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 A_OREGON t(� 3)Unbalanced snow loads have been considered for this design. 72, "� k 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. l '9Y 2O\ 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 4+ �yQ` fit between the bottom chord and any other members. /// ii R'LA- V 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2,3. EXPIRES: 12-31-2019 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 10)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 2-0-12 from the left end to connect truss(es)to front face of bottom chord. 11)Fill all nail holes where hanger is in contact with lumber. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 0,$RRiL1 LOAD CASE(S) Standard v WAS 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 , . O Iy Uniform Loads(plf) :;C) Vert:1-2=-6(lb) 3=-20 �� Concentrated Loads :5T' ��Vert:5=-125(F) iso p98 w�r� ER ,c,s,SION AL VZyG December 15,2017 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 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 ANSIITPI1 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 PLH-Milvio F K4036154 B1703953 JC01 Jack-Open Girder 2 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:36:59 2017 Page 1 I D:RcUy5fKeajgsGwsWHeFcRSyAOhA-gYfkmDkYN MrGpOLvOk_m WTRvu5JuwGXpA4tcX4y8nk2 -1-0-0 1-10-15 I 5-0-0 1-0-0 1-10-15 3-1-1 Scale=1:11.6 5 3 • 4.0012 * A 2 o a.'vo 1 _/' - '7 0 6 7 4 LUS24 LUS24 2x4 = 1-10-3 1-1p-05 __ 5-0-0 1-10-3 0-0-12 3-1-1 LOADING(pat) • SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.03 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.58 Vert(CT) -0.09 2-4 >633 180 TCDL 7.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 (Matrix) Weight:11 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=22/Mechanical,2=208/0-5-8,4=48/Mechanical PR Max Horz 2=47(LC ) Max Uplift3=-42(LC616),2=-84(LC 6) c�'���E$49G2IONOE.PEIN FE`6$ Max Gray 3=23(LC 17),2=252(LC 16),4=96(LC 5) �� ` ii, FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �� , NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;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=1.60 ti 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 OREGON too 3)Unbalanced snow loads have been considered for this design. L li NI)i /� 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 ///O '9r 4 20 -� non-concurrent with other live loads. �yP 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. FR R'L, V 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate-rating-reduetienof 20%-bes-been-applied-for the-greert lumber members. -EXPIRES: 12-31-2019 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 4-0-12 to connect truss(es)to back face of bottom chord. 12)Fill all nail holes where hanger is in contact with lumber. c� RRILL e 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ''r QIV WAS1 4,14>, •LOAD CASE(S) Standard i ter; QIP 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 /� �/`� Uniform Loads(plf) Vert:1-3=-64,2-4=-20 Concentrated Loads(Ib) %� � Vert:7=-1(B) 'p 51398 �� o� �� rsTE �S`' ���IONAL � December 15,2017 I A 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 will 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 ANSIRPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Milvio F K4036155 B1703953 JC03 Jack-Open 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:37:00 2017 Page 1 ID:RcUy5fKeajgsGwsWHeFcRSyA0hA-8kD6_YlB8gz7RAw5aRV?3h_0HVf0fjnyOkdA3Wy8nk1 I -1-0-0 I 5-0-0 1 5-10-3 1-0-0 5-0-0 0-10-3 Scale=1:14.5 3 I v • N N o 4.00 112 5 ral , W c� 2 11111111111.1' �/ 4 k/ 2x4= I 5-0-0 I 5-0-0 LOADING(psf) ! SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.03 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.52 Vert(CT) -0.09 2-4 >639 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 (Matrix) Weight:17 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=169/Mechanical,2=312/0-5-8,4=47/Mechanical Max Uplift3=-1Max Horz 012(C6(LC 812),2=-128(LC 8) >C'D. G NE F�`r�'! Max Gray 3=198(LC 19),2=322(LC 19),4=94(LC 5) �� ` -E; ig �iA_ FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200P E '9r NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)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 OREGON t�(/ 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 -7GDi ,` 3)Unbalanced snow loads have been considered for this design. / 1 y 2.0\ 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 Q 4+ VP non-concurrent with other live loads. MFR R I 0- 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. EXPIRES: 12-31-201Q 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)3=112, 2=128. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. Rx.TLL. B�q� 4\9o WASP. t J, sir -°Tr .,P ,p�51398 w, GrsTV- SIGNAL E�� December 15,2017 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 Circe Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty I Ply PLH-Milvio F K4036156 B1703953 JDO1 Jack-Open Girder 2 1 Job Reference(optional) I ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:37:00 2017 Page 1 ID:RcUy5fKeajgsGwsWHeFcRSyAOhA-8kD6_YIB8gz7RAw5aRV?3h_4eVigfjnyOkdA3Wy8nk1 I -1-0-0 I 1-10-15 I 4-0-0 1-0-0 1-10-15 2-1-1 Scale=1:9.7 5 3 )1/ 4.0012 2 0 0, ov 1 ` c, 6 4 2x4 = 1-10-3 1-1p-05 4-0-0 I 1-10-3 0-0-12 2-1-1 LOADING(ps() SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.34 Vert(CT) -0.03 2-4 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 (Matrix) Weight:10 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=38/Mechanical,2=197/0-5-8,4=37/Mechanical Max Uplift3=-38(C6)16),2=-90(LC 6) c�'���(E`GI NE OFR- Max Max Gray 3=40(LC 18),2=242(LC 16),4=74(LC 5) �i� `i, �� 0,0_ FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200 P E 9T- NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;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=1.60 ci 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 A_OREGON 4./m 3)Unbalanced snow loads have been considered for this design. L ", )\‘` ,` 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 /© '9y2.0 20 -� non-concurrent with other live loads. �yQ` 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. FR R I LL V 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating-reduction of-20°A has been applied for the gr .-- -- EXPIRES:42-31-=2019 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)30 lb down and 32 lb up at 1-10-3 on top chord,and 7 lb down at 2-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LL &q. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 1Q Ov WAS, mil, LOAD CASE(S) Standard �, ? �-it 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 ,,.w .� Uniform Loads(plf) tea_d ' r" r Vert:1-3=-64,2-4=-20 Concentrated Loads(Ib) rr`'/ Vert:3=-16(8) .4 51398 44 a�, GISTBR %-\,.4's`YjONAL ESC' December 15,2017 I A 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 fall' 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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Rug 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 PLH-Milvio F K4036157 B1703953 JD02 Jack-Open Girder 2 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:37:01 2017 Page 1 I D:RcUy5fKeajgsGws WHeFcRSyA0hA-cwnVBumpvz5z2KU1790Ebu WHivxUOA15dOMjbyy8nk0 1 2-2-7 4-0-0 1 2-2-7 1-9-9 Scale=1:8.2 2 4.00 112 el 1 4 w 01O 4 3 LUS24 A 2x4= 2-1-112i2-7 4-0-0 I 2-1-11 0 12 1-9-9 LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.08 1-3 >561 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.83 Vert(CT) -0.16 1-3 >280 180 TCDL 7.0 Rep Stress lncr NO WB 0.00 Horz(CT) -0.00 2 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 BCDL 10.0 (Matrix) Weight:9 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=427/0-5-8,2=61/Mechanical,3=358/Mechanical PR Max Horz 1=33(LC 6) �QIE� O��s Max Upliftl=-100(LC 6),2=-41(LC 6),3=-70(LC 6) ��\�� �NGINP,C. ts'/Q� FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. .9 NOTES- 89200PE ,! 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;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=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. Q OREGON tti� 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .G 41,4 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will / '9}- 2.0 —� fit between the bottom chord and any other members. Q 4, {y� 6)A plate rating reduction of 20%has been applied for the green lumber members. MFR R I L�- i 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3 except(jt=lb) 1=100. EXPIRES: 12-31-2019 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 10)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 2-0-12 from the left end to connect truss(es)to front face of bottom chord. 11)Fill all nail holes where hanger is in contact with lumber. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). R.RrLL & LOAD CASE(S) Standard �� WAS �' 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 • Uniform Loads(plf) / s j; ��+ Vert:1-2=-64,1-3=-20 „%� Concentrated Loads(Ib) \-....' Vert:4=-649(F) 16 51398 w� O,, -GISTBR� SSIONAL VBG December 15,2017 -- WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 5111-7473 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/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 Oty Ply PLH-Milvio F K4036158 B1703953 JE01 Jack-Open Girder 2 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:37:01 2017 Page 1 I D:RcUy5fKeajgsGwsWHeFcRSyA0hA-cwnVBumpvz5z2KU1790Ebu WFNv230A15dOMjbyy8nk0 1 -1-0-0 1-10-15 4-0-0 I 1-0-0 1-10-15 2-1-1 Scale=1:9.7 5 3 4.00 12 2 o c?0 1 / o 0 6 4 2x4 = 1-10-3 1-1D-115 4-0-0 I 1-10-3 0-0-12 2-1-1 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 0.13 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.34 Vert(CT) -0.03 2-4 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 * Code 16C2015/TP12014 (Matrix) Weight:10 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=56/Mechanical,2=197/0-5-8,4=37/Mechanical fi Q C Max Horz 2=47(LC 6) <('%s . `%s . R�FCss Max Uplift3=-45(LC 10),2=-90(LC 6) \CO` NG,INEr- /� Max Gray 3=58(LC 18),2=242(LC 16),4=74(LC 5) �� Qi 2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. Q 89200 P E 9r NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;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=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 OREGON �� 3)Unbalanced snow loads have been considered for this design. -7L ,it, 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 /d '9r 14 2° Q� 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. FR R10- 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. -- 7)A plate ref applied for the grccn-lumbcr mcmbcrs. EXPIRES: 12-31-2019 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)48 lb down and 42 lb up at 1-10-3 on top chord,and 7 lb down at 2-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of c���L others. I*" 1. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �1Q Ov WAS 4, LOAD CASE(S) Standard O� Qty' r Qhs �� 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 ,may' • Uniform Loads(plf) ;� , Vert:1-3=-64,2-4=-20 Concentrated Loads(Ib) .`'/ Vert:3=-34(B) `•651398 W� Q�, -GIST � 'ER�sroNALtiC) December 15,2017 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. tilt 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 ANSIfTP11 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 PLH-Milvio F K4036159 B1703953 JE02 Jack-Open 2 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:37:02 2017 Page 1 ID:RcUy5fKeajgsGwsWHeFcRSyAOhA-47LtPEnRgHDggU3UhsXT863Q2JPn7dGFs26H80y8nk? I -1-0-0 3-10-15 410-p 1-0-0 3-10-15 0-1-1 Scale=1:11.2 3 4.00 12 5 2 9 Y 1 o a 4 2x4= - •_ 1-t 3-10-15 0-1-1 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 0.14 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(CT) -0.03 2-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 (Matrix) Weight:13 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=102/Mechanical,2=245/0-5-8,4=37/Mechanical Max Horz 2=77(LC 8) ��EO P R OF�s Max Grav3=11 (LC12),2=24g(LC1 ��\�� �tJG�NE`cR s/O29 Max Gray 3=114(LC 19),2=249(LC 19),4=74(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200P E NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)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 OREGON �/� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 -Ltt‘ 3)Unbalanced snow loads have been considered for this design. / '9y 20 ..l1., 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 a 14, �P non-concurrent with other live loads. �`R R'�. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. EXPI RES: 12-31-2019 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) 2=108. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. RRILL 6 JQ OV WAS. `4>' _jv' c •-e:Y% - � i rC6 ,� 5139NTEg 8 wO!S SSIOAL ti � December 15,2017 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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/TP11 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 PLH-Milvio F ` K4036160 B1703953 JZO1 Jack-Open Girder 4 1 I Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:37:02 2017 Page 1 ID:RcUy5fKeajgsGwsWHeFcRSyAOhA-47LtPEnRgHDggU3UhsXT863RMJO37dGFs26H8Oy8nk? I -1-0-0 I1-10-15 4-0-0 1-0-0 1-10-15 2-1-1 Scale=1:9.7 5 3 4.00 12 2 )1( o01 O 0 ♦ 2x4= 6 4 I 1-10-3 1-10-115 4-0-0 1 1-10-3 0-6-12 2-1-1 LOADING(ps() SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.36 Vert(CT) -0.04 2-4 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 (Matrix) Weight:10 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=46/Mechanical,2=191/0-3-12,4=38/Mechanical ff11 c Max Horz 2=47(LC 6) .<°\.% D OFFss Max Uplift3=-39(LC 10),2=-84(LC 6) ``GINc / Max Gray 3=46(LC 17),2=226(LC 16),4=76(LC 5) �(Pi Ti� CR O29 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200PE NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111mph;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=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 O OREGON �� 3)Unbalanced snow loads have been considered for this design. -�,, ,f_OREGON 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 /Q '9r 1 4 r 2° ,07 non-concurrent with other live loads. AI 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ER R'0- V 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate ratingfeduetien-of 20%has been applied for the green lumbcr mcmbcrs. — — EXPIRES: 12-31-2019 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)31 lb down and 33 lb up at 1-10-3 on top chord,and 8 lb down at 2-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of RRILL & others. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). WAS • - S pF k�,1/ ��; / LOAD CASE(S) Standard >N ' ;• �� 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 ` . Uniform Loads(plf) •.- ' Vert:1-3=-64,2-4=-20 Concentrated Loads(Ib) Vert3=-17(F) 44' °p ''1;OG$N3ATru4L8 G.'ww s December 15,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. pill Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 PLH-Milvio F K4036161 B1703953 SA03 Jack-Open 2 1 I Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:37:03 2017 Page 1 ID:RcUy5fKeajgsGwsWHeFcRSyAOhA-VJvFcan3RbLhleegFa2igJcwjjogs4WO5irggry8nk_ 1 I -1-0-0 l 2-0-0 5-10-15 I 1-0-0 2-0-0 3-10-15 Scale=1:14.9 3 I 0 4.00 12 5 0 0 e M N “ N 2 ri1 Ihd 2x4— 4 2-0-0 I 2-0-0 LOADING(psf) 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 0.46 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Weight:13 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=180/Mechanical,2=278/0-5-8,4=19/Mechanical ED PROF Max Horz 2=107(LC 8) Max Uplift3=-118(LC 12),2=-138(LC 8) ��� GENE `scS'j Max Gray 3=209(LC 19),2=288(LC 19),4=39(LC 5) e ,x- , N Fig �A FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �' 89200PE 9r' NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)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 () OREGON 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 -7L4, ti A, 3)Unbalanced snow loads have been considered for this design. / '9 0 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 Q r 14, 2 �P� non-concurrent with other live loads. MICR R'L� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. n 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. EXPIRES: 12-31-2019 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)3=118, 2=138. 10)"Fix heels only'Member end fixity model was used in the analysis and design of this truss. Lvr�.RRiLL eq JN ov WAS tt>, alf* `jir .'" 0,,,, ,..c> .4k"+,51398 ,0 4w� . GlSTER ��%NALE�(' December 15,2017 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Nut -- 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 PLH-Milvio F • K4036162 B1703953 SB01 Jack-Open 2 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:37:03 2017 Page 1 I D:RcUy5fKeajgsGwsWHeFcRSyAOhA-YJvFcan3RbLhleegFa2igJcccjogs4W05irggry8nk_ I -1-0-01-10-15 -0-0 1-0-0 1-10-15 d-1-1 y Scale=1:7.8 5 3 4.00 112 0 2 \/( c, 1 0 4 2x4 = I 1-10-15 -0- 1-10-15 -1- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 2-4 >999 180 TCDL 7.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 * Code 1BC2015/TPI2014 (Matrix) Weight:7 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=165/0-5-8,4=19/Mechanical,3=40/Mechanical tci1PR c Max Horz 2=48(LC 8) ,`�``�D OF`So Max Uplift2=-87(LC 8),3=-29(LC 12) !NGIINEF /� Max Gray 2=185(LC 18),4=39(LC 5),3=41(LC 19) �� V 7 4,, FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200PE 9c NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)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 OREGON <� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 FL 47 NI)1 /� 3)Unbalanced snow loads have been considered for this design. /Q '9 y 14 '4° -1- 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 �yQ` non-concurrent with other live loads. MFR R I lt- V 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the members. EXPOS 1-2x31--2019 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ‘0,RRILL 8 s\C ov WASi `4>, 0 fie) 1:',.„ .-o 4k"4,, 51398 ,w� v,kSIONALVC) December 15,2017 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.IW03/2015 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 filfli 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 PLH-Milvio F K4036163 B1703953 SCO2 Jack-Open 2 1 * Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:37:03 2017 Page 1 ID:RcUySfKeajgsGwsWHeFcRSyAOhA-YJvFcan3RbLh leegFa2igJcb3jods4W05irggry8nk_ I 2-0-0 I 3-10-15 � 2-0-0 1-10-15 Scale=1:11.4 2 4.00 h12 ,10 PROF< a NGINEL, (")/ � yr( 89200PE 11 -72.. OREGON�� <ti 0 X001.y 14, 2° 4Or €R1:111--\' 6P 2x4 = EXPIRES: 12-31-2019 3 1 2-0-0 1 2-0-0 Plate Offsets(X,Y)-- [1:0-0-8.Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.00 1 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 1-3 >999 180 TCDL 7.0 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Weight:9 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=143/Mechanical,2=123/Mechanical,3=20/Mechanical Max Horz 1=59(LC 8) Max Upliftl=-48(LC 8),2=-80(LC 8) Max Gray 1=144(LC 19),2=128(LC 19),3=39(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)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)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. . 0,RRTLL 6 . ) oo WAsk t>, / �' !----,,_.,.. ,,•coo �' -.•.j Ali ��51398 w� GlS7BR �s810NALV,' December 15,2017 1 WARNING-Verily 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 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 PLH-Milvio F K4036164 B1703953 SDO1 Jack-Open 2 1 4 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:37:04 2017 Page 1 I D:RcUy5fKeajgsGwsVVHeFcRSyAOhA-OVTdgwohCuTYvoDtpHZxDX8nM68vbXmYJMbM BHy8njz I -1-0-01-10-15 -0- 1-0-0 1-10-15 -1- \ Scale=1:7.8 5 3 4.00 12 / 0 2 O rn 1 I o 44 2x4 = I 1-10-15 -0- 1-10-15 -1- 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 0.08 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 2-4 >999 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Weight:7 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=165/0-5-8,4=19/Mechanical,3=40/Mechanical ,ci1G r1 t� Max Horz 2=48(LC 8) ,r\<,```� vFi ss Max Uplift2=-87(LC 8),3=-29(LC 12) SCO NGINEc /� Max Gray 2=185(LC 18),4=39(LC 5),3=41(LC 19) �� •T 9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200P E NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)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 OREGON � 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 �L �a 3)Unbalanced snow loads have been considered for this design. 70'7-9k14 20 �- 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 4/ �Q` non-concurrent with other live loads. '�R R(L\' 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between-the-bottom-chord and any other members. — - EXPIRES: 1241-2019 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ,RRTLL , s ) oo WAS4411 "A /,. ,,, Geo Y -. r,P 4, 51398 q� �SSIQNALE�6 December 15,2017 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. itll 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 R 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 ANSIITPl1 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 PLH-Milvio F K4036165 B1703953 SE01 Jack-Open 2 1 • Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:37:04 2017 Page 1 I D:RcUy5fKeajgsGwsWHeFcRSyAOhA-OVTdgwohCuTYvoDtpHZxDX8o468vbXmYJMbMBHy8njz I 1-10-15 -0- 1-10-15 -1- Scale=1:7.8 4.00 12 2 1 0 ., d 1 1 imildiiiiiimu iiimiiii � M a M 3 E.:41:. 2x4 = 1-10-150- 1-10-15 -1- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.00 1 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 1-3 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 (Matrix) Weight:6 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=79/0-5-8,3=19/Mechanical,2=59/Mechanical Max Horz Max Upl ft1=10(LC 7(C8)8),2=-39(LC 8) GINE ,N F1n��`S�'/� Max Gray 1=79(LC 1),3=39(LC 5),2=59(LC 1) �(C [i '7 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200 P E -9r NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for C3 Cr members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 OREGON to 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 71— 4, N01 3)Unbalanced snow loads have been considered for this design. /O .9).- 4 20 -�- 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q` 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 4/-RR 1 t-`- fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. EXPIRES: 12-31-2019 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ELL a Q OV WAS/114;4>, ''v • • coo� 7 � - * =9 /-1'111, * 51398 wi r{ GISTSR ���7ONAL VBG December 15,2017 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 ANSITIPII 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 PLH-Milvio F K4036166 B1703953 SZO1 Jack-Open 4 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:37:05 2017 Page 1 ID:RcUy5fKeajgsGwsWHeFcRSyAOhA-Vi1?1 GpJzCbPXxo3M?4Amkhy9WU7K_OhYOKwjjy8njy 1 -1-0-01 1-10-15 -0-Q 1-0-0 1-10-15 -1-1 Scale=1:7.8 5 3 4.00 12 0 2 1 rn cn 0 4 2x4= 4 1 1-10-15 -0-Q 1-10-15 d-1-1 LOADING(pst) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Weight:7 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=164/0-3-12,4=20/Mechanical,3=42/Mechanical G G Max Horz 2=48(LC 8) Max Uplift2=-86(LC 8),3=-30(LC 12) 0 o- G NE� SW Max Gray 2=183(LC 18),4=39(LC 5),3=42(LC 19) ��\ `f�N Fi� �2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200P E 9r NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)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 OREGON D 4, 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 � A, 3)Unbalanced snow loads have been considered for this design. / '9 j. r�Q'\ 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 Q 14, P non-concurrent with other live loads. MFR R 10- V 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between-the.. . . . . . - - .- . - EXPIRES1-2-31-2019 3i--2Q19 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. $ALL 6q, eF WAS 4>, 4.t I,,,f;?:. .r:I,G>e) . .P-,-A A�0 k)51398 ,crs� .C�, GTST - e SS1ONAL. G December 15,2017 -MO ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WEB REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. mi.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 A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M Ire k' 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 PLH-Milvio F K4036167 8/703953 X01 GABLE 2 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:37:06 2017 Page 1 I D:RcUy5fKeajgsGws WHeFcRSyAOhA-zuaNEcgxkwkG95NFwicPIyE6Rwgr3QAmg4TGAysnjx r1-0-01 15-0-0 I 30-0-0 j3l-0-01 1-0-0 15-0-0 15-0-0 1-0-0 Scale=1:52.6 4x4 = 8 4.00 12 7 11 9 29 30 6 10 5 Ii1i _......iiigill l'',b`l14 412iM I 111. 1IIIe e _ 14 15 0 oI ty� `i•`� .�.�MO *�100 �7Rr?��:arTi.� _ r.���.`r!. ,A:� � IN 3x4 = 27 26 25 24 23 22 21 20 19 18 17 16 3x4= 3x4 = I 30-0-0 I 30-0-0 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.01 15 n/r 90 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.11 Vert(CT) 0.00 15 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 14 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Weight:133 lb FT=10% 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 30-0-0. IE0, P R OFF (Ib)- Max Horz 2=-103(LC 17) �� GI NE scS/ Max Uplift All uplift 100 lb or less at joint(s)2,22,24,25,26,20,19,18,17,14 except 27=-147(LC 12), (,•t. � F9 O� 16=-146(LC 13) „9 Max Gray All reactions 250 lb or less at joint(s)2,21,22,24,25,26,20,19,18,17,14 except 27=426(LC 89200PE r 19),16=426(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-27=-301/219,13-16=-301/219 NOTES- 4,OREGONIx A,4// 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS /d 9r' r�Q\ — . (envelope)automatic zone and C-C Comer(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 12-0-0,Corner(3)12-0-0 to 15-0-0,Exterior(2)18-0-0 4+ Q. to 28-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for /l/&' R1110- reactions AiL-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. EXPI RES: 12-31-2019 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. $RRIL� 8 8)Gable studs spaced at 2-0-0 oc. �l v WAS4 9)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. •k O !n 11 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 / L;G' �� fit between the bottom chord and any other members. �,+� � - 11)A plate rating reduction of 20%has been applied for the green lumber members. �a 4-,0 12)N/A r 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. A' 51398 w� --.e.,,„�vGISTER S •iA° SIONAL December 15,2017 -- WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.1W03/2015 BEFORE USE. 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 M iTek` 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 1 • Job Truss Truss Type Qty Ply PLH-Milvio F K4036168 81703953 X02 COMMON 11 1 e Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:37:06 2017 Page 1 I D:RcUy5fKeajg sGws W HeFcRSyAOhA-zua N Ecgxk WkG 95N FwicP IyEyfwj g3LF mg4TGAy8njx 0-0-01 7-6-0 I 15-0-0 I 22-6-0 I 30-0-0 l)1-0-Ql 1-0-0 7-6-0 7-6-0 7-6-0 7-6-0 1-0-0 Scale=1:52.6 4x8 = 4 4.00 12 ii_ 1s za 2x4 N'.., 19 21 2x4 2 1 \3 5 17 22 0 2 1 7 0 vI 0 =a Ii i_ 10 9 23 24 8 R 3x4= 3x6 = 3x4= 3x8 = 3x8 = I 10-0-0 I 20-0-0 I 30-0-0 I 10-0-0 10-0-0 10-0-0 Plate Offsets(X.Y)-- j2:0-0-11.0-0-01[6:0-0-11,0-0-0].[8:0-1-8.0-1-81[10:0-1-8.0-1-8j LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL) -0.28 8-10 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.75 8-10 >477 180 TCDL 7.0 Rep Stress Incr YES WB 0.39 Horz(CT) 0.12 6 n/a n/a BCLL 0.0 * BCDL 10.0 Code IBC2015/TPI2014 (Matrix-S) Weight:117 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G ��EP P R OFFS REACTIONS. (lb/size) 2=1324/0-5-8,6=1324/0-5-8 \GJ� !�yGt l N EF �'�19 ° Max Horz 2=103(LC 2) Max Upl ft2=-360(C18),6=-360(LC 9) Z� v 2-9 89200PE T- ' FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-17=-2925/723,3-17=-2806/739,3-18=-2554/594,18-19=-2476/603,4-19=-2461/612, 4-20=-2461/612,20-21=-2476/603,5-21=-2554/594,5-22=-28061740,6-22=-2925/724 BOT CHORD 2-10=-698/2716,9-10=-348/1810,9-23=-348/1810,23-24=-348/1810,8-24=-348/1810, 6-8=-615/27164 �CC WEBS 4-8=-165/873,5-8=-619/341,4-10=-164/873,3-10=-619/340 �L 4. OREGON�t, NOTES- 470'7'4- 14, 2°��� 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS MFR R 10, (envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 12-0-0,Exterior(2)12-0-0 to 15-0-0,Interior(1)18-0-0 to 28-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions-shown;Lurrd,er DOL=t.80 plate grip DOL=1.60 EXPI-RE& -12-31-2019 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will .0,�RRIj-L eq fit between the bottom chord and any other members,with BCDL=10.0psf. Jv' OIV WASH �1 ' 7)A plate rating reduction of 20%has been applied for the green lumber members. Q 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=360, 1'+7 ' 6=360. /'�,/, r".. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and''Y."gypsum a. sheetrock be applied directly to the bottom chord. ��Q ��5j348� �� G:1S TBR �SSI�NALv C) December 15,2017 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 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 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 Rug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 r J6b Truss Truss Type Qty Ply PLH-Milvio F K4036169 B1703953 Y01 GABLE 3 1 Job Reference(optional) , ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:37:07 2017 Page 1 I D:RcUy5fKeajgsGws WHeFcRSyAOhA-R48mSygaVps7mFySUQ7er9mIGK9noue_?Kpoocy8njw -1-0-0 1 10-0-0 20-0-0 121-0-0 I 1-0-0 10-0-0 10-0-0 1-0-0 Scale=1:36.1 4x4 = 6 4.00 12 5 !t7 21 22 V Y 4 8 23 20 P PI 3 Y 9 .11114 19 24 1. R2r. VY Y Y^i _ ^ 10 11 IR 3x4= 18 17 16 15 14 13 12 3x4 = I 20-0-0 I 20-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.00 11 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 Vert(CT) 0.00 11 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 10 n/a n/a BCLL 0.0 Code 1BC2015/TP12014 (Matrix) Weight:79 lb FT=10% 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS.b))- Max Horz 2=-71(C013) c����E`G • NE��`S6'• / Max Uplift All uplift 100 lb or less at joint(s)2,10,16,17,14,13 except 18=-112(LC 12),12=-112(LC 13) 7� �` FR °2 Max Gray All reactions 250 lb or less at joint(s)2,10,15,17,13 except 16=250(LC 19),18=327(LC 1), GV 14=250(LC 20),12=327(LC 1) 89200PE 9f 1 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS Q t�R�G�N �/� (envelope)automatic zone and C-C Corner(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 7-0-0,Comer(3)7-0-0 to 10-0-0,Exterior(2)13-0-0 to 7L /� ,`1k 18-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions /0 ' Je '4, 11° shown;Lumber DOL=1.60 plate grip DOL=1.60 eyP 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 '11 -R R'LA- V 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=1.1 4)Unbalanced snow loads have been considered for this design. EXPIRES: 12-31-2019 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .ALL & 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 � 1 Oy v�t„ASli `t > fit between the bottom chord and any other members. I'If .<{ 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)N/A '/ ' :"• �� • ,moi 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ,-16 k,51398 w� C',6 GrSTV, soioNALv, December 15,2017 ®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 lffill 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII 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 • iJob Truss Truss Type Qty Ply PLH-Milvio F K4036170 B1703953 Y02 Common 14 1 • Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:37:08 2017 Page 1 I D:RcUy5fKeajgsGwsWHeFcRSyAOhA-vHi8fIrCG7_O PXe27etN NJOWkNdXHv7E_ZaK2y8njv 1 -1-0-0 1 6-7-1 I 10-0-0 I 13-4-15 I 20-0-0 1 21-0-0 1 1-0-0 6-7-1 3-4-15 3-4-15 6-7-1 1-0-0 Scale=1:36.1 4x4 = 4 4.00 H2 2x4 2x4 :l;*I •PiP ;PP;III:IIIIIIIImIuuiiiiiiiiiiiiiuiiiiiiuiui11111111111111111111111111111111111111111•1•11111111111111111 102 —me mi., 7 0 'NI O 8 3x6= 3x6 = 3x8 = 10-0-0 I 20-0-0 10-0-0 10-0-0 Plate Offsets(X,Y)-- [2:0-1-8,0-0-01.[6:0-1-8,0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.14 2-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.60 Vert(CT) -0.48 2-8 >494 180 TCDL 7.0 Rep Stress lncr YES WB 0.31 Horz(CT) 0.06 6 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 BCDL 10.0 (Matrix) Weight 75 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-9 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG ��Ep PAOres REACTIONS. (Ib/size) 2=899/0-5-8,6=899/0-5-8 COGI I N E- s/ Max Horz 2=-71(LC 13) FR Q' Max Uplift2=-264(LC 8),6=-264(LC 9) � 9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200 P E TOP CHORD 2-9=-1768/461,9-10=-1724/469,3-10=-1663/477,3-11=-1362/336,4-11=-1350/344, 4-12=-1350/344,5-12=-1362/336,5-13=-1663/477,13-14=-1724/469,6-14=-1768/461 BOT CHORD 2-8=-392/1627,6-8=-369/1627 WEBS 4-8=-107/704,5-8=-536/275,3-8=-536/274 Q yL A_OREGON� �lV NOTES- .9Y 20 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS Q y 4, �Q. (envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 7-0-0,Exterior(2)7-0-0 to 10-0-0,Interior(1)13-0-0 to MFR RIO- 18-0-0 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)TCLL:ASCE-7=10;rf-230. '- .. • .- ---- EXPIRES: 12-31-2019 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. IRI l e 7)A plate rating reduction of 20%has been applied for the green lumber members. � v WAS . 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=264, -MI6 r ��{ 6=264. ♦ J, C?+ C -.0 Y 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. -Ii t, , i r0�� ��51398 w� � 'GISTER �SI�NAL��� December 15,2017 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mitDesign 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 MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IYI iTek 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 ANSIITPII 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 Jib Truss Truss Type Qty Ply PLH-Milvio F K4036171 51703953 ZO1 California Girder 2 1 e Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:37:09 2017 Page 1 ID:RcUy5fKeajgsGwsWHeFcRSyA0hA-NTGWtdsg1 R6rOZ6gbg96wasbQ7o_GnfHTel7sUy8nju 1 -1-0-0 1 3-4-14 p-10-151 6-1-1 1 6-7-2 1 10-0-0 i 11-0-0 i 1-0-0 3-4-14 0-6-1 2-2-2 0-6-1 3-4-14 1-0-0 Scale=1:20.4 5x8= 4x6 4.00 112 3 dir 4. 5' Y 2 o 411.11k 6 0 v 12 8 13 14 7 15 LUS24 2x4 LUS24 LUS24 4x4 = LUS24 3x4= 3x4 I 3-4-14 I 6-7-2 I 10-0-0 I 3-4-14 3-2-4 3-4-14 Plate Offsets(X.Y)-- [3:0-4-0,0-1-4],[5:0-3-12,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.04 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.27 Vert(CT) -0.08 7-8 >999 180 TCDL 7.0 Rep Stress lncr NO WB 0.09 Horz(CT) 0.02 5 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 (Matrix) Weight:39 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-2-8 oc purlins,except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(5-4-11 max.):3-4. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc braci -• • PRO/ cAD REACTIONS. (lb/size) 2=656/0-5-12,5=656/0-5-12 <(' Ss Max Horz 2=28(LC 52) N5 �CNG NEF9 �pA� Max Uplift2=-231(LC 6),5=-231(LC 7) �� V� Max Grav2=812(LC 29),5=813(LC 29) 89200PE FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1389/368,3-9=-1386/411,9-10=-1393/415,10-11=-1394/415,4-11=-1400/419, 4-5=-1527/404 BOT CHORD 2-12=-328/1241,8-12=-328/1241,8-13=-328/1241,13-14=-328/1241,7-14=-328/1241, Q 7-15=-352/1396,5-15=-352/1396 -7G 4,OREGON,oto /O �9 2 y 4, °li ,-.1"' NOTES- 1) 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS MR R IL- l (envelope)automatic zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. EXPI RES: 12-31-2019 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 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 will fit between the bottom chord and any other members. ,KRILL , 74 8)A plate rating reduction of 20%has been applied for the green lumber members. SF Vr,AS$ 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=231, oI� 5=231. . _� CSO • �{; 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. •- • koliiii!) ._ 12)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 7-11-4 to connect truss(es)to back face of bottom chord. -74,,,,r 13)Fill all nail holes where hanger is in contact with lumber. ,rP51348 4J4 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)240 lb down and 177 lb up at ©� '�FGIS I ERS h 3-11-12,and 240 lb down and 177 lb up at 6-0-4 on top chord. The design/selection of such connection device(s)is the responsibility 't',s-, of others. `SIONAL$. 15)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). (L Di $E 6E2andard December 15,2017 ®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 MiTek' ekt 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 a Job Truss Truss Type Qty Ply PLH-Milvio F K4036171 B1703953 ZO1 California Girder 2 1 • Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:37:09 2017 Page 2 ID:RcUy5fKeajgsGwsWHeFcRSyAOhA-NTGWtdsgl R6r0Z6gbg96wasbQ7o_GnfHTel7sUy8nju LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-4=-64,4-6=-64,2-5=-20 Concentrated Loads(Ib) Vert:9=-141 11=-141 12=-18(B)13=-18(B)14=-18(B)15=-18(B) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A 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 ANSITfPII 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 PLH-Milvio F K4036172 61703953 Z02 Common 10 1 • Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Dec 15 06:37:09 2017 Page 1 I D:RcUy5fKeajgsGwsWHeFcRSyAOhA-NTGWtdsq 1 R6r0Z6gbg96wascQ7pDGnaHTel7sUy8nju 1 -1-0-0 1 5-0-0 I 10-0-0 1 11-0-0 1 1-0-0 5-0-0 5-0-0 1-0-0 Scale=1:22.4 4x4 = 3 4.00 112 8 2 4 0 a 5 I n 1 or NIV6 NV 4= 2x4 3x4 I 5-0-0 I 10-0-0 I 5-0-0 5-0-0 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow 25.0) Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.02 4-6 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.20 Vert(CT) -0.05 4-6 >999 180 BCLL 0.0 * Rep Stress lncr YES WB 0.09 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 (Matrix) Weight 33 lb FT=10% 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G (lb/size) ,E0 PR Open REACTIONS. 2=481/0-3-12,4=481/0-3-12 C Max Horz 2=-39(LC 13) ��` NG�NF�C� CS�QA Max Uplift2=-161(LC 8),4=-161(LC 9) !� FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200:E 9>! TOP CHORD 2-7=-693/251,3-7=-635/256,3-8=-635/256,4-8=-693/251 BOT CHORD 2-6=-156/599,4-6=-156/599 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS OREGON to (envelope)automatic zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for -7L, ,�pr As members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 / 47)-- eio .�. 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 O 14+ P 3)Unbalanced snow loads have been considered for this design. R R L� v � 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EXPI RES: 12-31-2019 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=161, 4=161. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. OitRILL, ,J`Q Oo WA344.e >, reP ,,p 51398,,4,51398 cwt � o rISTV- ��SIDNAL>^G�°4� December 15,2017 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.IW03/1015 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,notMil' 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 ii - " 'Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) D Image or Personal Injury Ia Dimensions are in ft-in-sixteenths. I.46„. Aand fpplyullpylatesembed t0 bothteeth.sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. diagonal orX-bracin TOP CHORDS g,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For CI-118 MA wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ IL\111 p bracing should be considered. lillp _ OliAll O= 3. I Never exceed the design loading shown and never O a stack materials on inadequately braced trusses. O 4. i Provide copies of this truss design to the building C7-8 C6-7 C5-6 ~ designer,erection supervisor,propertyowner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0- tid' from outside 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. connectorplates. 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE 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 �% P Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 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 section 6.3 These truss designs relyon lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, g or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.1,Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. tIIIIMO reaction section indicates joint number where bearings occur. 17.1.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. i�1f 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with b1 project engineer before use. Industry Standards: il1 ANSI/TPI1: 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 DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component SafetyInformation, 20.Design assumes manufacture in accordance with Guide to Good Practice foHandling, Fsi1' ■T e l( ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 1 1