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REVIEWED REV2 RESUB1- RESPONSE LTRTSE E17g117 e eT117g Re: J 1097996 Chinook Lumber Inc. Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company (Burlington). Pages or sheets covered by this seal: I14066054 thru114066077 My license renewal date for the state of Washington is August 20, 2022. �� l74 WASy�� ��6 19969 November 16,2021 Terry Powell The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job I Truss I Truss Type Qty Ply Chinook Lumber Inc. J1097996 A01 GABLE 1 1 114066054 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:27 2021 Page 1 I D: KO4zAbsv1 L2X2U7nmmZ6fFzu2go-SyrjJ01 z?53ZHctvu 1 G21XAW WjOxikKXoQ2LgjyllnE 2 0 0 1 B 20-6-0 i 2260 2-0-0 4-1-12 9-104 8-6-0 13-6-8 5x8 = 4x4 = 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 19 18 17 16 15 14 13 Scale = 1:40.6 11 12 I1P 0 N N M Plate Offsets (X,Y)-- [2:0-3-7,0-2-6], [2:0-0-15,0-5-9], [10:0-4-7,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.01 2-19 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.13 Vert(CT) -0.03 2-19 >999 180 TCDL 8.0 * Rep Stress Incr YES WB 0.06 Horz(CT) -0.00 11 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight: 81 lb FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x6 DF SS *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 1-2: 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 HF No.2 WEBS 2x6 DF SS OTHERS 2x4 DF Stud REACTIONS. All bearings 14-0-0 except Qt=length) 10=0-5-8, 11=0-5-8. (lb) - Max Horz 2=86(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 2, 19, 18, 17, 16, 15, 14, 10 except 11=-145(LC 7) Max Grav All reactions 250 lb or less at joint(s) 13, 18, 17, 16, 15, 14 except 2=337(LC 1), 19=416(LC 1), 10=339(LC 15), 11=553(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-19=-341/72 NOTES- 1) Wind: ASCE 7-10; Vult=11Omph Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 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 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 23.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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 19, 18, 17, 16, 15, 14, 10 except Qt=lb) 11=145. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 10, 11. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 12) No notches allowed in overhang and 20000 from left end and 80600 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. November 16,2021 A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job Truss Truss Type Qty �Ply Chinook Lumber Inc. J1097996 A02 GABLE 1 1 114066055 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:28 2021 Page 1 ID:Ko4zAbsv1 L2X2U7nmmZ6fFzu2go-w8P5Xk2bmPBQvmS5SknHrkiaT7lnR5Kh13ouM9yllnD 2-0-0 7-0-0 13-8-7 19-11-0 22-6-0 2-0-0 7-0-0 6-8-8 6-2-9 2-7-0 Scale = 1:39.3 2.00 12 4x4 11 8 4x6 = 4x4 = 14 13 12 11 10 9 3x4 = 7-0-0 13-6-8 13 -7 19-11-0 7-0-0 6-6-8 0- -15 6-2-9 Plate Offsets (X,Y)-- [2:0-3-8,0-1-14], [14:0-1-12,0-1-12], [20:0-1-13,0-0-12], [22:0-1-13,0-0-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.06 2-15 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.34 Vert(CT) -0.12 2-15 >999 180 TCDL 8.0 * Rep Stress Incr YES WB 0.40 Horz(CT) 0.02 14 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight: 99 lb FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-13 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 DF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Stud WEBS 1 Row at midpt 4-14 SLIDER Left 2x4 DF Stud 3-5-11 REACTIONS. All bearings 6-4-8 except Qt=length) 2=0-5-8. (lb) - Max Horz 2=131(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 14 except 10=-150(LC 7), 2=-117(LC 6), 13=-317(LC 5) Max Grav All reactions 250 lb or less at joint(s) 12, 11 except 10=325(LC 15), 2=578(LC 15), 14=1396(LC 15), 14=1272(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-947/97, 4-6=-70/556, 7-10=-529/152 BOT CHORD 2-15=-107/876, 14-15=-107/876, 13-14=-502/53, 12-13=-502/53, 11-12=-502/53, 10-11=-502/53 WEBS 4-14=-1410/164, 6-14=-844/97, 6-10=-32/527 NOTES- 1) Wind: ASCE 7-10; Vult=110mph Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 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 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 23.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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14 except Qt=lb) 10=150, 2=117, 13=317. November 16,2021 A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Qty Ply Chinook Lumber Inc. 1 114066056 3 Job Truss Truss Type J1097996 A03 Monopitch The Truss Company (Burlington), Burlington, WA - 98233, 2-0-0 7-0-6 Job Reference (optional) 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:29 2021 Page 1 ID:KO4zAbsv1 L2X2U7nmmZ6fFzu2go-OLzTk42DXiJHXw1 HOSI WNyFlaXeAAYogGjXSubylInC 6-8-14 6-1-12 2-7-0 Scale = 1:39.3 2.00 12 4x4 11 8 1.5x4 11 4x4 = 3x6 = 7-0-6 13-9-4 19-11-0 7-0-6 6-8-14 6-1-12 Plate Offsets (X,Y)-- [2:0-3-8,0-1-14], [7:0-2-11,0-0-4], [10:0-1-12,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.06 2-11 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.11 2-11 >999 180 TCDL 8.0 * Rep Stress Incr YES WB 0.39 Horz(CT) 0.02 10 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight: 86 lb FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 DF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 7-9: 2x6 DF SS WEBS 1 Row at midpt 4-10 SLIDER Left 2x4 DF Stud 3-5-14 REACTIONS. (size) 9=Mechanical, 2=0-5-8, 10=0-5-8 Max Horz 2=131(LC 7) Max Uplift 9=-142(LC 7), 2=-117(LC 6), 10=-58(LC 6) Max Grav 9=352(LC 15), 2=579(LC 15), 10=1238(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-941/98, 4-6=-69/536, 7-9=-523/149 BOT CHORD 2-11 =- 107/870, 10-11 =-1 07/870, 9-10=484/52 WEBS 4-10=-1385/163, 6-10=-837/98, 6-9=-28/506 NOTES- 1) Wind: ASCE 7-10; Vult=11Omph Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); 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; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 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 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except Qt=lb) 9=142. 2=117. �� v4 NVASy�' "rJ � �rP1 19959 .ti I �NAIJ November 16,2021 A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job Truss Truss Type QtY �Ply Chinook Lumber Inc. J1097996 A04 Monopitch 2 1 114066057 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:30 2021 Page 1 ID:KO4zAbsv1 L2X2U7nmmZ6fFzu2go-sXXryP3rlOR783cUa9plw9owiwzzv??_VNH?Q2yllnB 2-0-0 6-11-3 13-9-4 20-6-0 22-6-0 2-0-0 6-11-3 6-10-1 6-8-12 Scale = 1:39.3 2.00 12 3x4 7 8 4x6 = - 3x6 = 10 9 1.5x4 4x4 = 3x6 = 6-11-3 13-9-4 20-6-0 6-11-3 6-10-1 6-8-12 Plate Offsets (X,Y)-- [2:0-3-8,0-1-14], [7:0-2-0,0-0-4], [10:0-1-12,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.06 2-12 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.36 Vert(CT) -0.11 2-12 >999 180 TCDL 8.0 * Rep Stress Incr YES WB 0.39 Horz(CT) 0.02 10 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight: 88 lb FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud *Except* BOT CHORD 7-9: 2x6 DF SS WEBS SLIDER Left 2x4 DF Stud 3-5-5 REACTIONS. (size) 9=0-5-8, 2=0-5-8, 10=0-5-8 Max Horz 2=131(LC 7) Max Uplift 9=-119(LC 7), 2=-117(LC 6), 10=-59(LC 7) Max Grav 9=331(LC 15), 2=580(LC 15), 10=1267(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-956/99, 4-6=-66/515, 7-9=-488/134 BOT CHORD 2-12=-107/884, 10-12=-107/884, 9-10=-467/54 WEBS 4-10=-1375/165, 6-10=-871/113, 6-9=-31/521 Structural wood sheathing directly applied or 5-7-8 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 4-10 NOTES- 1) Wind: ASCE 7-10; Vult=11Omph Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); 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; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 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 23.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except Qt=lb) 9=119, 2=117. IN A November 16,2021 A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job Truss Truss Type Qty �Ply Chinook Lumber Inc. J1097996 B01 GABLE 1 1 114066058 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:32 2021 Page 1 ID:KO4zAbsv1 L2X2U7nmmZ6fFzu2go-owecN556gdhrONmsharD?atNZkkcN?kHyhm6Vwylln9 2-0-0 18-0-0 36-0-0 38-0-0 2-0-0 18-0-0 18-0-0 2-0-0 Scale = 1:66.2 5x6 = 3.00 12 12 13 14 15 16 17 18 919 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 3x4 11 3x6 = 3x4 36-0-0 .AR-n-n Plate Offsets (X,Y)-- [2:0-3-0,0-2-8], [28:0-3-0,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.04 29 n/r 120 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) -0.06 29 n/r 90 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 30 n/a n/a BCDLL 0.0 _ Code IBC2015/TP12014 Matrix-R Weiaht: 183 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 DF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Stud REACTIONS. All bearings 36-0-0. (lb) - Max Herz 57=48(LC 9) Max Uplift All uplift 100 Ib or less atjoint(s) 57, 30, 44, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 Max Grav All reactions 250 lb or less at joint(s) 43, 44, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 except 57=281(LC 15), 30=285(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-57=-259/77, 28-30=-263/78 NOTES- 1) Wind: ASCE 7-10; Vult=110mph Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=36ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 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 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) ' This truss has been designed for a live load of 23.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. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 57, 30, 44, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31. 13) No notches allowed in overhang and 20000 from left end and 20000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. L A�U jfx, "rJ �r�P1 19959 S y�1 V AIJ November 16,2021 A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job I Truss I Truss Type Qty Ply Chinook Lumber Inc. J1097996 B02 Common 3 1 114066059 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:34 2021 Page 1 ID:KO4zAbsv1 L2X2U7nmmZ6fFzu2go-IlmMnn6MMFxZdhwFp?uh4?yfgYGJrIOZP?FDZpylln7 2-0-0 4-2 4 6-2-5 , 8-1-12 12-1-3 18-0-0 , 23-10-13 29-9-11 36-0-0 38-0-0 2-0-0 4-2-4 2-0-1 1-11-6 3-11-7 5-10-13 5-10-13 5-10-13 6-2-5 3.00 FIT 5x6 — Scale: 3/16"=l' 219 3x4 11 4x4 — 4x4 = 3x6 = 3x8 = 3x4 = 3x8 = 4x6 = 4-2 4 8-1-12 1-1 4 18-0-0 26-10-4 36-0-0 4-2-4 3-11-8 0- 8-10 8-10 4 9-1-12 Plate Offsets (X,Y)-- [4:0-3-0,0-1-12], [11:0-2-8,0-1-8], [15:0-2-8,0-1-8], [17:0-1-12,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.18 13-14 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.66 Vert(CT) -0.33 13-14 >999 180 TCDL 8.0 * Rep Stress Incr YES WB 0.68 Horz(CT) 0.06 13 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight: 163 lb FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud *Except* BOT CHORD 8-15,6-15: 2x4 DF No. 1&Btr, 4-18: 2x6 DF SS WEBS REACTIONS. (size) 20=0-5-8, 13=0-5-8, 18=0-3-8 Max Horz 20=-50(LC 8) Max Uplift 20=-154(LC 16), 13=-98(LC 10), 18=-85(LC 10) Max Grav 20=139(LC 15), 13=1182(LC 16), 18=1954(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-33/752, 3-4=-36/1267, 4-6=-17/777, 6-7=-1037/85, 7-8=-1070/85, 8-10=-2091/92, 10-11=-286/14, 11-13=-412/83 BOT CHORD 18-19=-714/68, 17-18=-1199/91, 15-17=0/383, 14-15=-37/1817, 13-14=-73/2112 WEBS 8-15=-1007/79, 8-14=0/368, 6-15=0/977, 6-17=-1560/110, 4-17=0/1402, 10-13=-2013/140, 4-18=-1673/45, 2-19=-669/22, 3-18=-660/25 Structural wood sheathing directly applied or 3-6-8 oc purlins, except end verticals. Rigid ceiling directly applied or 5-0-2 oc bracing. 1 Row at midpt 10-13 NOTES- 1) Wind: ASCE 7-10; Vult=110mph Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=36ft; eave=5ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); 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; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 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 23.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 18 except Qt=lb) 20=154. IV V V - v� rr �rP1 19959 'i4'(� �f,RS Sy �NAIj November 16,2021 A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIrrPI1 Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job I Truss I Truss Type Qty Ply Chinook Lumber Inc. J1097996 B03 Common Girder 2 1 114066060 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:35 2021 Page 1 ID:KO4zAbsv1 L2X2U7nmmZ6fFzu2go-DVKk?77_6Y3QFrURMipwdDVo3xilaCvjef_m6Fylln6 2-0-0 4-2-4 6-2-5 , 8-1-12 12-1-3 18-0-0 , 23-10-13 29-9-11 , 36-0-0 38-0-0 2-0-0 4-2-4 2-0-1 1-11-6 3-11-7 5-10-13 5-10-13 5-10-13 6-2-5 3.00 FIT 5x6 — Scale: 3/16"=l' 219 8x8 : 4x4 = 44 = 48 = 48 = 44 = 7x8 = 4x6 = 4-2 4 8-1-12 1-1 18-0-0 26-10-4 36-0-0 4-2-4 3-11-8 0- 8-104 8-104 9-1-12 Plate Offsets (X,Y)-- [13:Edge,0-2-0], [20:0-2-12,0-2-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.11 14-15 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.29 Vert(CT) -0.18 14-15 >999 180 TCDL 8.0 * Rep Stress Incr NO WB 0.67 Horz(CT) 0.03 13 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight: 196 lb FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud *Except* BOT CHORD 8-15,6-15: 2x4 DF No. 1&Btr, 4-18: 2x6 DF SS WEBS REACTIONS. (size) 20=0-5-8, 13=0-5-8, 18=0-3-8 (req. 0-4-5) Max Horz 20=-48(LC 8) Max Uplift 20=-108(LC 6), 13=-106(LC 27), 18=-259(LC 10) Max Grav 20=441(LC 15), 13=1180(LC 16), 18=2619(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-190/494, 3-4=-59/1135, 4-6=-64/817, 6-7=-1049/111, 7-8=-1081/111, 8-10=-2116/113, 10-11=-411/5, 2-20=-291/102, 11-13=-440/86 BOT CHORD 18-19=-473/218, 17-18=-1070/112, 15-17=-46/356, 14-15=-62/1838, 13-14=-97/2177 WEBS 8-15=-1013/80, 8-14=0/370, 6-15=-9/994, 6-17=-1591/131, 4-17=-78/1039, 10-13=-1944/151, 4-18=-1255/124, 2-19=-358/120, 3-19=-30/412, 3-18=-1008/120 Structural wood sheathing directly applied or 3-6-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 10-13 NOTES- 1) Wind: ASCE 7-10; Vult=11Omph Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=36ft; eave=5ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); 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; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 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 23.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) WARNING: Required bearing size at joint(s) 18 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 20=108, 13=106, 18=259. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 299 lb down and 58 lb up at 2-3-1, and 679 lb down and 168 lb up at 6-11-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) 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 Continued on page 2 �� v4 NVASy�' "rJ � / Pq �rP1 19959 NAIJ November 16,2021 A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIrrPI1 Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job I Truss I Truss Type Qty IPly I Chinook Lumber Inc. J1097996 B03 Common Girder The Truss Company (Burlington), Burlington, WA - 98233, LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-66, 2-7=-66, 7-11=-66, 11-12=-66, 13-20=-14 Concentrated Loads (lb) Vert: 23=-299(F) 24=-679(F) 114066060 Job Reference (optional) 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:35 2021 Page 2 ID:KO4zAbsv1 L2X2U7nmmZ6fFzu2go-DVKk?77_6Y3QFrURMiPwdDVo3xilaCvjef_m6Fylln6 A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job I Truss I Truss Type Qty Ply Chinook Lumber Inc. J1097996 B04 Common Girder 1 1 114066061 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:36 2021 Page 1 ID:KO4zAbsv1 L2X2U7nmmZ6fFzu2go-hhu7CT8ctsBHs_3dwQw9AQ2wGLwCJeLstJkJehylln5 2-0-0 4-2 4 6-2-5 , 8-1-12 12-1-3 18-0-0 , 23-10-13 29-9-11 36-0-0 38-0-0 2-0-0 4-2-4 2-0-1 1-11-6 3-11-7 5-10-13 5-10-13 5-10-13 6-2-5 3.00 12 5x6 = Scale: 3/16"=l' 219 3x6 11 5x6 — 3x4 = 4x8 = 3x8 — 3x4 = 4x6 = 4x6 = 4-24 11-12 -1-1 18-0-0 26-10-4 36-0-0 4-2-4 3-11-8 -0- 8-10-4 8-10-4 9-1-12 Plate Offsets (X,Y)-- [2:0-3-8,0-2-0], [4:0-1-0,0-1-12], [11:0-2-0,0-1-12], [13:0-3-0,0-2-4], [19:0-2-0,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.35 14-15 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.82 Vert(CT) -0.62 15-17 >688 180 TCDL 8.0 * Rep Stress Incr YES WB 0.72 Horz(CT) 0.17 13 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight: 164 lb FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 DF Stud *Except* BOT CHORD Rigid ceiling directly applied or 4-6-7 oc bracing. 8-15,6-15,10-13,2-19: 2x4 DF No. 1&Btr, 2-20,4-18: 2x6 DF SS WEBS 1 Row at midpt 10-13 REACTIONS. (size) 20=0-5-8, 13=0-5-8 Max Horz 20=-50(LC 8) Max Uplift 20=-625(LC 10), 13=-262(LC 10) Max Grav 20=1719(LC 41), 13=1576(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3368/1283, 3-4=-3957/1661, 4-6=-3816/1488, 6-7=-2607/662, 7-8=-2610/663, 8-10=-3306/595, 10-11=-312/17, 2-20=-1667/630, 11-13=-422/91 BOT CHORD 18-19=-1199/3240, 17-18=-1549/3826, 15-17=-1015/3279, 14-15=-559/3071, 13-14=-503/3157 WEBS 7-15=-251/937, 8-15=-905/114, 8-14=-4/276, 6-15=-1075/573, 6-17=-562/732, 4-17=-453/549, 10-13=-3105/579, 4-18=-593/474, 2-19=-1218/3172, 3-19=-573/278, 3-18=-382/641 NOTES- 1) Wind: ASCE 7-10; Vult=11Omph Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=36ft; eave=5ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); 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; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 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 23.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 20=625, 13=262. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 651 lb down and 655 lb up at 8-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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 Continued on page 2 November 16,2021 A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIrrPI1 Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job I Truss I Truss Type Qty IPly I Chinook Lumber Inc. J1097996 B04 Common Girder The Truss Company (Burlington), Burlington, WA - 98233, LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-66, 2-7=-66, 7-11=-66, 11-12=-66, 13-20=-14 Concentrated Loads (lb) Vert: 18=-45(F) 114066061 Job Reference (optional) 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:36 2021 Page 2 ID:KO4zAbsv1 L2X2U7nmmZ6fFzu2go-hhu7CT8ctsBHs_3dwQw9AQ2wGLwCJeLstJkJehylln5 A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job I Truss I Truss Type Qt' Ply Chinook Lumber Inc. J1097996 B05 Common Girder 1 1 114066062 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:38 2021 Page 1 ID:KO4zAbsv1 L2X2U7nmmZ6fFzu2go-d4Otd89tPTR?61DO2rydFr7HT9bKnWK9KdDQjaylln3 2-0-0 6-2-5 12-1-3 18-0-0 , 23-10-13 29-9-11 36-0-0 , 38-0-0 2-0-0 6-2-5 5-10-13 5-10-13 5-10-13 15-10-13 6-2-5 2-0-0 Scale = 1:65.7 3.00 F12 5x6 = I9 17 '" " 14 " " 12 4x4 = 5x8 = 4xB — 4x6 8x10 MT18HS = 9-1-12 18-0-0 26-10-4 36-0-0 9-1-12 8-10-4 8-10 4 9-1-12 Plate Offsets (X,Y)-- [2:Edge,0-2-12], [3:0-2-12,0-2-4], [7:0-1-12,0-2-0], [9:0-3-8,0-2-0], [12:Edge,0-2-12], [13:0-3-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.32 14-16 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.78 Vert(CT) -0.52 14-16 >824 180 MT18HS 137/130 TCDL 8.0 * Rep Stress Incr NO WB 0.88 Horz(CT) 0.12 12 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight: 194 lb FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins, BOT CHORD 2x6 DF SS except end verticals. WEBS 2x4 DF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-17,9-12: 2x4 HF No.2, 10-12: 1.5" x 5.5" 2.0E PWLVL WEBS 1 Row at midpt 7-14, 3-17, 9-12 REACTIONS. (size) 17=0-5-8, 12=0-5-8 Max Horz 17=48(LC 26) Max Uplift 17=-147(LC 10), 12=-242(LC 10) Max Grav 17=1776(LC 1), 12=2411(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-702/26, 3-5=-3978/241, 5-6=-3363/257, 6-7=-3363/257, 7-9=-5343/437, 9-10=-1270/99, 2-17=-533/93, 10-12=-687/113 BOT CHORD 16-17=-207/3795, 14-16=-194/3769, 13-14=-295/4476, 12-13=-380/4996 WEBS 6-14=-58/1258, 7-14=-1695/185, 7-13=-86/1061, 9-13=-43/326, 5-14=-863/95, 3-17=-3370/247.9-12=-4071/356 NOTES- 1) Wind: ASCE 7-10; Vult=110mph Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=36ft; eave=5ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); 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; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 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 23.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 17=147, 12=242. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 730 lb down and 104 lb up at 27-2-5, and 318 lb down and 59 lb up at 32-0-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) 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 Continued on page 2 '1.}• iv 04 NvAsy� ' r (> f "rJ � �rP1 19959 i7'ViIFttE� NAIJ November 16,2021 A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job I Truss I Truss Type Qty IPly I Chinook Lumber Inc. J1097996 B05 Common Girder The Truss Company (Burlington), Burlington, WA - 98233, LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-66, 2-6=-66, 6-10=-66, 10-11=-66, 12-17=-14 Concentrated Loads (lb) Vert:20=-730(B) 21=-318(B) 114066062 Job Reference (optional) 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:38 2021 Page 2 ID:KO4zAbsv1 L2X2U7nmmZ6fFzu2go-d40td89tPTR?6lD02rydFr7HT9bKnWK9KdDQjaylln3 A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Qty Ply Chinook Lumber Inc. 1 1 114066063 Job Truss Truss Type J1097996 BP04 BLOCKING The Truss Company (Burlington), Burlington, WA - 98233, 3x6 Job Reference (optional) 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:39 2021 Page 1 ID:KO4zAbsv1 L2X2U7nmmZ6fFzu2go-5GaFrUAVAnZsjSoCbYTsn3gbsZ7xW701ZHy_FOylln2 1-10-8 1-10-8 3x4 = 1 2 3 1-10-8 1-10-8 5x6 = Scale = 1:18.2 Plate Offsets (X,Y)-- [5:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.00 6 >999 240 MT20 185/148 TCDL 8.0 Lumber DOL 1.15 BC 0.05 Vert(CT) -0.00 6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(CT) -0.00 5 n/a n/a BCDL 7.0 Code IBC2015/TP12014 Matrix-P Weight: 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD 2-0-0 oc purlins: 1-3, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud REACTIONS. (size) 6=Mechanical, 5=0-5-4 Max Horz 6=-121(LC 21) Max Uplift 6=-643(LC 20), 5=-645(LC 23) Max Grav 6=658(LC 27), 5=666(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-648/649, 1-2=-304/302 BOT CHORD 5-6=-278/271 WEBS 1-5=-722/722 NOTES- 1) Wind: ASCE 7-10; Vult=11Omph Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); 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; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 23.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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=643, 5=645. -0-A) 4A, 8) This truss has been designed for a total drag load of 400 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-8 for 213.3 plf. 4 %VASy� 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. "rJ � �r�P1 19959 November 16,2021 A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Truss Type BLOCKING SUPPORTED Qty Ply Chinook Lumber Inc. 1 114066064 5 Job Truss J1097996 BP05 The Truss Comoanv (Burlington). Burlington, WA - 1-10-8 Job Reference (optional) 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:39 2021 Page 1 ID:KO4zAbsv1 L2X2U7nmmZ6fFzu2go-5GaFrUAVAnZsjSoCbYTsn3gcfZ7rW7TIZHy_FOylln2 5 4 5x6 = 3x6 11 1-10-8 1-10-8 Scale = 1:18.2 Plate Offsets (X,Y)-- [2:0-1-12,0-1-81, [5:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) n/a n/a 999 TCDL 8.0 * Rep Stress Incr NO WB 0.24 Horz(CT) -0.01 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight: 15 lb FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD 2-0-0 oc purlins: 1-3, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud REACTIONS. (size) 5=1-10-8, 3=1-10-8, 4=1-10-8 Max Horz 5=-121(LC 20) Max Uplift 5=-707(LC 20), 3=-234(LC 27), 4=-485(LC 23) Max Grav 5=722(LC 27), 3=234(LC 20), 4=499(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-336/333, 2-4=-489/492 BOT CHORD 4-5=-304/302 WEBS 2-5=-844/844 NOTES- 1) Wind: ASCE 7-10; Vult=11Omph Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 23.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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=707, 3=234, 4=485. 11) This truss has been designed for a total drag load of 400 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-8 for 213.3 plf. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. November 16,2021 A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job I Truss I Truss Type oty Ply Chinook Lumber Inc. J1097996 C01 Common 1 1 114066065 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:40 2021 Page 1 ID:KO4zAbsv1 L2X2U7nmmZ6fFzu2go-ZS7d2gB7x5ijLcNP9F?5KGChKylcFShSoxiXnSylln1 5-7-1 10-10-11 16-9-8 22-8-5 28-10-11 30-10-11 5-7-1 5-3-9 5-10-13 5-10-13 6-2-5 2-0-0 3.00 F12 14 1f 3x8 4x6 = 11 3x6 = 3x8 = 3x4 = 10-11 10-10-11 19-1-15 28-10-11 10-1 10-0-0 8-3-4 9-8-12 Plate Offsets (X,Y)-- [1:0-2-0,0-0-9], [2:0-1-8,0-1-8], [7:0-2-8,0-1-8], [14:0-3-12,0-1-8] Scale = 1:50.4 9 4x6 = I9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.25 9-10 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.73 Vert(CT) -0.45 9-10 >738 180 TCDL 8.0 * Rep Stress Incr YES WB 0.76 Horz(CT) 0.09 9 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight: 129 lb FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud *Except* BOT CHORD 1-14: 2x6 DF SS WEBS REACTIONS. (size) 14=Mechanical, 9=0-5-8, 13=0-3-8 Max Horz 14=-87(LC 8) Max Uplift 14=-186(LC 10), 9=-109(LC 10) Max Grav 14=745(LC 15), 9=1276(LC 1), 13=695(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1538/121, 3-4=-1543/121, 4-6=-2355/124, 6-7=-304/0, 7-9=-417/82 BOT CHORD 13-14=-46/1220, 11-13=-46/1220, 10-11=-66/2118, 9-1 0=-1 06/2354 WEBS 2-11=0/406, 3-11=0/385, 4-11=-861/83, 4-10=0/324, 2-14=-1534/104, 6-9=-2254/182 Structural wood sheathing directly applied or 3-3-12 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 2-14, 6-9 NOTES- 1) Wind: ASCE 7-10; Vult=11Omph Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); 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; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 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 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 14=186, 9=109. '1.}• �� v4 NVASy�' "rJ � Pq �rP1 19959 �NAIJ November 16,2021 A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Qty Ply Chinook Lumber Inc. 1 1 114066066 Job Truss Truss Type J1097996 E01 FLAT GIRDER The Truss Company (Burlington), Burlington, WA - 98233, 4x6 = 3x4 11 4 5 6 3-10-8 Job Reference (optional) 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:41 2021 Page 1 ID:KO4zAbsv1 L2X2U7nmmZ6fFzu2go-2fh?GACliogazmybjzWKtUlxfMpl_4kbObR4JvyllnO 2 3x4 11 3 4x4 = Scale = 1:10.5 3-10-8 3-10-8 Plate Offsets (X,Y)-- [4:0-2-1,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.00 3-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 3-4 >999 180 TCDL 8.0 * Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight: 23 lb FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x6 DF SS TOP CHORD BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud *Except* BOT CHORD 1-4: 2x6 DF SS REACTIONS. (size) 4=Mechanical, 3=Mechanical Max Horz 4=25(LC 7) Max Uplift 4=-44(LC 4), 3=-44(LC 5) Max Grav 4=313(LC 1), 3=313(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-291/59. 2-3=-291/55 Structural wood sheathing directly applied or 3-10-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=11Omph Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); 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; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 23.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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 38 lb down and 9 lb up at 1-11-4 on top chord, and 9 lb down and 15 lb up at 1-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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: 1-2=-166(F=-100), 3-4=-14 Concentrated Loads (lb) Vert: 6=3(F) IN A �rP1 19959 November 16,2021 A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job Truss Truss Type city Ply Chinook Lumber Inc. 114066067 J1097996 E02 FLAT GIRDER 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:42 2021 Page 1 I D: KO4zAbsv1 L2X2U7nmmZ6fFzu2go-W rFOTW DNTiyQavXnHg1 ZPhH7am6KjX_I FFBesLylln? 3-10-8 3-10-8 1 4x6 — 2 Scale = 1:16.5 3x4 11 3-10-8 3-10-8 4x4 = Plate Offsets (X,Y)-- [4:0-2-1,0-2-1] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.01 3-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.20 Vert(CT) -0.02 3-4 >999 180 TCDL 8.0 * Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight: 55 lb FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x6 DF SS TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, BOT CHORD 2x6 DF SS except end verticals. WEBS 2x4 DF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-4: 2x6 DF SS REACTIONS. (size) 4=Mechanical, 3=Mechanical Max Horz 4=-52(LC 4) Max Uplift 4=-154(LC 4), 3=-150(LC 5) Max Grav 4=693(LC 1), 3=675(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-291/72. 2-3=-291/55 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=11Omph Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); 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; Partially Exp.; Ct=1.10 5) Provide adequate drainage to prevent water ponding. � SL4A, 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 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ray will fit between the bottom chord and any other members. NVAS&I " 8) Refer to girder(s) for truss to truss connections. t 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=154,3=150. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 738 lb down and 193 lb up at t� 1-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard �rP1� 19959 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 {:f'AlwF«�� Uniform Loads (plf) c� Vert: 1-2=-166(F=-100), 3-4=-14 ��Ali Continued on page 2 November 16,2021 A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job J1097996 The Truss Company (Burlinc LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 5=-738(B) Truss Truss Type E02 FLAT GIRDER ton), Burlington, WA-98233, Qty Ply Chinook Lumber Inc. 1 114066067 2 Job Reference (optional) 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:42 2021 Page 2 I D: KO4zAbsv1 L2X2U7nmmZ6fFzu2go-W rFOTW DNTiyQavXnHg1 ZPhH7am6KjX_I FFBesLylln? A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job Truss Truss Type city Ply Chinook Lumber Inc. 114066068 J1097996 E03 FLAT GIRDER 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:42 2021 Page 1 I D: KO4zAbsv1 L2X2U7nmmZ6fFzu2go-W rFOTW DNTiyQavXnHg1 ZPhH7am6mjXzl FFBesLylln? 3-10-8 3-10-8 1 4x6 — 2 Scale = 1:18.8 3x4 11 3-10-8 3-10-8 4x4 = Plate Offsets (X,Y)-- [4:0-2-0,0-2-3] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.01 3-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.23 Vert(CT) -0.02 3-4 >999 180 TCDL 8.0 * Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight: 59 lb FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x6 DF SS TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, BOT CHORD 2x6 DF SS except end verticals. WEBS 2x4 DF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-4: 2x6 DF SS REACTIONS. (size) 4=Mechanical, 3=Mechanical Max Horz 4=63(LC 5) Max Uplift 4=-91(LC 4), 3=-90(LC 5) Max Grav 4=765(LC 1), 3=744(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-291/79. 2-3=-291/55 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=11Omph Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); 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; Partially Exp.; Ct=1.10 5) Provide adequate drainage to prevent water ponding. � SL4A, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 131 7) * This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ray " will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 4 NVASy/y C 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3. J 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 879 lb down and 58 lb up at o� 1-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. t� / LOAD CASE(S) Standard �r 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 P1� 19959 Uniform Loads (plf) Vert: 1-2=-166(F=-100), 3-4=-14 'j Concentrated Loads (lb) Vert: 5=-879(F) November 16,2021 A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job Truss Truss Type Qty �Ply Chinook Lumber Inc. J1097996 E04 FLAT GIRDER 1 1 114066069 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:43 2021 Page 1 ID: K04zAbsv1 L2X2U7nmmZ6fFzu2go-_l pmgsD?E04HC36_gOYoyvgHyAU?S_DuUvwBOnylln_ 3-10-8 3-10-8 1 4x6 — 2 3x4 Scale = 1:12.7 5 3x4 11 4 6 3-10-8 3-10-8 4x4 = Plate Offsets (X,Y)-- [4:0-2-0,0-2-2] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.00 3-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(CT) -0.00 3-4 >999 180 TCDL 8.0 * Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight: 25 lb FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x6 DF SS TOP CHORD BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud *Except* BOT CHORD 1-4: 2x6 DF SS REACTIONS. (size) 4=Mechanical, 3=Mechanical Max Horz 4=-35(LC 4) Max Uplift 4=-45(LC 4), 3=-45(LC 5) Max Grav 4=333(LC 1), 3=332(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-303/63. 2-3=-302/56 Structural wood sheathing directly applied or 3-10-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); 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; Partially Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 23.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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 lb down and 16 lb up at 1-11-4 on top chord, and 28 lb down at 1-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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: 1-2=-166(F=-100), 3-4=-14 Concentrated Loads (lb) Vert: 5=-24(B) 6=-11(B) "rJ � �rP1 19959 r <v�NAIJ November 16,2021 A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job Truss Truss Type QtY �Ply Chinook Lumber Inc. J1097996 F01 Common 1 1 114066070 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:44 2021 Page 1 ID:KO4zAbsv1 L2X2U7nmmZ6fFzu2go-SDN8uCEd?JC8gDgAO531 U6NLjaj4BJA2jZglvEyllmz 7-0-0 13-8-8 18-1-2 19-7-5 22-9-5 7-0-0 6-8-8 4-4-11 3-2-0 Scale = 1:37.9 4x6 = 3 M N M 9 8 7 6 10 3x6 = 3x4 11 4x4 — 3x8 — 3x6 — 7-0-0 13-8-8 22-9-5 7-0-0 6-8-8 9-0-13 Plate Offsets (X,Y)-- [3:0-3-0,0-2-4], [5:0-2-10,0-2-1], [6:0-1-12,0-1-8], [9:0-1-12,0-2-0], [10:0-1-15,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.17 6-7 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.50 Vert(CT) -0.29 6-7 >921 180 TCDL 8.0 * Rep Stress Incr YES WB 0.47 Horz(CT) 0.03 6 n/a n/a BCLL 0.0 BCDL 7.0 Code IBC2015/TP12014 Matrix-SH Weight: 107 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud *Except* BOT CHORD 2-7: 2x4 HF No.2, 1-10,5-6: 2x6 DF SS REACTIONS. (size) 10=Mechanical, 6=Mechanical Max Horz 10=89(LC 9) Max Uplift 10=-49(LC 6), 6=-44(LC 10) Max Grav 10=893(LC 1), 6=893(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1376/91, 2-3=-1045/83, 3-4=-1034/83, 1-10=-844/76 BOT CHORD 7-9=-60/1288, 6-7=-60/640 WEBS 2-7=-439/72, 4-7=0/432, 1-9=-60/1236, 4-6=-1004/89 Structural wood sheathing directly applied or 4-1-14 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=11Omph Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); 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; Partially Exp.; Ct=1.10 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 23.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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 6. November 16,2021 A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job Truss J1097996 F02 The Truss Company (Burlington), 7-0-0 Truss Type Common Girder Burlington, WA-98233, 13-8-8 6-8-8 4x6 = 3.00 12 Qty IPly I Chinook Lumber Inc. 114066071 Job Reference (optional) 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:45 2021 Page 1 ID:KO4zAbsv1 L2X2U7nmmZ6fFzu2go-wQxW5YFGmdK?RNFMypaG1 KvToz?DwhKBxDPIRgyllmy 5-10-13 5-10-13 6-2-5 ' 2-0-0 Scale = 1:55.0 I9 14 13 11 '" '" '" 9 3x4 4x6 11 46 = 3x8 = 3x8 11 8x10 MT18HS = 7-0-0 13-8-8 22-6-12 31-8-8 7-0-0 6-8-8 8-10-4 9-1-12 Plate Offsets (X,Y)-- [1:0-3-0,0-1-8], [3:0-3-0,0-2-4], [4:0-1-12,0-2-0], [6:0-3-4,0-2-4], [9:Edge,0-3-0], [13:0-2-4,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.23 9-10 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.76 Vert(CT) -0.37 9-10 >999 180 MT18HS 220/195 TCDL 8.0 * Rep Stress Incr NO WB 0.80 Horz(CT) 0.07 9 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight: 174 lb FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 2-7-6 oc purlins, BOT CHORD 2x6 DF SS except end verticals. WEBS 2x4 DF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-11: 2x4 HF No.2, 1-14,7-9: 2x6 DF SS, 6-9: 2x4 DF No.1&Btr WEBS 1 Row at midpt 4-11, 6-9 REACTIONS. (size) 14=Mechanical, 9=0-5-8 Max Horz 14=-71(LC 8) Max Uplift 14=-93(LC 10), 9=-232(LC 10) Max Grav 14=1489(LC 1), 9=2228(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2589/191, 2-3=-2666/219, 3-4=-2657/219, 4-6=-4788/405, 6-7=-1028/85, 1-14=-1416/116, 7-9=-613/108 BOT CHORD 11-13=-111/2464, 10-11=-261/3863, 9-10=-353/4514 WEBS 2-13=-539/95, 2-11=-151/316, 3-11=-35/890, 4-11=-1682/191, 4-10=-89/1177, 6-10=-95/256, 1-13=-142/2381, 6-9=-3803/346 NOTES- 1) Wind: ASCE 7-10; Vult=11Omph Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); 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; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 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 23.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) 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) 14 except Qt=lb) 9=232. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 751 lb down and 105 lb up at 22-10-13, and 319 lb down and 59 lb up at 27-8-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 November 16,2021 A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job I Truss I Truss Type Qty IPly I Chinook Lumber Inc. J1097996 F02 Common Girder The Truss Company (Burlington), Burlington, WA - 98233, LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-7=-66, 7-8=-66, 9-14=-14 Concentrated Loads (lb) Vert: 16=-751(F) 17=-319(F) 114066071 Job Reference (optional) 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:45 2021 Page 2 ID:KO4zAbsv1 L2X2U7nmmZ6fFzu2go-wQxW5YFGmdK?RNFMypaG1 KvToz?DwhKBxDPIRgyllmy A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job Truss J1097996 F03 The Truss Company (Burlington), 7-0-0 Truss Type Common Burlington, WA-98233, 13-8-8 6-8-8 46 = 3.00 FIT 3 Qty Ply Chinook Lumber Inc. 1 114066072 4 Job Reference (optional) 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:45 2021 Page 1 ID:KO4zAbsv1 L2X2U7nmmZ6fFzu2go-wQxW5YFGmdK?RNFMypaG1 KvT8z?YwizBxDPIRgyllmy 5-10-13 5-10-13 6-2-5 ' 2-0-0 Scale = 1:54.8 to 14 13 " 11 9 3x4 11 3x6 = 3x6 = 3x8 = 3x4 4x6 = 7-0-0 13-8-8 22-6-12 31-8-8 7-0-0 6-8-8 8-10-4 9-1-12 Plate Offsets (X,Y)-- [1:0-2-12,0-1-12], [3:0-3-0,0-2-8], [6:0-2-8,0-2-0], [7:0-2-0,0-1-12], [13:0-1-12,0-1-8], [14:0-2-2,0-1-6] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.23 10-11 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.74 Vert(CT) -0.43 10-11 >875 180 TCDL 8.0 * Rep Stress Incr YES WB 0.76 Horz(CT) 0.11 9 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight: 139 lb FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud *Except* BOT CHORD 2-11: 2x4 HF No.2, 1-14: 2x6 DF SS WEBS REACTIONS. (size) 14=Mechanical, 9=0-5-8 Max Horz 14=-73(LC 8) Max Uplift 14=-59(LC 10), 9=-110(LC 10) Max Grav 14=1248(LC 1), 9=1400(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2078/123, 2-3=-1992/129, 3-4=-1983/130, 4-6=-2762/128, 6-7=-317/0, 1-14=-1198/85, 7-9=-424/84 BOT CHORD 11-13=-45/1968, 10-11=-75/2505, 9-10=-103/2690 WEBS 2-13=-421/79, 2-11=-329/139, 3-11=0/564, 4-11=-858/76, 4-10=0/322, 1-13=-79/1934, 6-9=-2601/169 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 6-9 NOTES- 1) Wind: ASCE 7-10; Vult=11Omph Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); 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; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 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 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14 except Qt=lb) 9=110. IN A November 16,2021 A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. oty IPly I Chinook Lumber Inc. 114066073 Job Truss Truss Type J1097996 F04 COMMON The Truss Company (Burlington), Burlington, WA - 98233, Job Reference (optional) 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:46 2021 Page 1 I D:KO4zAbsv1 L2X2U7nmmZ6fFzu2go-OcVuJuGuXxSs3XgYW W6VaXSdyN Lpf8OKAt9r_6yllmx -0-6-0 -0110-0i 7-0-0 13-8-8 19-7-5 25-6-3 31-8-8 33-8-8 0-4-0 7-0-0 6-8-8 5-10-13 5-10-13 6-2-5 2-0-0 0-6-0 Scale = 1:57.2 4x6 = 3.00 F12 16 15 13 11 3x4 11 3x6 = 3x6 = 3x8 = 3x4 = 0- 11 7-0-10 13-8-8 22-6-12 31-8-8 0- 6-8-8 8-10 4 9-1-12 Plate Offsets (X,Y)-- [3:0-3-12,0-1-8], [5:0-3-0,0-2-8], [8:0-2-12,0-2-0], [9:0-2-0,0-1-12], [15:0-1-12,0-1-8] 4x6 = 09 19 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.23 12-13 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.74 Vert(CT) -0.43 12-13 >883 180 TCDL 8.0 * Rep Stress Incr YES WB 0.77 Horz(CT) 0.07 11 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight: 140 lb FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 BOT CHORD WEBS 2x4 DF Stud *Except* 4-13: 2x4 HF No.2, 3-16: 2x6 DF SS WEBS REACTIONS. (size) 16=Mechanical, 11=0-5-8, 2=0-1-8 Max Horz 2=-73(LC 8) Max Uplift 16=-99(LC 10), 11=-111(LC 10), 2=-371(LC 1) Max Grav 16=1699(LC 1), 11=1391(LC 1), 2=23(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-2009/124, 4-5=-1959/130, 5-6=-1951/131, 6-8=-2734/129, 8-9=-318/0, 3-16=-1649/124, 9-11=-425/84 BOT CHORD 13-15=-46/1896, 12-13=-76/2476, 11-12=-104/2667 WEBS 4-15=-423/74, 4-13=-289/179, 5-13=0/542, 6-13=-873/75, 6-12=0/323, 3-15=-61/1944, 8-11=-2578/170 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 15-16. 1 Row at midpt 8-11 NOTES- 1) Wind: ASCE 7-10; Vult=110mph Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); 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; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 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 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16 except Qt=lb) 11=111,2=371. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. IV V V - v� rr �rP1 19959 November 16,2021 A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job Truss Truss Type oty Chinook Lumber Inc. J1097996 F05 COMMON 1 �Ply 1 114066074 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:47 2021 Page 1 ID:KO4zAbsv1 L2X2U7nmmZ6fFzu2go-so2HWDGWIEajhhPl3Ddk61?olnh1 Ob2UPXuPWZyllmw -2-2-0 7-0-0 13-8-8 19-7-5 25-6-3 31-8-8 33-8-8 2-2-0 7-0-0 6-8-8 5-10-13 5-10-13 6-2-5 2-0-0 Scale = 1:59.4 3.00 12 15 3x4 11 4x6 = 14 .1 12 3x6 = 3x6 = 3x8 = 3x4 = -2-2-00- 10 7-0-0 13-8-8 22-6-12 31-8-8 2-2-0 0- -10 6-11-6 6-8-8 8-10-4 9-1-12 Plate Offsets (X,Y)-- [2:0-3-12,0-1-8], [4:0-3-0,0-2-8], [7:0-2-12,0-2-0], [8:0-2-0,0-1-12], [14:0-1-12,0-1-8] 10 4x6 I9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.23 11-12 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.74 Vert(CT) -0.43 11-12 >881 180 TCDL 8.0 * Rep Stress Incr YES WB 0.78 Horz(CT) 0.07 10 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight: 141 lb FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 BOT CHORD WEBS 2x4 DF Stud *Except* WEBS 3-12: 2x4 HF No.2, 2-15: 2x6 DF SS REACTIONS. (size) 1=0-1-0, 15=Mechanical, 10=0-5-8 Max Horz 1=-73(LC 8) Max Uplift 1=-18(LC 8), 15=-78(LC 10), 10=-111(LC 10) Max Grav 1=15(LC 15), 15=1403(LC 1), 10=1394(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2036/126, 3-4=-1972/131, 4-5=-1965/132, 5-7=-2745/129, 7-8=-320/0, 2-15=-1353/104, 8-10=-425/84 BOT CHORD 12-14=-47/1922, 11-12=-77/2488, 10-11 =-1 05/2676 WEBS 3-14=-415/74, 3-12=-301/172, 4-12=0/549, 5-12=-889/75, 5-11=0/323, 2-14=-59/1912, 7-10=-2587/171 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 7-10 NOTES- 1) Wind: ASCE 7-10; Vult=11Omph Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); 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; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 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 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 15 except Qt=lb) 10=111. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. IN A �rP1 19959 November 16,2021 A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job I Truss I Truss Type oty Ply Chinook Lumber Inc. J1097996 F06 COMMON 1 1 114066075 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:48 2021 Page 1 ID:KO4zAbsv1 L2X2U7nmmZ6fFzu2go-K?cfkZH83Yialq_xdx8zfyXzWB1 G722ddBey2?yllmv -6-Q-2-7-10 7-0-0 13-8-8 19-7-5 25-6-3 31-8-8 33-8-8 d-10- 2-7-10 7-0-0 6-8-8 5-10-13 5-10-13 2-0-0 4x6 = 3.00 FIT Scale = 1:61.6 019 3x4 11 3x6 = 3x6 = 3x8 = 3x4 = 4x6 = 7-0-0 13-8-8 22-6-12 31-8-8 0- -1 7-0-0 6-8-8 8-10-4 9-1-12 Plate Offsets (X,Y)-- [3:0-3-12,0-1-8], [5:0-3-0,0-2-8], [8:0-2-12,0-2-0], [9:0-2-0,0-1-12], [15:0-1-12,0-1-8], [16:0-2-0,0-1-5] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.23 12-13 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.74 Vert(CT) -0.43 12-13 >880 180 TCDL 8.0 * Rep Stress Incr YES WB 0.80 Horz(CT) 0.10 11 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight: 143 lb FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 BOT CHORD WEBS 2x4 DF Stud *Except* WEBS 4-13: 2x4 HF No.2, 3-16: 2x6 DF SS REACTIONS. (size) 16=Mechanical, 11=0-5-8, 2=0-1-8 Max Horz 16=-72(LC 8) Max Uplift 16=-75(LC 10), 11=-111(LC 10), 2=-39(LC 6) Max Grav 16=1392(LC 1), 11=1395(LC 1), 2=115(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-2038/127, 4-5=-1974/132, 5-6=-1966/133, 6-8=-2746/130, 8-9=-322/0, 3-16=-1341/100, 9-11=-426/84 BOT CHORD 13-15=-48/1925, 12-13=-77/2489, 11-12=-105/2677 WEBS 4-15=-414/73, 4-13=-302/177, 5-13=0/550, 6-13=-907/75, 6-12=0/323, 3-15=-58/1908, 8-11=-2588/171 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 8-11 NOTES- 1) Wind: ASCE 7-10; Vult=11Omph Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); 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; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 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 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 2 except Qt=lb) 11=111. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. IV V V - v� rr �rP1 19959 November 16,2021 A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job I Truss I Truss Type Qty Ply Chinook Lumber Inc. J1097996 F08 GABLE 1 1 114066076 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:51 2021 Page 1 I D:KO4zAbsv1 L2X2U7nmmZ6fFzu2go-la InMbKOLT499lj W I3hgGb9dYOD2KbO4K8scfKyllms -5-9-12-3-11-3 13-8-8 28-4-8 ,29-8-81 31-8-8 , 33-8-8 1-10-9 3-11-3 13-8-8 14-8-0 1 4-0 2-0-0 2-0-0 Scale = 1:67.6 4x4 = 11 12 13 14 15 16 17 8I9 3x4 11 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 3x6 = 28-4-8 29-8-8, 31-8-8 28-4-8 1 4-0 2-0-0 Plate Offsets (X,Y)-- [3:0-1-0,0-1-12], [4:0-4-15,0-1-0], [27:0-2-12,0-2-0], [53:0-2-0,0-1-14] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.00 53 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 30 >999 180 TCDL 8.0 * Rep Stress Incr YES WB 0.06 Horz(CT) 0.01 2 n/a n/a BCLL 0.0 BCDL 7.0 Code IBC2015/TP12014 Matrix-SH Weight: 177 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 DF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 3-53: 2x6 DF SS 10-0-0 oc bracing: 30-31,29-30. OTHERS 2x4 DF Stud REACTIONS. All bearings 31-8-8 except Qt=length) 2=0-5-8. (lb) - Max Horz 53=-66(LC 8) Max Uplift All uplift 100 Ib or less atjoint(s) 53, 43, 45, 46, 47, 48, 49, 50, 51, 52, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 29, 30, 31, 2 Max Grav All reactions 250 lb or less at joint(s) 53, 42, 43, 45, 46, 47, 48, 49, 50, 51, 52, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 30, 31 except 29=308(LC 1), 2=293(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 27-29=-298/101 NOTES- 1) Wind: ASCE 7-10; Vult=11Omph Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=32ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 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 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 23.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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 53, 43, 45, 46, 47, 48, 49, 50, 51, 52, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 29, 30, 31, 2. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 12) No notches allowed in overhang and 50912 from left end and 20000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. November 16,2021 A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Job I Truss I Truss Type oty Ply Chinook Lumber Inc. J1097996 F07 COMMON 1 1 114066077 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, 8.520 s Aug 27 2021 MiTek Industries, Inc. Tue Nov 16 01:39:49 2021 Page 1 I D: KO4zAbsv1 L2X2U7nmmZ6fFzu2go-pBA1 xvlmpsq Rw_Z7BefCBA48CbMVsV2nsrNVaRyllmu -4T1q-0 4-3-8 7-0-0 13-8-8 19-7-5 25-6-3 31-8-8 33-8-8 0'-6 8 4-3-8 7-0-0 6-8-8 5-10-13 5-10-13 6-2-5 2-0-0 4x6 = 3.00 12 Scale: 3/16"=l' Dlo 3x4 11 3x6 = 3x6 = 3x8 — 3x4 = 4x6 = 0- 11 7-0-0 13-8-8 22-6-12 31-8-8 0- -11 6-11-5 6-8-8 8-10 4 9-1-12 Plate Offsets (X,Y)-- [3:0-3-12,0-1-8], [5:0-3-0,0-2-8], [8:0-2-12,0-2-0], [9:0-2-0,0-1-12], [15:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.23 12-13 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.74 Vert(CT) -0.43 12-13 >882 180 TCDL 8.0 * Rep Stress Incr YES WB 0.81 Horz(CT) 0.07 11 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight: 145 lb FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 BOT CHORD WEBS 2x4 DF Stud *Except* WEBS 4-13: 2x4 HF No.2, 3-16: 2x6 DF SS REACTIONS. (size) 16=Mechanical, 11=0-5-8, 2=0-1-8 Max Horz 2=-73(LC 8) Max Uplift 16=-91(LC 10), 11=-110(LC 10), 2=-38(LC 6) Max Grav 16=1449(LC 1), 11=1400(LC 16), 2=144(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-2024/123, 4-5=-1967/130, 5-6=-1959/131, 6-8=-2765/128, 8-9=-322/0, 3-16=-1399/117, 9-11=-426/84 BOT CHORD 13-15=-44/1911, 12-13=-76/2516, 11-12=-104/2685 WEBS 4-15=-418/75, 4-13=-293/185, 5-13=0/546, 6-13=-925/75, 6-12=0/323, 3-15=-63/1925, 8-11=-2590/169 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 8-11 NOTES- 1) Wind: ASCE 7-10; Vult=110mph Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); 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; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 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 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 2 except Qt=lb) 11=110. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. IN A �rP1 19959 S I FttE� NAij November 16,2021 A WARNING - Venly design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIrrPI1 Quality Criteria, DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Li1eTRUSSCO. INC. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 1 3j4' Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown In ft-In-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X-bracing, is always required. See BCSI1. 1 2. Truss bracing must be designed by an engineer. For 0- r16�r 1 2 3 wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator TOP CHORDS bracing should be considered. C1-2 C2-3 3. Never exceed the design loading shown and never WEBS stack materials on inadequately braced trusses. 0 0 �, N n 3 �3• 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate p Uall AC5-6 designer, erection supervisor, property owner and other interested parties. plates 0- 'lid' from outside � aedge of truss. O5. Cut members to bear tightly against each other. C7-8 C6-7 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the y 8 7 6 5 joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. required direction of slots in connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. " Plate location details available in MiTek 20/20 8. Unless otherwise noted, moisture content of lumber software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19 % at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 9. Unless expressly noted, this design is not applicable for PLATE SIZE THE LEFT. use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to Slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION PRODUCT CODE APPROVALS ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 9730, 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: 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. BCSI1: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, theTRUSSco. INC. ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses.