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Roof Engineering - ATri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 J1090614 The Truss Company (Sumner). August 20, 2022.My license renewal date for the state of Washington is Pages or sheets covered by this seal: Soundbuilt NW, LLC Terry Powell June 20,2021 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by 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. Re: thru I13823553I13823525 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss A Truss Type Attic Supported Gable Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823525 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:15 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-qTNs0ZyPuyCi6u_sfbAnodSY_LUF140Y?dgejbz5KSc Scale: 1/8"=1' 1 2 3 4 5 6 7 8 9 10 11 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 1716 15 14 13 12 3865 66 63 64 8x8 7x8 8x10 MT18HS 8x8 8x10 MT18HS 4x5 4x5 5x10 5x10 4x12 4x12 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 7x8 8x8 15-0-0 5- 8 - 1 13 - 0 - 5 6-0-8 6-8-1 6-8-1 12-1-4 5-5-3 19-9-0 7-7-12 27-4-12 7-7-12 32-9-15 5-5-3 39-6-0 6-8-1 -2-0-0 2-0-0 6-8-1 6-8-1 12-1-4 5-5-3 16-9-1 4-7-13 19-9-0 2-11-15 22-8-15 2-11-15 27-4-12 4-7-13 32-9-15 5-5-3 39-6-0 6-8-1 41-6-0 2-0-0 0- 4 - 5 11 - 1 0 - 9 0- 4 - 5 7.00 12 Plate Offsets (X,Y)-- [2:0-8-15,0-2-8], [5:0-1-4,0-2-8], [7:0-1-4,0-2-8], [10:0-8-15,0-2-8], [15:0-9-0,0-2-0], [20:0-8-0,0-2-0], [29:0-8-0,0-2-0], [34:0-9-0,0-2-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.78 0.14 0.65 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.02 0.01 0.01 (loc) 11 11 20 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 MT18HS Weight: 454 lb FT = 16% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x10 DF SS *Except* 1-3,9-11: 2x4 HF No.2 BOT CHORD 2x12 DF SS WEBS 2x4 HF Stud *Except* 5-7: 2x4 HF No.2 OTHERS 2x4 HF Stud *Except* 5-25,7-24,22-49,23-50,27-61,26-62: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-29, 9-20 JOINTS 1 Brace at Jt(s): 38 REACTIONS.All bearings 39-6-0. (lb) - Max Horz 2=-209(LC 36) Max Uplift All uplift 100 lb or less at joint(s) 12, 13, 37, 36 except 2=-1548(LC 40), 29=-1074(LC 41), 20=-1075(LC 42), 34=-1965(LC 40), 15=-1956(LC 43), 23=-309(LC 17), 26=-309(LC 17), 10=-1557(LC 43) Max Grav All reactions 250 lb or less at joint(s) 12, 13, 14, 16, 17, 19, 21, 22, 37, 36, 35, 33, 32, 30, 28, 27 except 2=1666(LC 37), 29=1138(LC 36), 20=1140(LC 39), 34=2159(LC 37), 15=2144(LC 38), 25=518(LC 17), 24=518(LC 17), 10=1679(LC 38) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3577/3378, 3-4=-3649/3374, 4-5=-2353/2080, 5-6=-1092/941, 6-7=-1097/944, 7-8=-2344/2086, 8-9=-3578/3365, 9-10=-3548/3358 BOT CHORD 2-37=-3056/3250, 36-37=-1585/1778, 35-36=-1585/1778, 34-35=-1585/1778, 33-34=-1300/1532, 32-33=-1300/1532, 30-32=-1300/1532, 29-30=-1300/1532, 28-29=0/580, 27-28=0/580, 26-27=0/580, 25-26=0/580, 24-25=0/580, 23-24=0/580, 22-23=0/580, 21-22=0/580, 20-21=0/580, 19-20=-1224/1452, 17-19=-1224/1452, 16-17=-1224/1452, 15-16=-1224/1452, 14-15=-1507/1700, 13-14=-1507/1700, 12-13=-1507/1700, 10-12=-2979/3172 WEBS 4-29=-544/125, 8-20=-544/119, 3-34=-2165/1998, 9-15=-2150/1989, 3-29=-1556/1687, 9-20=-1571/1698 NOTES-(17) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 17.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 3x6 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 12) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-38, 7-38 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 13, 37, 36 except (jt=lb) 2=1548, 29=1074 , 20=1075, 34=1965, 15=1956, 23=309, 26=309, 10=1557. 14) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 15) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 37-6-0 to 39-6-0 for 2271.2 plf. 16) Attic room checked for L/360 deflection. 17) All dimensions given in feet-inches-sixteenths (FFIISS) format.June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss A1 Truss Type Attic Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823526 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:17 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-mrVcRFzgQZSQLB7En0DFt2Xx684VV?RrSx9loTz5KSa Scale = 1:82.1 1 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 1823 24 6x8 10x12 8x8 8x8 8x8 3x8 3x8 5x12 3x10 5x12 3x10 3x6 3x6 1.5x4 10x12 6x8 5- 8 - 1 13 - 0 - 5 6-8-1 6-8-1 12-1-4 5-5-3 27-4-12 15-3-8 32-9-15 5-5-3 39-6-0 6-8-1 -2-0-0 2-0-0 6-8-1 6-8-1 12-1-4 5-5-3 16-9-1 4-7-13 19-9-0 2-11-15 22-8-15 2-11-15 27-4-12 4-7-13 32-9-15 5-5-3 39-6-0 6-8-1 41-6-0 2-0-0 0- 4 - 5 11 - 1 0 - 9 0- 4 - 5 7.00 12 Plate Offsets (X,Y)-- [2:0-4-0,0-1-11], [3:0-3-12,Edge], [4:0-7-4,0-0-12], [8:0-7-4,0-0-12], [9:0-3-12,Edge], [10:0-4-0,0-1-11], [12:0-3-8,0-1-8], [14:0-8-12,0-2-4], [15:0-8-12,0-2-4], [17:0-3-8,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.61 0.54 0.59 DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in -0.38 -0.61 0.06 -0.14 (loc) 14-15 14-15 10 14-15 l/defl >999 >764 n/a 1324 L/d 360 240 n/a 360 PLATES MT20 Weight: 349 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x10 DF SS *Except* 1-3,9-11: 2x4 HF No.2 BOT CHORD 2x12 DF SS WEBS 2x4 HF Stud *Except* 5-7: 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 18 REACTIONS. (size)2=0-5-8, 10=0-5-8 Max Horz 2=-209(LC 8) Max Grav 2=2193(LC 21), 10=2193(LC 22) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3551/0, 3-4=-3372/0, 4-5=-2596/0, 5-6=0/662, 6-7=0/662, 7-8=-2599/0, 8-9=-3376/0, 9-10=-3546/0 BOT CHORD 2-17=0/3143, 15-17=0/3162, 14-15=0/2770, 12-14=0/3001, 10-12=0/2982 WEBS 5-18=-3563/0, 7-18=-3563/0, 4-15=0/1367, 8-14=0/1367, 3-17=-455/85, 9-12=-455/85, 3-15=-663/209, 9-14=-663/207, 6-18=0/449 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 17.0 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-18, 7-18 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 14-15 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Attic room checked for L/360 deflection. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss A2 Truss Type Attic Qty 10 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823527 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:18 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-E23_ea_IBtaHzLiRLjkUPF46tYPlESj_hbvIKvz5KSZ Scale = 1:80.5 1 2 3 4 5 6 7 8 9 10 16 15 14 13 12 11 17 22 23 6x8 10x12 8x8 8x8 8x8 3x8 3x8 5x12 3x10 4x12 3x10 3x6 3x6 1.5x4 6x8 10x12 15-0-0 5- 8 - 1 13 - 0 - 5 6-8-1 6-8-1 12-1-4 5-5-3 27-4-12 15-3-8 32-9-15 5-5-3 39-3-0 6-5-1 -2-0-0 2-0-0 6-8-1 6-8-1 12-1-4 5-5-3 16-9-1 4-7-13 19-9-0 2-11-15 22-8-15 2-11-15 27-4-12 4-7-13 32-9-15 5-5-3 39-3-0 6-5-1 0- 4 - 5 11 - 1 0 - 9 0- 6 - 1 7.00 12 Plate Offsets (X,Y)-- [2:0-4-0,0-1-11], [3:0-3-12,Edge], [4:0-7-0,0-0-8], [8:0-6-12,0-0-12], [9:0-3-12,Edge], [10:0-2-15,0-0-7], [11:0-3-8,0-1-8], [13:0-8-12,0-1-8], [14:0-8-12,0-2-8], [16:0-3-8,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.61 0.54 0.59 DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in -0.37 -0.61 0.05 -0.14 (loc) 13-14 13-14 10 13-14 l/defl >999 >770 n/a 1326 L/d 360 240 n/a 360 PLATES MT20 Weight: 345 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x10 DF SS *Except* 1-3,9-10: 2x4 HF No.2 BOT CHORD 2x12 DF SS WEBS 2x4 HF Stud *Except* 5-7: 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 17 REACTIONS. (size)2=0-5-8, 10=Mechanical Max Horz 2=201(LC 7) Max Grav 2=2188(LC 21), 10=2057(LC 22) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3543/0, 3-4=-3361/0, 4-5=-2587/0, 5-6=0/658, 6-7=0/657, 7-8=-2589/0, 8-9=-3360/0, 9-10=-3501/0 BOT CHORD 2-16=0/3124, 14-16=0/3143, 13-14=0/2746, 11-13=0/2971, 10-11=0/2949 WEBS 5-17=-3545/0, 7-17=-3545/0, 4-14=0/1362, 8-13=0/1355, 3-16=-450/84, 9-11=-489/65, 3-14=-661/208, 9-13=-644/221, 6-17=0/447 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 17.0 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-17, 7-17 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 13-14 9) Refer to girder(s) for truss to truss connections. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Attic room checked for L/360 deflection. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss A3 Truss Type ATTIC Qty 1 Ply 2 Soundbuilt NW, LLC Job Reference (optional) I13823528 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:27 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-Tn6OXf5x4ej?Yku9M6ObH9yelAVDrZqJlUaH8uz5KSQ Scale = 1:81.7 1 2 3 4 5 6 7 8 9 10 16 15 14 13 12 11 17 22 23 6x8 10x12 8x8 8x8 8x8 3x6 3x6 4x12 3x8 4x12 3x8 3x6 3x6 1.5x4 6x8 10x12 JUS24 15-0-0 5- 8 - 2 13 - 0 - 5 6-8-1 6-8-1 12-1-4 5-5-3 27-4-12 15-3-8 32-9-15 5-5-3 39-3-0 6-5-1 -2-0-0 2-0-0 6-8-1 6-8-1 12-1-4 5-5-3 16-9-1 4-7-13 19-9-0 2-11-15 22-8-15 2-11-15 27-4-12 4-7-13 32-9-15 5-5-3 39-3-0 6-5-1 0- 4 - 5 11 - 1 0 - 9 0- 6 - 1 7.00 12 Plate Offsets (X,Y)-- [2:0-4-0,0-1-11], [3:0-3-12,Edge], [4:0-4-0,0-0-4], [8:0-4-0,0-0-4], [9:0-3-12,Edge], [10:0-3-7,0-0-3], [11:0-3-8,0-1-8], [13:0-8-8,0-2-0], [14:0-8-4,0-1-12], [16:0-3-8,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 3-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.60 0.45 0.47 DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in -0.31 -0.50 0.04 -0.11 (loc) 13-14 13-14 10 13-14 l/defl >999 >937 n/a 1641 L/d 360 240 n/a 360 PLATES MT20 Weight: 689 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x10 DF SS *Except* 1-3,9-10: 2x4 HF No.2 BOT CHORD 2x12 DF SS WEBS 2x4 HF Stud *Except* 5-7: 2x4 DF No.1&Btr BRACING- TOP CHORD 2-0-0 oc purlins (4-9-11 max.) (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 6, 17 REACTIONS. (size)2=0-5-8, 10=Mechanical Max Horz 2=302(LC 28) Max Uplift 2=-149(LC 10) Max Grav 2=3592(LC 37), 10=3222(LC 38) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5934/217, 3-4=-5479/14, 4-5=-4140/87, 5-6=-9/1123, 6-7=0/1076, 7-8=-4188/107, 8-9=-5416/0, 9-10=-5449/3 BOT CHORD 2-16=-270/5224, 14-16=-253/5241, 13-14=0/4446, 11-13=0/4644, 10-11=0/4596 WEBS 5-17=-5812/51, 7-17=-5812/51, 4-14=0/2393, 8-13=0/2162, 3-16=-626/303, 9-11=-931/160, 3-14=-1317/460, 9-13=-755/444, 6-17=0/727 NOTES-(18) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x10 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x12 - 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 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 17.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-17, 7-17 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 13-14 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=149. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Use USP JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent at 12-2-4 from the left end to connect truss(es) to front face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. 17) Attic room checked for L/360 deflection. 18) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard Continued on page 2 June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss A3 Truss Type ATTIC Qty 1 Ply 2 Soundbuilt NW, LLC Job Reference (optional) I13823528 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:27 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-Tn6OXf5x4ej?Yku9M6ObH9yelAVDrZqJlUaH8uz5KSQ LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-14=-21, 13-14=-51, 10-13=-21, 1-4=-99, 4-5=-114, 5-6=-99, 6-7=-99, 7-8=-114, 8-10=-99, 5-7=-15 Concentrated Loads (lb) Vert: 14=-573(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss A4 Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823529 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:31 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-MYLvN18S7sDR1LCwbyTXR?7JenyUnLSvg6YUHfz5KSM Scale = 1:89.2 1 2 3 4 5 6 7 8 9 10 11 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 37 62 69 70 67 68 8x8 7x8 8x10 MT18HS 8x8 8x10 MT18HS 4x6 4x5 4x10 1.5x4 4x10 1.5x4 4x12 4x12 1.5x4 8x8 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 7x8 15-0-0 5- 8 - 1 13 - 0 - 5 4-0-8 6-8-1 6-8-1 12-1-4 5-5-3 17-1-0 4-11-12 19-9-0 2-8-0 27-4-12 7-7-12 32-9-15 5-5-3 39-3-0 6-5-1 -2-0-0 2-0-0 6-8-1 6-8-1 12-1-4 5-5-3 16-9-1 4-7-13 19-9-0 2-11-15 21-3-0 1-6-0 22-8-15 1-5-15 27-4-12 4-7-13 32-9-15 5-5-3 39-3-0 6-5-1 0- 4 - 5 11 - 1 0 - 9 0- 6 - 1 7.00 12 Plate Offsets (X,Y)-- [2:0-8-15,0-2-8], [5:0-4-8,0-3-0], [8:0-1-4,0-2-8], [11:0-5-11,0-2-8], [14:0-9-0,0-2-0], [19:0-5-12,0-1-12], [19:0-2-0,0-0-4], [25:0-3-8,0-1-8], [29:0-2-0,0-0-4], [29:0-5-12,0-1-12], [34:0-9-0,0-2-0], [39:0-1-8,0-0-12] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.67 0.11 0.56 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.01 -0.00 0.01 (loc) 1 1 19 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 MT18HS Weight: 468 lb FT = 16% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x10 DF SS *Except* 1-3,10-11: 2x4 HF No.2 BOT CHORD 2x12 DF SS WEBS 2x4 HF Stud *Except* 5-8,5-25: 2x4 HF No.2 OTHERS 2x4 HF Stud *Except* 24-39,8-23,26-41,27-42,22-57,21-58: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-29, 10-19, 5-25 JOINTS 1 Brace at Jt(s): 37 REACTIONS.All bearings 39-3-0. (lb) - Max Horz 2=202(LC 34) Max Uplift All uplift 100 lb or less at joint(s) 33, 36, 15, 22, 25 except 2=-1238(LC 42), 29=-987(LC 41), 19=-957(LC 42), 34=-1620(LC 40), 14=-1628(LC 43), 11=-1439(LC 43), 35=-162(LC 59), 13=-192(LC 60), 12=-136(LC 43) Max Grav All reactions 250 lb or less at joint(s) 18, 24, 23, 26, 27, 28, 30, 32, 33, 35, 16, 15, 13, 21, 20 except 2=1354(LC 39), 29=985(LC 36), 19=1125(LC 61), 34=1768(LC 37), 14=1759(LC 38), 11=1540(LC 38), 36=405(LC 58), 12=455(LC 60), 25=422(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3449/3289, 3-4=-3532/3431, 4-5=-2341/2213, 5-6=-1004/814, 6-7=-569/428, 7-8=-1015/913, 8-9=-2234/2077, 9-10=-3437/3280, 10-11=-3307/3171 BOT CHORD 2-36=-1699/1832, 35-36=-1699/1832, 34-35=-1699/1832, 33-34=-1575/1721, 32-33=-1575/1721, 30-32=-1575/1721, 29-30=-1575/1721, 28-29=-205/556, 27-28=-205/556, 26-27=-205/556, 25-26=-205/556, 24-25=-201/549, 23-24=-201/549, 22-23=-201/549, 21-22=-201/549, 20-21=-201/549, 19-20=-201/549, 18-19=-1011/1151, 16-18=-1011/1151, 15-16=-1011/1151, 14-15=-1011/1151, 13-14=-1135/1263, 12-13=-1135/1263, 11-12=-1135/1263 WEBS 4-29=-387/248, 9-19=-639/230, 3-34=-1725/1622, 10-14=-1709/1619, 3-29=-1628/1711, 10-19=-1579/1671, 5-25=-420/88 NOTES-(17) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 17.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 3x6 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 12) Ceiling dead load (5.0 psf) on member(s). 8-9, 5-37, 37-62, 8-62 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 33, 36, 15, 22, 25 except (jt=lb) 2=1238, 29=987, 19=957, 34=1620, 14=1628, 11=1439, 35=162, 13=192, 12=136. 14) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.Continued on page 2 June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss A4 Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823529 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:32 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-qkvHbN94uALIeVn79f_m_CfUOBIjWoi2vmI2q6z5KSL NOTES-(17) 15) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 37-6-0 to 39-3-0 for 2407.3 plf. 16) Attic room checked for L/360 deflection. 17) All dimensions given in feet-inches-sixteenths (FFIISS) format. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss AA Truss Type Jack-Closed Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823530 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:33 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-IwTfojAifUT9GfMJjNV?WQCgebacFGiC8Q1bMYz5KSK Scale = 1:61.8 1 2 3 4 7 6 11 5 3x6 3x4 8x8 1.5x4 3x4 6- 6 - 7 5-5-2 5-5-2 12-1-8 6-8-6 -2-0-0 2-0-0 5-5-2 5-5-2 12-1-8 6-8-6 19-8-4 7-6-12 0- 4 - 5 11 - 1 0 - 2 0- 1 1 - 9 10 - 1 0 - 8 11 - 1 0 - 2 7.00 12 Plate Offsets (X,Y)-- [2:0-0-5,0-0-0], [3:0-3-12,Edge], [6:0-1-12,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.58 0.32 0.51 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.07 -0.11 0.01 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 102 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x10 DF SS *Except* 1-3: 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=Mechanical, 2=0-5-8, 6=Mechanical Max Horz 2=252(LC 7) Max Uplift 5=-81(LC 10), 6=-195(LC 10) Max Grav 5=337(LC 17), 2=589(LC 1), 6=914(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-569/0, 4-6=-665/171 BOT CHORD 2-7=-41/429, 6-7=-46/419 WEBS 3-6=-469/97 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 17.0 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 6=195. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss B Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823531 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:34 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-m711?3AKQnb0uoxVH40E3dlx5??W_ptLM4n9u_z5KSJ Scale = 1:35.0 1 2 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 12 4x4 3x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 14-0-0 14-0-0 -1-9-4 1-9-4 7-0-0 7-0-0 14-0-0 7-0-0 15-9-4 1-9-4 0- 4 - 7 5- 0 - 7 0- 4 - 7 8.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-P 0.21 0.02 0.06 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.02 0.01 0.00 (loc) 11 11 10 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 64 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 14-0-0. (lb) - Max Horz 2=-98(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 2, 10, 15, 12, 13, 14, 18, 17, 16 Max Grav All reactions 250 lb or less at joint(s) 2, 10, 15, 12, 14, 18, 16 except 13=279(LC 18), 17=279(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 8-13=-251/66, 4-17=-251/65 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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) 2, 10, 15, 12, 13, 14, 18, 17, 16. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss B1 Truss Type Scissor Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823532 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:35 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-EJbQDOByB5jtVyViqnXTbrHyhOC6jETUbkWiQQz5KSI Scale = 1:34.1 1 2 3 4 5 613 14 3x6 5x6 3x6 4x4 7-0-0 7-0-0 14-0-0 7-0-0 -1-9-4 1-9-4 7-0-0 7-0-0 14-0-0 7-0-0 15-9-4 1-9-4 0- 4 - 7 5- 0 - 7 0- 4 - 7 2- 2 - 3 8.00 12 4.00 12 Plate Offsets (X,Y)-- [2:0-0-13,Edge], [4:0-0-13,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.86 0.58 0.23 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.16 -0.24 0.03 (loc) 6-12 6-12 4 l/defl >999 >700 n/a L/d 360 240 n/a PLATES MT20 Weight: 49 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 4=0-5-8 Max Horz 2=98(LC 9) Max Uplift 2=-53(LC 10), 4=-53(LC 11) Max Grav 2=763(LC 17), 4=763(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1109/0, 3-4=-1109/24 BOT CHORD 2-6=0/829, 4-6=0/829 WEBS 3-6=0/624 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 16.0 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss B2 Truss Type Scissor Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823533 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:35 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-EJbQDOByB5jtVyViqnXTbrHxzOBmjELUbkWiQQz5KSI Scale = 1:32.6 1 2 3 4 512 13 3x6 5x6 3x6 4x4 7-0-0 7-0-0 14-0-0 7-0-0 7-0-0 7-0-0 14-0-0 7-0-0 15-9-4 1-9-4 0- 4 - 7 5- 0 - 7 0- 4 - 7 2- 2 - 3 8.00 12 4.00 12 Plate Offsets (X,Y)-- [1:0-1-1,0-0-9], [3:0-1-1,0-0-9] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.91 0.66 0.24 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.18 -0.27 0.03 (loc) 5-8 5-8 3 l/defl >925 >612 n/a L/d 360 240 n/a PLATES MT20 Weight: 46 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=Mechanical, 3=0-5-8 Max Horz 1=-92(LC 6) Max Uplift 1=-28(LC 10), 3=-53(LC 11) Max Grav 1=638(LC 17), 3=766(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1129/3, 2-3=-1121/31 BOT CHORD 1-5=0/853, 3-5=0/842 WEBS 2-5=0/644 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 16.0 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss C Truss Type Roof Special Girder Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823534 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:38 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-euGYrQErU05RMQEHWw5ADTvU5cGcwRCxHilM1lz5KSF Scale = 1:58.7 1 2 3 4 5 6 7 8 9 10 11 15 14 13 1240 41 42 43 44 45 46 47 48 49 6x8 3x8 3x8 5x10 MT18HS 4x5 6x8 5x8 MT18HS 3x4 5x12 2x4 6x12 3x4 3x4 3x8 4x10 3x8 2x4 2x4 3x6 2x4 2x4 2x4 2x4 2x4 4x4 2x4 1.5x4 3x4 1.5x4 2x4 1.5x4 2x4 1.5x4 1.5x4 1.5x4 3x6 1.5x4 2x4 1.5x4 1.5x4 1.5x4 4x6 JUS24 5-9-11 5-9-11 10-11-8 5-1-13 12-3-0 1-3-8 17-6-0 5-3-0 24-6-0 7-0-0 -1-9-4 1-9-4 5-9-11 5-9-11 10-11-8 5-1-13 12-3-0 1-3-8 17-6-0 5-3-0 24-6-0 7-0-0 26-3-4 1-9-4 0- 4 - 7 8- 6 - 7 0- 4 - 7 2- 2 - 3 8.00 12 4.00 12 Plate Offsets (X,Y)-- [2:0-1-11,Edge], [3:0-3-8,0-1-8], [4:0-4-12,0-2-4], [5:0-2-11,0-1-8], [6:0-4-12,0-2-0], [7:0-4-0,0-1-4], [8:0-5-0,0-2-4], [9:0-5-0,0-1-8], [10:0-1-7,0-0-11], [12:0-5-0,0-2-8], [14:0-5-4,0-3-8], [16:0-1-8,0-1-0], [17:0-2-8,0-1-4], [18:0-1-8,0-1-0], [24:0-1-3,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.72 0.40 0.88 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.18 -0.27 0.16 (loc) 12 12 10 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 212 lb FT = 16% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x4 HF No.2 *Except* 8-11: 2x4 DF No.1&Btr BOT CHORD 2x6 DF SS WEBS 2x6 DF SS *Except* 4-15,4-14,6-14,6-13,9-12: 2x4 HF Stud, 7-13: 2x4 HF No.2, 9-13: 2x4 DF 2400F 2.0E OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 10=0-5-8 Max Horz 2=116(LC 9) Max Uplift 2=-65(LC 10), 10=-106(LC 11) Max Grav 2=1656(LC 1), 10=1628(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2658/92, 4-6=-2343/135, 6-7=-134/2225, 7-9=-2457/134, 9-10=-4281/142 BOT CHORD 2-15=-39/2200, 14-15=-39/2197, 13-14=0/2042, 12-13=-19/3640, 10-12=-24/3650 WEBS 4-14=-625/99, 6-14=-151/543, 6-13=-546/73, 7-13=-54/1096, 9-13=-1320/79, 9-12=0/2325 NOTES-(17) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 10=106. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) Use USP JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent at 10-5-4 from the left end to connect truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 88 lb down and 61 lb up at 2-0-0 on top chord, and 21 lb down and 49 lb up at 2-0-0, 8 lb down and 18 lb up at 4-0-12, 8 lb down and 18 lb up at 6-0-12, and 8 lb down and 18 lb up at 8-0-12, and 8 lb down and 18 lb up at 8-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 17) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss C Truss Type Roof Special Girder Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823534 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:38 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-euGYrQErU05RMQEHWw5ADTvU5cGcwRCxHilM1lz5KSF LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-6=-66, 6-7=66, 7-11=-66, 2-14=-14, 12-14=-14, 12-37=-14 Concentrated Loads (lb) Vert: 15=2 45=6 46=2 47=2 48=2 49=-714(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss C1 Truss Type Roof Special Qty 3 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823535 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:39 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-74qw3mETFKEI_apT3dcPmhSia0ZMfzr4WMUwZCz5KSE Scale = 1:55.4 1 2 3 4 5 6 7 8 12 11 10 9 19 20 4x5 3x4 5x8 5x6 4x5 3x4 1.5x4 3x4 3x8 4x4 5-10-11 5-10-11 10-11-8 5-0-13 12-3-0 1-3-8 17-6-0 5-3-0 24-6-0 7-0-0 -1-9-4 1-9-4 5-10-11 5-10-11 10-11-8 5-0-13 12-3-0 1-3-8 17-6-0 5-3-0 24-6-0 7-0-0 26-3-4 1-9-4 0- 4 - 7 8- 6 - 7 0- 4 - 7 2- 2 - 3 8.00 12 4.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-8], [3:0-1-12,0-1-8], [4:0-1-12,0-1-8], [6:0-1-0,0-1-8], [7:0-1-14,0-0-10], [9:0-3-0,0-3-0], [10:0-1-10,0-1-8], [11:0-5-4,0-2-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.55 0.62 0.53 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.18 -0.28 0.18 (loc) 9 9-10 7 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 116 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 4-11,5-10: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-10 REACTIONS. (size)2=0-5-8, 7=0-5-8 Max Horz 2=157(LC 9) Max Uplift 2=-75(LC 10), 7=-75(LC 11) Max Grav 2=1119(LC 17), 7=1119(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1497/73, 3-4=-1103/101, 4-5=-973/123, 5-6=-1062/110, 6-7=-2575/54 BOT CHORD 2-12=-75/1171, 11-12=-75/1171, 10-11=0/872, 9-10=0/2155, 7-9=0/2155 WEBS 3-11=-456/103, 4-10=-369/132, 5-10=-112/905, 6-10=-1663/90, 6-9=0/1410 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 16.0 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 7. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss C2 Truss Type ROOF TRUSS Qty 1 Ply 3 Soundbuilt NW, LLC Job Reference (optional) I13823536 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:41 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-3TyhTSGjnxU0DtzrB2etr6X2jpGm7nMN_gz0e4z5KSC Scale = 1:55.4 1 2 3 4 5 6 7 8 14 13 12 11 10 9 19 20 21 22 23 24 25 26 27 28 29 5x12 6x8 6x8 8x12 4x5 5x10 4x4 3x10 4x5 5x10 4x4 3x10 5x12 THD26 MSH29 MSH29 MSH29 MSH29 MSH29 MSH29 MSH29 MSH29 MSH29 THD28-2 4-1-8 4-1-8 8-2-6 4-0-14 12-3-0 4-0-10 16-3-10 4-0-10 20-4-8 4-0-14 24-6-0 4-1-8 4-1-8 4-1-8 8-2-6 4-0-14 12-3-0 4-0-10 16-3-10 4-0-10 20-4-8 4-0-14 24-6-0 4-1-8 26-3-4 1-9-4 0- 4 - 7 8- 6 - 7 0- 4 - 7 8.00 12 Plate Offsets (X,Y)-- [1:0-2-11,0-3-0], [2:0-1-4,0-2-0], [3:0-1-4,0-1-8], [5:0-1-4,0-1-8], [6:0-1-4,0-2-0], [7:0-2-11,0-3-0], [9:0-7-0,0-1-8], [10:0-7-8,0-2-0], [12:0-7-12,0-4-0], [13:0-7-8,0-2-0], [14:0-7-0,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.57 0.56 0.91 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.20 -0.34 0.06 (loc) 10-12 10-12 7 l/defl >999 >851 n/a L/d 360 240 n/a PLATES MT20 Weight: 522 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud *Except* 4-12: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-5-8, 7=0-5-8 Max Horz 1=-150(LC 27) Max Grav 1=13511(LC 3), 7=11247(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-18627/0, 2-3=-15572/0, 3-4=-12051/0, 4-5=-12047/0, 5-6=-15680/0, 6-7=-18545/0 BOT CHORD 1-14=0/15449, 13-14=0/15449, 12-13=0/12926, 10-12=0/13018, 9-10=0/15369, 7-9=0/15369 WEBS 4-12=0/13022, 5-12=-5029/0, 5-10=0/5727, 6-10=-2784/26, 6-9=0/2942, 3-12=-4873/0, 3-13=0/5546, 2-13=-2987/0, 2-14=0/3127 NOTES-(16) 1) n/a 2) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 2 rows staggered at 0-4-0 oc, Except member 4-8 2x4 - 2 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x10 - 5 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 5-10 2x4 - 1 row at 0-6-0 oc, member 3-13 2x4 - 1 row at 0-6-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Use USP THD26 (With 18-16d nails into Girder & 12-10d x 1-1/2 nails into Truss) or equivalent at 0-6-12 from the left end to connect truss(es) to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. 12) Use USP MSH29 (With 18-10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-6-12 from the left end to 18-6-12 to connect truss(es) to front face of bottom chord. 13) Use USP THD28-2 (With 28-16d nails into Girder & 8-10d nails into Truss) or equivalent at 20-4-8 from the left end to connect truss(es) to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. 14) Fill all nail holes where hanger is in contact with lumber. 15) Attic room checked for L/360 deflection. 16) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-8=-66, 1-7=-14 Continued on page 2 June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss C2 Truss Type ROOF TRUSS Qty 1 Ply 3 Soundbuilt NW, LLC Job Reference (optional) I13823536 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:41 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-3TyhTSGjnxU0DtzrB2etr6X2jpGm7nMN_gz0e4z5KSC LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 10=-1768(F) 9=-2826(F) 21=-1773(F) 22=-1768(F) 23=-1768(F) 24=-1768(F) 25=-1768(F) 26=-1768(F) 27=-1768(F) 28=-1768(F) 29=-1768(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss D Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823537 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:42 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-XfW3hoHLXFctr1Y2lm96OJ4HBDirsRWWCKjaAWz5KSB Scale = 1:18.3 1 2 3 4 5617 18 19 4x5 4x5 1.5x4 5x8 1.5x4 7x8 1.5x4 1.5x4 3-3-0 3-3-0 6-6-0 3-3-0 -1-6-0 1-6-0 3-3-0 3-3-0 6-6-0 3-3-0 8-0-0 1-6-0 0- 4 - 7 2- 6 - 7 0- 4 - 7 8.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-11], [4:0-2-0,0-1-11], [8:1-4-10,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.27 0.19 0.09 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.03 -0.06 0.00 (loc) 6 6 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 33 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 4=0-3-8 Max Horz 2=-21(LC 15) Max Uplift 4=-18(LC 11) Max Grav 2=549(LC 18), 4=388(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-26/443, 3-4=-477/0 BOT CHORD 2-6=-49/305, 4-6=0/446 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 16.0 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 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss D2 Truss Type Common Qty 5 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823538 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:42 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-XfW3hoHLXFctr1Y2lm96OJ4J1Dj?sS4WCKjaAWz5KSB Scale = 1:20.1 1 2 3 4 6 5 3x4 4x4 4x4 1.5x4 3x4 3-3-0 3-3-0 5-5-8 2-2-8 -1-6-0 1-6-0 3-3-0 3-3-0 5-5-8 2-2-8 0- 4 - 7 2- 6 - 7 0- 9 - 5 0- 3 - 8 1- 0 - 1 3 8.00 12 Plate Offsets (X,Y)-- [4:0-1-12,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.15 0.11 0.05 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.01 0.00 (loc) 6-9 6-9 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 22 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 5=0-1-8 Max Horz 2=55(LC 9) Max Uplift 2=-36(LC 10), 5=-7(LC 11) Max Grav 2=376(LC 17), 5=243(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 16.0 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss E Truss Type ROOF SPECIAL GIRDER Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823539 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:43 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-?s4Ru8H_IYkkTB7EIThLwXcLHd2jbsUgR_S7jzz5KSA Scale = 1:18.1 1 2 3 4 6 5 9 10 11 12 13 4x6 1.5x4 4x4 3x6 2x4 0-1-8 2-5-10 2-5-10 7-5-8 4-11-14 -2-0-0 2-0-0 2-5-10 2-5-10 3-1-0 0-7-5 7-5-8 4-4-8 0- 4 - 7 1- 4 - 4 1- 7 - 1 4 1- 4 - 4 5.00 12 Plate Offsets (X,Y)-- [2:0-10-1,0-1-15], [3:0-3-0,0-1-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.76 0.08 0.23 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.02 0.00 (loc) 6 5-6 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 35 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=Mechanical, 2=0-5-8 Max Horz 2=38(LC 7) Max Uplift 5=-40(LC 7), 2=-63(LC 6) Max Grav 5=404(LC 27), 2=633(LC 28) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-491/16, 4-5=-253/49 BOT CHORD 2-6=-26/447, 5-6=-34/446 WEBS 3-5=-459/30 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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) 5, 2. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 81 lb down and 33 lb up at 4-0-12, and 107 lb down and 47 lb up at 6-0-12 on top chord, and 4 lb down and 6 lb up at 2-0-12, and 10 lb down and 0 lb up at 4-0-12, and 10 lb down and 11 lb up at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-4=-66, 2-5=-14 Concentrated Loads (lb) Vert: 9=-46 10=-45 11=1 12=0 13=-0 June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss E1 Truss Type ROOF SPECIAL Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823540 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:44 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-T2dp6TIc3ssb4LiQsACaTk9XJ1IcKLUpgeCgFPz5KS9 Scale = 1:19.7 1 2 3 4 6 5 10 11 4x6 1.5x4 4x4 1.5x4 3x4 0-1-85-8-1 5-8-1 7-5-8 1-9-7 -2-0-0 2-0-0 5-8-1 5-8-1 6-3-6 0-7-5 7-5-8 1-2-2 0- 4 - 7 2- 8 - 4 2- 1 1 - 1 4 2- 8 - 4 5.00 12 Plate Offsets (X,Y)-- [2:0-2-3,Edge], [3:0-3-0,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.68 0.49 0.12 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.06 -0.09 0.00 (loc) 6-9 6-9 2 l/defl >999 >958 n/a L/d 360 240 n/a PLATES MT20 Weight: 29 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 5=Mechanical Max Horz 2=78(LC 9) Max Uplift 2=-59(LC 10), 5=-50(LC 10) Max Grav 2=699(LC 28), 5=422(LC 28) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-403/21 BOT CHORD 2-6=-25/263 WEBS 3-5=-492/48 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 184 lb down and 69 lb up at 6-4-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-4=-66, 5-7=-14 Concentrated Loads (lb) Vert: 11=-126 June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss E2 Truss Type MONOPITCH Qty 6 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823541 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:45 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-xEBCJpJEqA_SiVGdQujp?yimTQiz3pczuIxEnrz5KS8 Scale = 1:16.4 1 2 3 4 8 1.5x4 3x4 1.5x4 0-1-8 -2-0-0 2-0-0 4-11-8 4-11-8 0- 4 - 7 2- 5 - 4 2- 1 - 1 2 0- 3 - 8 2- 5 - 4 5.00 12 Plate Offsets (X,Y)-- [2:0-0-3,0-0-6] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.39 0.22 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.04 -0.06 0.00 (loc) 4-7 4-7 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 17 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 4=0-1-8 Max Horz 2=69(LC 9) Max Uplift 2=-46(LC 10), 4=-19(LC 10) Max Grav 2=487(LC 17), 4=243(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 19.0 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss E3 Truss Type ROOF SPECIAL GIRDER Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823542 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:46 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-PRlaX9KsbT6JKerp_bE2Y9EwYq5BoFE67yhnJIz5KS7 Scale = 1:14.0 1 2 3 4 6 5 9 10 11 4x6 1.5x4 4x4 3x6 2x4 0-1-8 2-5-10 2-5-10 4-11-8 2-5-14 -2-0-0 2-0-0 2-5-10 2-5-10 3-1-0 0-7-5 4-11-8 1-10-8 0- 4 - 7 1- 4 - 4 1- 7 - 1 4 0- 1 0 - 1 2 0- 5 - 8 1- 4 - 4 5.00 12 Plate Offsets (X,Y)-- [2:0-9-13,0-1-15], [3:0-3-0,0-1-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.50 0.03 0.04 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 0.00 (loc) 8 6 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 24 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=0-1-8, 2=0-5-8 Max Horz 2=38(LC 42) Max Uplift 5=-24(LC 7), 2=-53(LC 6) Max Grav 5=240(LC 27), 2=532(LC 28) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(14) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 85 lb down and 33 lb up at 4-0-12 on top chord, and 4 lb down and 6 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-4=-66, 2-5=-14 Concentrated Loads (lb) Vert: 9=-55 10=1 11=-1 June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss GRD Truss Type Flat Girder Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823543 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:47 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-udJykVLUMnEAxoQ?XJlH5Nn7KEI3XgvFMcQLskz5KS6 Scale = 1:36.012 4 3 5 2x4 2x4 4x4 4x4 MUS26 3-10-8 3-10-8 3-10-8 3-10-8 6- 6 - 6 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.37 0.63 0.14 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.03 -0.04 -0.00 (loc) 3-4 3-4 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 37 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x6 DF SS BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud BRACING- TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)4=0-4-0, 3=Mechanical Max Horz 4=-149(LC 8) Max Uplift 4=-243(LC 6), 3=-243(LC 7) Max Grav 4=593(LC 1), 3=594(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(14) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=243, 3=243. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Use USP MUS26 (With 6-10d nails into Girder & 6-10d nails into Truss) or equivalent at 1-11-4 from the left end to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-66, 3-4=-14 Concentrated Loads (lb) Vert: 5=-900(B) June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss J2 Truss Type Jack-Open Qty 5 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823544 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:47 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-udJykVLUMnEAxoQ?XJlH5Nn9PEQuXi5FMcQLskz5KS6 Scale = 1:14.9 1 2 3 4 3x4 2-0-0 2-0-0 -1-9-4 1-9-4 2-0-0 2-0-0 0- 4 - 7 1- 8 - 7 0- 5 - 3 1- 3 - 4 1- 8 - 7 8.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-2] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.24 0.07 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 -0.00 (loc) 7 7 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 9 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 4=0-1-8, 3=0-1-8 Max Horz 2=61(LC 10) Max Uplift 2=-36(LC 10), 4=-11(LC 16), 3=-13(LC 10) Max Grav 2=385(LC 17), 4=24(LC 5), 3=45(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 16.0 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4, 3. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss J2A Truss Type Jack-Open Girder Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823545 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:50 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-IC?5MXNNfickoG9aDRJ_i?PjwRSGk3ri2Zf?S3z5KS3 Scale = 1:11.4 1 2 3 3x4 1.5x4 2x4 JL26IF-TZ 2-0-0 2-0-0 2-0-0 2-0-0 0- 4 - 7 1- 8 - 7 8.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.03 0.02 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 5 5 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 8 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-5-8, 3=Mechanical Max Horz 1=31(LC 7) Max Uplift 1=-2(LC 10), 3=-46(LC 10) Max Grav 1=96(LC 16), 3=726(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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) 1, 3. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Use USP JL26IF-TZ (With 6-10d HDG nails into Girder & 4-10d x 1-1/2 HDG nails into Truss) or equivalent at 1-10-4 from the left end to connect truss(es) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-66, 1-3=-14 Concentrated Loads (lb) Vert: 3=-629(B) June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss J21 Truss Type JACK-OPEN Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823546 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:48 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-MptKxrL675M1Zy?C50GWdaKLVenpG9LPbGAuOAz5KS5 Scale = 1:10.2 1 2 3 43x4 1-2-2 1-2-2 2-0-0 0-9-14 -1-3-0 1-3-0 1-2-2 1-2-2 2-0-0 0-9-14 0- 4 - 7 1- 1 - 1 4 0- 3 - 8 8.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.15 0.02 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 -0.00 (loc) 7 7 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 6 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 4=0-1-8, 3=0-1-8 Max Horz 2=39(LC 10) Max Uplift 2=-25(LC 10), 3=-16(LC 16) Max Grav 2=249(LC 17), 4=24(LC 5), 3=16(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 16.0 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss J23 Truss Type JACK-OPEN Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823547 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:49 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-q?Ri9BMkuOUuB6aOfknlAosW427s?cbYpvvRwcz5KS4 Scale = 1:14.5 1 2 4 3 5 3x4 2-0-0 2-0-0 -1-3-0 1-3-0 2-0-0 2-0-0 2-5-2 0-5-2 0- 4 - 7 1- 1 1 - 1 4 0- 5 - 3 1- 4 - 4 1- 1 1 - 1 4 8.00 12 Plate Offsets (X,Y)-- [2:0-0-3,0-0-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.16 0.04 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 -0.00 (loc) 8 8 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 8 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 5=0-1-8, 3=0-1-8 Max Horz 2=60(LC 10) Max Uplift 2=-16(LC 10), 5=-1(LC 16), 3=-28(LC 10) Max Grav 2=288(LC 17), 5=28(LC 5), 3=112(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 16.0 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5, 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5, 3. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss J24 Truss Type JACK-OPEN Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823548 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:49 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-q?Ri9BMkuOUuB6aOfknlAosWx27w?cbYpvvRwcz5KS4 Scale = 1:18.9 1 2 3 4 5 3x4 2-0-0 2-0-0 -1-3-0 1-3-0 2-0-0 2-0-0 3-8-2 1-8-2 0- 4 - 7 2- 9 - 1 4 0- 5 - 3 2- 4 - 1 1 2- 9 - 1 4 8.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.17 0.03 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 -0.00 (loc) 8 8 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 9 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 0-1-8 except (jt=length) 2=0-5-8. (lb) - Max Horz 2=82(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 4, 2, 3 Max Grav All reactions 250 lb or less at joint(s) 4, 5, 3 except 2=306(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 16.0 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 3. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 3. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss M01 Truss Type GABLE Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823549 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:51 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-mOYTatO?Q0kbQQkmm9qDFDyoqrkRTW5rHDOY?Vz5KS2 Scale = 1:17.7 1 2 3 4 3x4 4x16 4x4 4x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 6-11-8 6-11-8 -2-0-0 2-0-0 6-11-8 6-11-8 0- 3 - 1 5 1- 1 1 - 7 0- 3 - 8 2- 7 - 1 2 4.00 12 Plate Offsets (X,Y)-- [2:0-6-8,0-2-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.40 0.28 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.09 -0.13 0.00 (loc) 4-11 4-11 2 l/defl >936 >608 n/a L/d 360 240 n/a PLATES MT20 Weight: 31 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 4=0-1-8 Max Horz 2=75(LC 9) Max Uplift 2=-87(LC 6), 4=-28(LC 10) Max Grav 2=535(LC 17), 4=348(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-289/43 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss M02 Truss Type Monopitch Qty 8 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823550 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:51 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-mOYTatO?Q0kbQQkmm9qDFDyhDreqTW5rHDOY?Vz5KS2 Scale = 1:17.4 1 2 3 4 1.5x4 3x6 1.5x4 6-11-8 6-11-8 -2-0-0 2-0-0 6-11-8 6-11-8 0- 3 - 1 5 2- 7 - 1 2 2- 4 - 4 0- 3 - 8 2- 7 - 1 2 4.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.89 0.64 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.19 -0.28 0.00 (loc) 4-7 4-7 2 l/defl >431 >291 n/a L/d 360 240 n/a PLATES MT20 Weight: 21 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 4=0-1-8 Max Horz 2=75(LC 9) Max Uplift 2=-83(LC 6), 4=-29(LC 10) Max Grav 2=530(LC 17), 4=359(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-273/44 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss R1 Truss Type Jack-Open Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823551 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:52 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-Ea6rnDOdBJsS2ZJzKsLSoQUuLF6cCzL?Vt86Xxz5KS1 Scale = 1:14.3 1 2 3 4 4x4 2-8-7 2-8-7 -2-6-0 2-6-0 2-8-7 2-8-7 0- 4 - 7 1- 7 - 1 2 1- 3 - 3 1- 7 - 1 2 5.66 12 Plate Offsets (X,Y)-- [2:0-2-1,0-0-11] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.67 0.16 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.01 0.01 -0.00 (loc) 4-7 4-7 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 10 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=0-1-8, 2=0-7-6, 4=0-1-8 Max Horz 2=59(LC 10) Max Uplift 3=-16(LC 16), 2=-55(LC 10), 4=-22(LC 17) Max Grav 3=55(LC 17), 2=534(LC 17), 4=31(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 18.3 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2, 4. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss R2 Truss Type JACK-OPEN Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823552 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:53 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-ingD?YPFyd_Jfju9uZshKe17BfS?xQb8kXtf3Oz5KS0 Scale = 1:22.1 1 2 10 3 11 12 4 5 64x4 2-2-10 2-2-10 -2-5-8 2-5-8 2-2-10 2-2-10 8-8-7 6-5-13 0- 4 - 7 3- 5 - 5 0- 4 - 4 3- 1 - 2 3- 5 - 5 4.24 12 Plate Offsets (X,Y)-- [2:0-0-15,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.41 0.15 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.01 0.01 -0.00 (loc) 6-9 9 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 17 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 0-1-8 except (jt=length) 2=0-9-3, 3=0-2-13, 4=0-2-13. (lb) - Max Horz 2=111(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 5, 2, 6, 3, 4 Max Grav All reactions 250 lb or less at joint(s) 5, 6, 4 except 2=367(LC 17), 3=299(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(14) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 19.8 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 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5, 6, 3, 4. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2, 6, 3, 4. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 3, 4. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 76 lb down and 38 lb up at 4-7-13, and 61 lb down and 27 lb up at 7-0-2 on top chord. The design/selection of such connection device(s) is the responsibility of others. 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-66, 6-7=-14 Concentrated Loads (lb) Vert: 11=-35 12=-34 June 20,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090614 Truss R3 Truss Type JACK-OPEN Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13823553 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jun 17 16:02:53 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-ingD?YPFyd_Jfju9uZshKe17RfS?xQb8kXtf3Oz5KS0 Scale = 1:16.6 1 2 9 3 10 4 5 4x4 2-2-10 2-2-10 -2-5-8 2-5-8 2-2-10 2-2-10 5-9-1 3-6-7 0- 4 - 7 2- 4 - 1 3 0- 4 - 4 2- 0 - 1 0 2- 4 - 1 3 4.24 12 Plate Offsets (X,Y)-- [2:0-0-15,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.39 0.15 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.01 0.01 -0.00 (loc) 5-8 8 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 13 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 0-1-8 except (jt=length) 2=0-9-3, 3=0-2-13. (lb) - Max Horz 2=83(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 4, 2, 5, 3 Max Grav All reactions 250 lb or less at joint(s) 4, 5, 3 except 2=443(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(14) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; 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 19.8 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 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 3. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 5, 3. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 3. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 lb down and 37 lb up at 4-7-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 5-6=-14 Concentrated Loads (lb) Vert: 10=-39 June 20,2021 ed g e o f t r u s s . fr o m o u t s i d e " 16 /1 -0 PR O D U C T C O D E A P P R O V A L S JO I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E AR O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O TH E L E F T . CH O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T NU M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W1-7 C1-8 C5 - 6 C6 - 7 C7 - 8 C4-5 C3- 4 C2 - 3 C1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 BO T T O M C H O R D S TO P C H O R D S BE A R I N G LA T E R A L B R A C I N G L O C A T I O N In d i c a t e s l o c a t i o n w h e r e b e a r i n g s (s u p p o r t s ) o c c u r . I c o n s v a r y b u t re a c t i o n s e c t i o n i n d i c a t e s j o i n t nu m b e r w h e r e b e a r i n g s o c c u r . In d i c a t e d b y s y m b o l s h o w n a n d / o r by t e x t i n t h e b r a c i n g s e c t i o n o f t h e ou t p u t . U s e T , I o r E l i m i n a t o r b r a c i n g if i n d i c a t e d . Th e f i r s t d i m e n s i o n i s t h e p l a t e wi d t h m e a s u r e d p e r p e n d i c u l a r to s l o t s . S e c o n d d i m e n s i o n i s th e l e n g t h p a r a l l e l t o s l o t s . 4 x 4 PL A T E S I Z E Th i s s y m b o l i n d i c a t e s t h e re q u i r e d d i r e c t i o n o f s l o t s i n co n n e c t o r p l a t e s . " 16 /1 Fo r 4 x 2 o r i e n t a t i o n , l o c a t e pl a t e s 0 - Ce n t e r p l a t e o n j o i n t u n l e s s x , y of f s e t s a r e i n d i c a t e d . Di m e n s i o n s a r e i n f t - i n - s i x t e e n t h s . Ap p l y p l a t e s t o b o t h s i d e s o f t r u s s an d f u l l y e m b e d t e e t h . 1 "4/3 PL A T E L O C A T I O N A N D O R I E N T A T I O N Sy m b o l s Nu m b e r i n g S y s t e m 1. A d d i t i o n a l s t a b i l i t y b r a c i n g f o r t r u s s s y s t e m , e . g . d i a g o n a l o r X - b r a c i n g , i s a l w a y s r e q u i r e d . S e e B C S I 1 . 2. T r u s s b r a c i n g m u s t b e d e s i g n e d b y a n e n g i n e e r . F o r w i d e t r u s s s p a c i n g , i n d i v i d u a l l a t e r a l b r a c e s t h e m s e l v e s m a y r e q u i r e b r a c i n g , o r a l t e r n a t i v e T , I , o r E l i m i n a t o r b r a c i n g s h o u l d b e c o n s i d e r e d . 3. N e v e r e x c e e d t h e d e s i g n l o a d i n g s h o w n a n d n e v e r s t a c k m a t e r i a l s o n i n a d e q u a t e l y b r a c e d t r u s s e s . 4. P r o v i d e c o p i e s o f t h i s t r u s s d e s i g n t o t h e b u i l d i n g d e s i g n e r , e r e c t i o n s u p e r v i s o r , p r o p e r t y o w n e r a n d a l l o t h e r i n t e r e s t e d p a r t i e s . 5. C u t m e m b e r s t o b e a r t i g h t l y a g a i n s t e a c h o t h e r . 6. P l a c e p l a t e s o n e a c h f a c e o f t r u s s a t e a c h j o i n t a n d e m b e d f u l l y . K n o t s a n d w a n e a t j o i n t l o c a t i o n s a r e r e g u l a t e d b y A N S I / T P I 1 . 7. D e s i g n a s s u m e s t r u s s e s w i l l b e s u i t a b l y p r o t e c t e d f r o m t h e e n v i r o n m e n t i n a c c o r d w i t h A N S I / T P I 1 . 8. U n l e s s o t h e r w i s e n o t e d , m o i s t u r e c o n t e n t o f l u m b e r s h a l l n o t e x c e e d 1 9 % a t t i m e o f f a b r i c a t i o n . 9. U n l e s s e x p r e s s l y n o t e d , t h i s d e s i g n i s n o t a p p l i c a b l e f o r u s e w i t h f i r e r e t a r d a n t , p r e s e r v a t i v e t r e a t e d , o r g r e e n l u m b e r . 10 . C a m b e r i s a n o n - s t r u c t u r a l c o n s i d e r a t i o n a n d i s t h e r e s p o n s i b i l i t y o f t r u s s f a b r i c a t o r . G e n e r a l p r a c t i c e i s t o c a m b e r f o r d e a d l o a d d e f l e c t i o n . 11 . P l a t e t y p e , s i z e , o r i e n t a t i o n a n d l o c a t i o n d i m e n s i o n s i n d i c a t e d a r e m i n i m u m p l a t i n g r e q u i r e m e n t s . 12 . L u m b e r u s e d s h a l l b e o f t h e s p e c i e s a n d s i z e , a n d i n a l l r e s p e c t s , e q u a l t o o r b e t t e r t h a n t h a t s p e c i f i e d . 13 . T o p c h o r d s m u s t b e s h e a t h e d o r p u r l i n s p r o v i d e d a t s p a c i n g i n d i c a t e d o n d e s i g n . 14 . B o t t o m c h o r d s r e q u i r e l a t e r a l b r a c i n g a t 1 0 f t . s p a c i n g , o r l e s s , i f n o c e i l i n g i s i n s t a l l e d , u n l e s s o t h e r w i s e n o t e d . 15 . C o n n e c t i o n s n o t s h o w n a r e t h e r e s p o n s i b i l i t y o f o t h e r s . 16 . D o n o t c u t o r a l t e r t r u s s m e m b e r o r p l a t e w i t h o u t p r i o r a p p r o v a l o f a n e n g i n e e r . 17 . I n s t a l l a n d l o a d v e r t i c a l l y u n l e s s i n d i c a t e d o t h e r w i s e . 18 . U s e o f g r e e n o r t r e a t e d l u m b e r m a y p o s e u n a c c e p t a b l e e n v i r o n m e n t a l , h e a l t h o r p e r f o r m a n c e r i s k s . C o n s u l t w i t h p r o j e c t e n g i n e e r b e f o r e u s e . 19 . R e v i e w a l l p o r t i o n s o f t h i s d e s i g n ( f r o n t , b a c k , w o r d s a n d p i c t u r e s ) b e f o r e u s e . R e v i e w i n g p i c t u r e s a l o n e i s n o t s u f f i c i e n t . 20 . D e s i g n a s s u m e s m a n u f a c t u r e i n a c c o r d a n c e w i t h A N S I / T P I 1 Q u a l i t y C r i t e r i a . Fa i l u r e t o F o l l o w C o u l d C a u s e P r o p e r t y Da m a g e o r P e r s o n a l I n j u r y Ge n e r a l S a f e t y N o t e s * Pl a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 so f t w a r e o r u p o n r e q u e s t . In d u s t r y S t a n d a r d s : AN S I / T P I 1 : N a t i o n a l D e s i g n S p e c i f i c a t i o n f o r M e t a l P l a t e C o n n e c t e d W o o d T r u s s C o n s t r u c t i o n . DS B - 8 9 : D e s i g n S t a n d a r d f o r B r a c i n g . BC S I 1 : B u i l d i n g C o m p o n e n t S a f e t y I n f o r m a t i o n , G u i d e t o G o o d P r a c t i c e f o r H a n d l i n g , I n s t a l l i n g & B r a c i n g o f M e t a l P l a t e C o n n e c t e d W o o d T r u s s e s . 6- 4 - 8 di m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s ( D r a w i n g s n o t t o s c a l e ) © 2 0 0 6 M i T e k ® A l l R i g h t s R e s e r v e d WE B S ed g e o f t r u s s . fr o m o u t s i d e " 16 /1 -0 IC C - E S R e p o r t s : ES R - 1 3 1 1 , E S R - 1 3 5 2 , E R - 5 2 4 3 , 9 6 0 4 B , 97 3 0 , 9 5 - 4 3 , 9 6 - 3 1 , 9 6 6 7 A NE R - 4 8 7 , N E R - 5 6 1 95 1 1 0 , 8 4 - 3 2 , 9 6 - 6 7 , E R - 3 9 0 7 , 9 4 3 2 A JO I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E AR O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O TH E L E F T . CH O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T NU M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W1-7 C1-8 C5 - 6 C6 - 7 C7 - 8 C4-5 C3- 4 C2 - 3 C1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 BO T T O M C H O R D S TO P C H O R D S BE A R I N G In d i c a t e s l o c a t i o n w h e r e b e a r i n g s (s u p p o r t s ) o c c u r . I c o n s v a r y b u t re a c t i o n s e c t i o n i n d i c a t e s j o i n t nu m b e r w h e r e b e a r i n g s o c c u r . In d i c a t e d b y s y m b o l s h o w n a n d / o r by t e x t i n t h e b r a c i n g s e c t i o n o f t h e ou t p u t . U s e T , I o r E l i m i n a t o r b r a c i n g if i n d i c a t e d . 4 x 4 PL A T E S I Z E Th i s s y m b o l i n d i c a t e s t h e re q u i r e d d i r e c t i o n o f s l o t s i n co n n e c t o r p l a t e s . " 16 /1 Fo r 4 x 2 o r i e n t a t i o n , l o c a t e pl a t e s 0 - 1 "4/3 PL A T E L O C A T I O N A N D O R I E N T A T I O N Sy m b o l s Nu m b e r i n g S y s t e m Ge n e r a l S a f e t y N o t e s * Pl a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 so f t w a r e o r u p o n r e q u e s t . In d u s t r y S t a n d a r d s : AN S I / T P I 1 : N a t i o n a l D e s i g n S p e c i f i c a t i o n f o r M e t a l P l a t e C o n n e c t e d W o o d T r u s s C o n s t r u c t i o n . DS B - 8 9 : D e s i g n S t a n d a r d f o r B r a c i n g . BC S I 1 : B u i l d i n g C o m p o n e n t S a f e t y I n f o r m a t i o n , G u i d e t o G o o d P r a c t i c e f o r H a n d l i n g , I n s t a l l i n g & B r a c i n g o f M e t a l P l a t e C o n n e c t e d W o o d T r u s s e s . 6- 4 - 8 di m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s WE B S